HomeMy WebLinkAboutTIArameykemp.com
Transportation
Consulting
that moves us
forward.
Moving forward.
Hermitage Road Flex Park
Traffic Impact Analysis
New Hanover County, North Carolina
TRAFFIC IMPACT
ANALYSIS
FOR THE
HERMITAGE ROAD FLEX
PARK
LOCATED
IN
NEW HANOVER COUNTY, NORTH CAROLINA
Prepared For:
Fast Tracts Wilmington, LLC
10808 Grassy Creek Place
Raleigh, NC 27614
Prepared By:
Ramey Kemp & Associates, Inc.
5808 Faringdon Place, Suite 100
Raleigh, NC 27609
License #C-0910
April 2021
RKA Project #20091
TRAFFIC IMPACT ANALYSIS
HERMITAGE ROAD FLEX PARK
NEW HANOVER COUNTY, NORTH CAROLINA
EXECUTIVE SUMMARY
This report summarizes the findings of the Traffic Impact Study (TIA) that was performed for the
Hermitage Road Flex Park development that is to be located along the south side of Hermitage
Road, east of SR 133 (Castle Hayne Road) in New Hanover County, North Carolina. The purpose
of this study is to determine the potential impact to the surrounding transportation system
caused by the traffic generated by the development.
The proposed development is to consist of a 130,000 square feet (SF) business park and is
anticipated to be completed by 2025. Access to the development is to be provided via two full
movement connections on Hermitage Road.
It is estimated that the proposed development will generate 2,096 total trips during a typical 24-
hour weekday period. Of the daily traffic volume, 183 trips (156 entering and 27 exiting) will be
generated during the AM peak hour and 187 trips (49 entering and 138 exiting) during the PM
peak hour.
The study area for the TIA was determined through coordination with WMPO and NCDOT and
consists of the following intersection:
• I-140 Westbound Ramps/Centennial Drive and SR 133 (Castle Hayne Road)
• I-140 Eastbound Ramps and SR 133 (Castle Hayne Road)
• SR 133 (Castle Hayne Road) and Hermitage Road
• SR 133 (Castle Hayne Road) and Crowatan Road
• Hermitage Road and Crowatan Road
Based on coordination with WMPO and NCDOT, there are no approved developments that are
expected to impact the study are.
Hermitage Road Flex Park | E-2
Several scenarios were analyzed using traffic analysis software, Synchro 10. Traffic operations
during the AM and PM peak hours were modeled for each scenario. The results of each scenario
were compared in order to determine impacts from background traffic growth and the proposed
development. The following scenarios were modeled: Existing (2020), No-Build (2025), and Build
(2025).
Based on the capacity and queuing analysis results and findings of this study, the proposed
development is not expected to have a significant impact to the adjacent transportation network.
Considering this, only the following improvements are recommended below and are shown in
Figure E-1.
Hermitage Road and Site Drive 1
• Provide a two-lane cross section [for Site Drive 1] consisting of one ingress lane and
one egress lane.
Hermitage Road and Site Drive 2
• Provide a two-lane cross section [for Site Drive 2] consisting of one ingress lane and
one egress lane.
Hermitage Road Flex Park
New Hanover County, NC
Scale: Not to Scale
N
Hermitage
Road
Westbound
Ramps
Cr
o
w
a
t
a
n
Ro
a
d
Ea
s
t
b
o
u
n
d
Ra
m
p
s
133
140
Centennial
Drive
SITE
Si
t
e
Dr
i
v
e
1
N
Si
t
e
Dr
i
v
e
2
Improvement by Developer
Figure E-1
Recommended Lane
Configurations
150'
150'
15
0
'
27
5
'
17
5
'
25
0
'
30
0
'
17
5
'
225'
225'
15
0
'
SPEED
LIMIT
50
SPEEDLIMIT
50
LEGEND
Signalized Intersection
Unsignalized Intersection
Existing Lane
X'Storage (In Feet)
Hermitage Road Flex Park | i
TABLE OF CONTENTS
1. INTRODUCTION ................................................................................ 1
1.1.Site Location and Study Area ............................................................................................. 1
1.2.Proposed Land Use and Site Access ................................................................................. 2
1.3.Adjacent Land Uses ............................................................................................................... 2
1.4.Existing Roadways ................................................................................................................. 2
2. EXISTING (2020) PEAK HOUR CONDITIONS ...................................... 6
2.1.Existing (2020) Peak Hour Traffic Volumes ................................................................... 6
2.2.Analysis of Existing (2020) Peak Hour Traffic Conditions ......................................... 6
3. NO-BUILD (2025) PEAK HOUR CONDITIONS ..................................... 8
3.1.Ambient Traffic Growth ........................................................................................................ 8
3.2.Approved Development Traffic .......................................................................................... 8
3.3.Future Roadway Improvements ........................................................................................ 8
3.4.No-Build (2025) Peak Hour Traffic Volumes.................................................................. 8
3.5.Analysis of No-Build (2025) Peak Hour Traffic Conditions ........................................ 8
4. SITE TRIP GENERATION AND DISTRIBUTION .................................. 10
4.1.Trip Generation ..................................................................................................................... 10
4.2.Site Trip Distribution and Assignment ........................................................................... 10
5. BUILD TRAFFIC CONDITIONS ......................................................... 13
5.1.Build (2025) Peak Hour Traffic Volumes ...................................................................... 13
5.2.Analysis of Build (2025) Peak Hour Traffic Conditions ............................................. 13
6. TRAFFIC ANALYSIS PROCEDURE ..................................................... 15
6.1 Adjustments to Analysis Guidelines ............................................................................... 16
7. CAPACITY ANALYSIS ...................................................................... 17
7.1.I-140/US 17 Westbound Ramps/Centennial Drive and SR 133 ............................ 17
7.2.I-140/US 17 Eastbound Ramps and SR 133 ............................................................... 19
7.3.SR 133 and Hermitage Road ............................................................................................ 21
7.4.SR 133 and Crowatan Road .............................................................................................. 23
7.5.Hermitage Road and Crowatan Road ............................................................................. 24
7.6.Hermitage Road and Site Drive 1 ................................................................................... 26
7.7.Hermitage Road and Site Drive 2 ................................................................................... 27
Hermitage Road Flex Park | ii
8. CONCLUSIONS AND RECOMMENDATIONS ........................................ 28
LIST OF FIGURES
Figure 2 – Preliminary Site Plan ............................................................................................... 4
Figure 3 – Existing Lane Configurations ................................................................................ 5
Figure 4 – Existing (2020) Peak Hour Traffic ...................................................................... 7
Figure 5 – No-Build (2025) Peak Hour Traffic ..................................................................... 9
Figure 6 – Site Trip Distribution Percentages .....................................................................11
Figure 7 – Site Trip Assignment ..............................................................................................12
Figure 8 – Build (2025) Peak Hour Traffic ...........................................................................14
Figure 9 - Recommended Lane Configuration ....................................................................30
LIST OF TABLES
Table 1: Existing Roadway Inventory ........................................................... 2
Table 2: Trip Generation Summary ............................................................. 10
Table 3: Highway Capacity Manual – Levels of Service and Delay ..................... 15
Table 4: Analysis Summary of US 74/76 and NC 87/SR 1419 .......................... 18
Table 5: US74/76 and Site Access .............................................................. 26
TECHNICAL APPENDIX
Appendix A: WMPO Approved Scope
Appendix B: Count Data
Appendix C: Signal Information
Appendix D: Capacity Calculations – I-140/US 17 Westbound Ramps/Centennial
Drive and SR 133
Appendix E: Capacity Calculations – I-140/US 17 Eastbound Ramps and SR 133
Appendix F: Capacity Calculations – SR 133 and Hermitage Road
Appendix G: Capacity Calculations – SR 133 and Crowatan Road
Appendix H: Capacity Calculations – Hermitage Road and Crowatan Road
Appendix I: Capacity Calculations – Hermitage Road and Site Drive 1
Appendix J: Capacity Calculations – Hermitage Road and Site Drive 2
Appendix K: SimTraffic Queuing Reports
Appendix L: Turn Lane Nomographs
TRAFFIC IMPACT ANALYSIS
HERMITAGE ROAD FLEX PARK
NEW HANOVER COUNTY, NORTH CAROLINA
1. INTRODUCTION
The contents of this report present the findings of the Traffic Impact Analysis (TIA)
performed for the Hermitage Road Flex Park development that is to be located along the
south side of Hermitage Road, east of SR 133 (Castle Hayne Road) in New Hanover County,
North Carolina. The purpose of this study is to determine the potential impacts to the
surrounding transportation system created by the proposed development, as well as identify
improvements to mitigate the impacts, if necessary.
The proposed development is to consist of a 130,000 square feet (SF) business park and is
anticipated to be completed by 2025.
The study analyzes traffic conditions during the weekday AM and PM peak hours for the
following scenarios:
• Existing (2020) Traffic Conditions
• No-Build (2025) Traffic Conditions
• Build (2025) Traffic Conditions
1.1. Site Location and Study Area
The site is to be located along the south side of Hermitage Road, east of SR 133 (Castle Hayne
Road) in New Hanover County, North Carolina. Refer to Figure 1 for the site location map.
The study area for the TIA was determined through coordination with the Wilmington Urban
Area Metropolitan Planning Organization (WMPO) and North Carolina Department of
Transportation (NCDOT). The approved scoping document can be found in Appendix A.
The study area consists of the following intersections:
• I-140 Westbound Ramps/Centennial Drive and SR 133 (Castle Hayne Road)
• I-140 Eastbound Ramps and SR 133 (Castle Hayne Road)
• SR 133 (Castle Hayne Road) and Hermitage Road
Hermitage Road Flex Park | 2
• SR 133 (Castle Hayne Road) and Crowatan Road
• Hermitage Road and Crowatan Road
1.2. Proposed Land Use and Site Access
The proposed development is to consist of a 130,000 square feet business park and is
anticipated to be completed by 2025.
Access to the development is to be provided via two full movement connections on
Hermitage Road. Refer to Figure 2 for a copy of the preliminary site plan.
1.3. Adjacent Land Uses
The proposed site is located in an area consisting primarily of undeveloped land and
industrial use. The land is currently undeveloped.
1.4. Existing Roadways
Existing lane configurations (number of traffic lanes on each intersection approach), storage
capacities, and other intersection and roadway information within the study area are shown
in Figure 3. Table 1 provides a summary of the existing facilities.
Table 1: Existing Roadway Inventory
Road Name Route
Number
Typical
Cross
Section
Speed Limit Maintained
By
2019 AADT
(vpd)
Castle Hayne Road SR 133 4-lane
undivided 50 mph NCDOT 12,000
Hermitage Road N/A 2-lane
undivided 55 mph N/A 1,000*
Crowatan Road N/A 2-lane
undivided 45 mph N/A 720*
*ADT approximated based on the traffic counts grown to 2020 and assuming the weekday PM peak hour volumes are
10% of the average daily traffic.
Hermitage Road Flex Park
New Hanover County, NC
Scale: Not to Scale
N
LEGEND
Proposed Site Location
Study Intersection
Study Area
Site Location Map
Figure 1
140
Centennial Drive
SR 133 (Castle Hayne Road)
Hermitage Road
Crowaton Road
Eastbound I-140 Ramps
Westbound I-140 Ramps
10
New Nursery Area
D
u
m
p
s
t
e
r
s
11
Existing
Conc. Slab
Loading & Parking
STORMWATER
3 ACRES +/-
Loading
Loading & Parking
2
9
3
Possible Property Subdivision Line
4
Parking
5
1
12
Loading
6
7
8
SE
P
T
I
C
SE
P
T
I
C
SE
P
T
I
C
SE
P
T
I
C
SEPTIC
SEPTIC SEPTIC
SEPTIC
SE
P
T
I
C
SEPTIC SEPTIC
SEPTIC
Parking
E
x
i
s
t
i
n
g
D
r
i
v
e
w
a
y
Ex
i
s
t
i
n
g
D
r
i
v
e
w
a
y
HOUSE
PAD
SE
P
T
I
C
100' Dia.
Existing Well
STORMWATER
0.5 ACRES +/-
Existing Ditch
Existing Ditch
H E R M I T A G E R O A D
0
SCALE:
feet60120180
1" = 60'N O R T H
Preliminary; Not For Construction. This site plan is a graphic representation and
should be utilized for discussion purposes only. This site plan approximates existing
conditions relating to structures, wetlands, roads, parking, vegetation and property
boundaries. Plan componentsmay change based upon regulatory and municipal
regulations and requirementsat the time of approvals and/or development activity.
DATE: 30 MAY 2019
Hermitage Road Flex Park
New Hanover County, NC
Scale: Not to Scale
N
Hermitage
Road
Westbound
Ramps
Cr
o
w
a
t
a
n
Ro
a
d
Ea
s
t
b
o
u
n
d
Ra
m
p
s
133
140
Centennial
Drive
2020 Existing
Lane Configurations
Figure 3
150'
150'
15
0
'
27
5
'
17
5
'
25
0
'
30
0
'
17
5
'
225'
225'
15
0
'
SPEED
LIMIT
50
SPEEDLIMIT
50
LEGEND
Signalized Intersection
Unsignalized Intersection
Existing Lane
X'Storage (In Feet)
SPEED
LIMITXX Posted Speed Limit
Hermitage Road Flex Park | 6
2. EXISTING (2020) PEAK HOUR CONDITIONS
2.1. Existing (2020) Peak Hour Traffic Volumes
Existing peak hour traffic volumes at the existing study intersections were estimated utilizing
traffic data collected in October 2020. Traffic counts were performed at all study intersections.
Through coordination with WMPO and NCDOT, an adjustment factor was needed to account
for decreases in traffic due to the COVID-19 pandemic. To calculate an adjustment factor,
traffic counts from February 2019 at the intersections of Castle Hayne Road and the I-140
Eastbound and Westbound Ramps were projected to 2020 using a compounded annual
growth rate of 3%. These projected counts were compared to new counts taken in October
2020 at the same intersections to determine a COVID-19 adjustment factor. However, it was
found that certain movements at the ramp intersections were significantly lower in the recent
counts due to the near-by industrial type land uses not operating at full capacity due to the
COVID-19 pandemic. To account for this decrease in traffic, traffic volumes for the
movements that would assumably contain industrial traffic were based on the projected 2020
traffic volumes. A 10% COVID-19 adjustment factor was applied to all other turning
movements at the study intersections and through volumes were balanced. The COVID-19
factor of 10% was determined by looking at the difference in volumes at the 2019 counts
[projected to 2020] compared to the October 2020 traffic movements that would assumably
not have included industrial traffic. It should be noted that this methodology approved by the
WMPO and NCDOT.
Refer to Figure 4 for the existing (2020) weekday AM and PM peak hour traffic volumes. A
copy of the data utilized to estimate existing traffic volume data is located in Appendix B of
this report.
2.2. Analysis of Existing (2020) Peak Hour Traffic Conditions
The existing (2020) weekday AM and PM peak hour traffic volumes were analyzed to
determine the current levels of service at the study intersections under existing geometric
roadway conditions and traffic control. Signal information was obtained from NCDOT, and
is included in Appendix C. Th e results of the analysis are presented in Section 7 of this report.
Hermitage Road Flex Park
New Hanover County, NC
Scale: Not to Scale
N
Hermitage
Road
Westbound
Ramps
Cr
o
w
a
t
a
n
Ro
a
d
Ea
s
t
b
o
u
n
d
Ra
m
p
s
133
140
Centennial
Drive
82/40
139/1
161/149
22
/
0
57
7
/
4
0
0
20
5
/
1
6
0
11
1
/
4
38
2
/
5
8
5
12
1
/
1
2
7
24/21
21/28
48/207
2020 Existing
Peak Hour Traffic
Figure 4
Signalized Intersection
Unsignalized Intersection
Weekday AM/PM Peak
Hour TrafficX/Y
LEGEND
41
5
/
5
4
0
13
5
/
1
9
6
198/173
156/119
69
1
/
5
4
4
94
/
2
0
9
1/
3
4/11
19/26
0/112
/
7
49
/
1
0
9/
1
13
/
3
1
2/
4
1
0/
0
13/2
35/20
2/14
44
2
/
6
1
2
46
/
3
4
2/6
42/58
76
2
/
5
0
2
4/
2
41
3
/
6
0
9
31
/
9
10/37
9/1775
7
/
4
8
7
39
/
9
Hermitage Road Flex Park | 8
3. NO-BUILD (2025) PEAK HOUR CONDITIONS
To account for growth of traffic and subsequent traffic conditions at a future year, no-build
traffic projections are needed. No-build traffic is the component of traffic due to the growth
of the community and surrounding area that is anticipated to occur regardless of whether or
not the proposed development is constructed. No-build traffic is comprised of background
traffic growth within the study area and additional traffic created by approved
developments.
3.1. Ambient Traffic Growth
Through coordination with the WMPO and NCDOT, it was determined that an annual
growth rate of 1% would be used to project future (2025) weekday AM and PM peak hour
traffic volumes.
3.2. Approved De velopment Traffic
Based on coordination with the WMPO and NCDOT, it was determined that there were no
approved developments to consider with this study.
3.3. Future Roadway Improvements
Based on coordination with the WMPO and NCDOT, it was determined that there were no
future roadway improvements to consider for this study.
3.4. No-Build (2025) Peak Hour Traffic Volumes
Refer to Figure 5 for the no-build (2025) peak hour traffic volumes at the study intersections.
3.5. Analysis of No-Build (2025) Peak Hour Traffic Conditions
The no-build AM and PM peak hour traffic volumes at the study intersections were analyzed
with existing geometric roadway conditions and traffic control. The analysis results are
presented in Section 7 of this report.
Hermitage Road Flex Park
New Hanover County, NC
Scale: Not to Scale
N
Hermitage
Road
Westbound
Ramps
Cr
o
w
a
t
a
n
Ro
a
d
Ea
s
t
b
o
u
n
d
Ra
m
p
s
133
140
Centennial
Drive
2025 No-Build
Peak Hour Traffic
Figure 5
Signalized Intersection
Unsignalized Intersection
Weekday AM / PM Peak
Hour TrafficX / Y
LEGEND
86/42
146/1
169/157
23
/
0
60
8
/
4
2
1
21
5
/
1
6
8
11
7
/
5
40
3
/
6
1
6
27
/
1
3
3
25/22
22/29
50/218
43
8
/
5
6
9
14
2
/
2
0
6
208/182
164/12572
7
/
5
7
3
99
/
2
2
0
1/
3
4/12
20/27
0/113
/
7
52
/
1
1
9/
1
14
/
3
3
2/
4
3
0/
0
14/2
37/21
2/15
46
5
/
6
4
4
49
/
3
6
2/6
45/61
80
1
/
5
2
8
4/
2
43
4
/
6
4
1
33
/
9
11/39
9/1879
6
/
5
1
2
41
/
1
0
Hermitage Road Flex Park | 10
4. SITE TRIP GENERATION AND DISTRIBUTION
4.1. Trip Generation
The proposed development is to consist of a 130,000 square feet business park. Average
weekday daily, AM peak hour, and PM peak hour trips for the proposed development were
estimated using methodology contained within the ITE Trip Generation Manual, 10th Edition.
Table 2 provides a summary of the trip generation potential for the site, which was approved
by the WMPO and NCDOT.
Table 2: Trip Generation Summary
Land Use
(ITE Code) Intensity
Daily
Traffic
(vpd)
AM Peak
Hour Trips
(vph)
PM Peak
Hour Trips
(vph)
Enter Exit Enter Exit
Business Park
(770) 130,000 SF 2,096 156 27 49 138
It is estimated that the proposed development will generate 2,096 total trips during a typical
24-hour weekday period. Of the daily traffic volume, 183 trips (156 entering and 27 exiting)
will be generated during the AM peak hour and 187 trips (49 entering and 138 exiting) during
the PM peak hour.
4.2. Site Trip Distribution and Assignment
Trip distribution percentages used in assigning site traffic for this development were
estimated based on existing traffic patterns and engineering judgment. The following
regional distributions were approved by the WMPO and NCDOT:
• 20% to/from the north via SR 133
• 30% to/from the south via SR 133
• 25% to/from the east via I-140
• 25% to/from the west via I-140
The site trip distribution percentages are illustrated in Figure 6. Refer to Figure 7 for the site
trip assignment.
Hermitage Road Flex Park
New Hanover County, NC
Scale: Not to Scale
N
Hermitage
Road
Westbound
Ramps
Cr
o
w
a
t
a
n
Ro
a
d
Ea
s
t
b
o
u
n
d
Ra
m
p
s
133
140
Centennial
Drive
SITE
Si
t
e
Dr
i
v
e
1
N
Si
t
e
Dr
i
v
e
2
Site Trip Distribution
Figure 6
XX%
Entering Trip Distribution
Exiting Trip Distribution
Regional Trip Distribution
Signalized Intersection
Unsignalized Intersection
X%
(Y%)
LEGEND
30%
25%
25%
25%(5
5
%
)
(2
5
%
)
55
%
25%(3
0
%
)
(2
5
%
)
30
%
(10%)
(80%)10
%
80
%
(10%)10
%
10
%
(1
0
%
)
10
%
(10%)
(3
5
%
)
(8
%
)
(2%)
35%
2%
8%
(35%)
2%
35%
55%
(5
5
%
)
(2
%
)
20%
Hermitage Road Flex Park
New Hanover County, NC
Scale: Not to Scale
N
Hermitage
Road
Westbound
Ramps
Cr
o
w
a
t
a
n
Ro
a
d
Ea
s
t
b
o
u
n
d
Ra
m
p
s
133
140
Centennial
Drive
SITE
Si
t
e
Dr
i
v
e
1
N
Si
t
e
Dr
i
v
e
2
Site Trip Assignment
Figure 7
15
/
7
6
1/
3
9/48
3/1
55/17
86/27
15
/
7
6
7/
3
4
Signalized Intersection
Unsignalized Intersection
Weekday AM / PM Peak
Hour Site TripsX / Y
LEGEND
39/12
86
/
2
7
8/
4
1
7/
3
5
39/12
47
/
1
5
2/14
22/11016
/
5
12
5
/
3
9
16
/
5
15
/
5
3/14
2/
1
4
15
/
5
3/14
9/
4
8
2/
1
1
3/1
12/4
1/3
55/17
Hermitage Road Flex Park | 13
5. BUILD TRAFFIC CONDITIONS
5.1. Build (2025) Peak Hour Traffic Volumes
To estimate traffic conditions with the site fully developed, the site trips were added to the
no-build traffic volumes to determine the build traffic volumes. Refer to Figure 8 for the build
(2025) peak hour traffic volumes .
5.2. Analysis of Build (2025) Peak Hour Traffic Conditions
Study intersections were analyzed with the build traffic volumes using the same
methodology previously discussed for existing and no-build traffic conditions. The results of
the capacity analysis for each intersection are presented in Section 7 of this report.
Hermitage Road Flex Park
New Hanover County, NC
Scale: Not to Scale
N
Hermitage
Road
Westbound
Ramps
Cr
o
w
a
t
a
n
Ro
a
d
Ea
s
t
b
o
u
n
d
Ra
m
p
s
133
140
Centennial
Drive
SITE
Si
t
e
Dr
i
v
e
1
N
Si
t
e
Dr
i
v
e
2
Figure 8
2025 Build
Peak Hour Traffic
125/54
146/1
169/157
23
/
0
62
3
/
4
9
7
22
2
/
2
0
2
11
7
/
5
48
9
/
6
4
3
12
7
/
1
3
3
25/22
22/29
50/218
48
5
/
5
8
4
14
2
/
2
0
6
247/194
164/125
73
5
/
6
1
4
10
6
/
2
5
5
1/
3
4/12
20/27
0/128
/
1
2
52
/
1
1
9/
1
14
/
3
3
2/
4
3
0/
0
17/16
37/21
2/15
46
5
/
6
4
4
17
4
/
7
5
4/20
67/171
80
1
/
5
2
8
20
/
7
43
6
/
6
5
5
33
/
9
14/53
9/1881
2
/
5
1
7
56
/
1
5
56/115
3/1
108/55
86/27
15
/
7
6
1/
3
50/68
12/4
54/41
55/17
9/
4
8
2/
1
1
Signalized Intersection
Unsignalized Intersection
Weekday AM / PM Peak
Hour TrafficX / Y
LEGEND
Hermitage Road Flex Park | 15
6. TRAFFIC ANALYSIS PROCEDURE
Study intersections were analyzed using the methodology outlined in the Highway Capacity
Manual, 10th Edition (HCM) published by the Transportation Research Board. Capacity and
level of service are the design criteria for this traffic study. A computer software package,
Synchro (Version 10.3), was used to complete the analyses for the study intersections. Please
note that the unsignalized capacity analysis does not provide an overall level of service for an
intersection; only delay for an approach or movement with conflicting movement.
The HCM defines capacity as “the maximum hourly rate at which persons or vehicles can
reasonably be expected to traverse a point or uniform section of a lane or roadway during a
given time period under prevailing roadway, traffic, and control conditions.” Level of service
(LOS) is a term used to represent different driving conditions and is defined as a “qualitative
measure describing operational conditions within a traffic stream, and their perception by
motorists and/or passengers.” Level of service varies from Level “A” representing free flow,
to Level “F” where greater delays are evident. Refer to Table 3 for HCM levels of service and
related average control delay per vehicle for both signalized and unsignalized intersections.
Control delay as defined by the HCM includes “initial deceleration delay, queue move-up
time, stopped delay, and final acceleration delay”. An average control delay of 50 seconds at
an unsignalized intersection results in LOS D operation.
Table 3: Highway Capacity Manual – Levels of Service and Delay
UNSIGNALIZED INTERSECTION SIGNALIZED INTERSECTION
LEVEL
OF
SERVICE
AVERAGE
CONTROL DELAY
PER VEHICLE
(SECONDS)
LEVEL
OF
SERVICE
AVERAGE
CONTROL DELAY
PER VEHICLE
(SECONDS)
A
B
C
D
E
F
0-10
10-15
15-25
25-35
35-50
>50
A
B
C
D
E
F
0-10
10-20
20-35
35-55
55-80
>80
Hermitage Road Flex Park | 16
6.1 Adjustments to Analysis Guidelines
Capacity analysis at all study intersections was completed in accordance to the NCDOT
Congestions Management Guidelines.
Congestion Management guidelines indicate that mitigation shall be identified at study area
intersections if at least one of the following conditions exists when comparing the no-build
and build conditions:
• The total average delay of the intersection or an individual approach increases by at
least 25%, while maintaining the same level of service.
• The level of service degrades by at least one level.
• The level of service is F.
Hermitage Road Flex Park | 17
7. CAPACITY ANALYSIS
7.1. I-140/US 17 Westbound Ramps/Centennial Drive and SR 133
The existing signalized intersection was analyzed under all traffic conditions with existing
lane configurations and traffic control. Refer to Table 4 for a summary of the analysis results,
Appendix D for the Synchro capacity analysis reports, and Appendix K for the SimTraffic
queuing reports.
Capacity analysis indicates that the intersection of I-140/US 17 Westbound
Ramps/Centennial Drive and SR 133 is expected to operate at an overall LOS C or better
during the AM and PM peak hours for all traffic conditions. In addition, all lane groups are
expected to operate at LOS C or better.
When compared to the no-build traffic conditions, the following situations were identified
under the build conditions:
• The westbound right turn movement degrades to LOS B in the AM peak hour, but the
delay only increases by approximately 1 second.
• The northbound through movement degrades to LOS B in the AM peak hour, but the
delay only increases by approximately 2 seconds.
No delays [associated with lane groups or overall intersection] are expected to increase by
25% or more when comparing no-build to build conditions. Based on the queuing analysis
results, no significant queuing problems are expected. Due to minimal impacts to the
signalized intersection, no improvements are being recommended.
Hermitage Road Flex Park | 18
Table 4: Analysis Summary of I-140/US 17 Westbound
Ramps/Centennial Drive and SR 133
ANALYSIS
SCENARI O
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Existing
(2020)
Conditions
EBL 28 / 52 C 23
C (26)
B
(14)
24 / 59 C 22
D (41)
B
(16)
EBT 32 / 58 C 34 39 / 220 C 34
EBR 42 / 91 C 25 158 / 225 D 44
WBL 119 / 197 C 34
C (28)
109 / 186 C 32
C (28) WBT 103 / 173 C 29 8 / 30 B 20
WBR 41 / 101 B 14 23 / 63 B 11
NBL 23 / 91 A 4
A (5)
1 / 26 A 3
A (5) NBT 55 / 152 A 6 72 / 159 A 5
NBR 13 / 88 A 3 8 / 80 A 2
SBL 90 / 152 A 10
B (14)
74 / 121 B 11
B (13) SBT 188 / 136 B 15 121 /127 B 14
SBR 24 / 26 B 15 7 / 9 B 15
No-Build
(2025)
Conditions
EBL 25 / 75 B 20
C (23)
C
(23)
22 / 140 B 19
D (44)
C
(21)
EBT 33 / 62 C 34 40 / 400 C 34
EBR 41 / 87 C 21 167 / 250 D 47
WBL 146 / 164 D 39
C (28)
137 / 210 D 38
C (32) WBT 95 / 159 C 25 7 / 26 B 17
WBR 32 / 104 A 9 21 / 71 A 9
NBL 118 / 179 C 29
B (12)
6 / 31 C 28
A (7) NBT 78 / 143 A 9 94 / 173 A 8
NBR 19 / 106 A 4 9 / 88 A 2
SBL 202 / 215 D 47
C (29)
169 / 192 D 43
C (24) SBT 259 / 170 C 22 141 / 129 B 17
SBR 30 / 38 C 22 8 / 10 B 18
Build
(2025)
Conditions
EBL 25 / 58 B 20
C (23)
C
(22)
22 / 99 B 19
D (44)
C
(22)
EBT 33 / 58 C 34 40 / 312 C 34
EBR 41 / 83 C 21 167 / 248 D 47
WBL 146 / 216 D 39
C (26)
137 / 197 D 38
C (31) WBT 95 / 159 C 25 7 / 30 B 17
WBR 44 / 89 B 10 25 / 75 A 10
NBL 115 / 144 C 28
B (12)
6 / 34 C 28
A (7) NBT 105 / 151 B 11 117 / 167 A 8
NBR 25 / 103 A 4 9 / 84 A 2
SBL 211 / 221 D 48
C (29)
217 /220 D 52
C (28) SBT 268 / 174 C 23 167 / 137 B 18
SBR 30 / 44 C 22 8 / 9 B 18
Hermitage Road Flex Park | 19
7.2. I-140/US 17 Eastbound Ramps and SR 133
The existing signalized intersection was analyzed under all traffic conditions with existing
lane configurations and traffic control. Refer to Table 5 for a summary of the analysis results,
Appendix E for the Synchro capacity analysis reports, and Appendix K for the SimTraffic
queuing reports.
Capacity analysis indicates that the intersection of I-14-/US 17 Eastbound Ramps and SR 133
is expected to operate at an overall LOS C or better during the AM and PM peak hour for all
traffic conditions. In addition, all lane groups are expected to operate at LOS D or better
under all future conditions.
When compared to the no-build traffic conditions, the following situations were identified
under the build conditions:
• The northbound through movement degrades from LOS B to LOS C in the AM peak
hour, but the delay only increases by approximately 1 second.
No delays [associated with lane groups or overall intersection] are expected to increase by
25% or more when comparing no-build to build conditions. Based on the queuing analysis
results, no significant queuing problems are expected. Due to minimal impacts to the
signalized intersection, no improvements are being recommended.
Hermitage Road Flex Park | 20
Table 5: Analysis Summary of I-140/US 17 Eastbound Ramps and SR 133
ANALYSIS
SCENARI O
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Existing
(2020)
Conditions
WBLR 255 / 302 D 40 D (40)
B
(15)
239 / 286 D 46 D (46)
B
(17)
NBT 139 / 147 B 19 B (15) 172 / 190 C 21 B (17) NBR 34 / 50 A 3 61 / 108 A 6
SBL 21 / 79 A 5 A (5) 70 / 167 A 10 A (7) SBT 65 / 107 A 5 86 / 83 A 6
No-Build
(2025)
Conditions
WBLR 270 / 342 D 40 D (40)
B
(17)
272 / 272 D 47 D (47)
C
(23)
NBT 147 / 152 B 20 B (16) 182 / 188 C 21 C (22) NBR 36 / 76 A 4 150 / 161 C 22
SBL 48 / 166 C 23 A (7) 201 / 293 D 38 B (15) SBT 47 / 117 A 4 73 / 102 A 6
Build
(2025)
Conditions
WBLR 315 / 406 D 42 D (42)
B
(18)
290 / 296 D 48 D (48)
C
(24)
NBT 164 / 172 C 21 B (17) 188 / 187 C 22 C (22) NBR 36 / 74 A 4 150 / 174 C 22
SBL 52 / 163 C 24 A (7) 240 / 307 D 44 B (17) SBT 47 / 132 A 5 73 / 96 A 6
Hermitage Road Flex Park | 21
7.3. SR 133 and Hermitage Road
The existing unsignalized intersection was analyzed under all traffic conditions with existing
lane configurations and traffic control. Refer to Table 6 for a summary of the analysis results,
Appendix F for the Synchro capacity analysis reports, and Appendix K for the SimTraffic
queuing reports.
Capacity analysis indicates that the major street left turn movement at the intersection of SR
133 and Hermitage Road is expected to experience minor delays and operate at a LOS A
during the AM and PM peak hour for all conditions. The stop-controlled minor-street
approach is expected to experience minor to moderate delays and operate at LOS C or better
under existing and no-build traffic conditions.
When compared to the no-build traffic conditions, the following situations were identified
under the build conditions:
• The westbound approach degrades from a LOS C to LOS D in the PM peak hour, but
the delays are only expected to increase by approximately 10 seconds.
No other delays [associated with lane groups or approach] are expected to increase by 25% or
more when comparing no-build to build conditions. Based on the queuing analysis results, no
significant queuing problems are expected. Due to minimal impacts to the unsignalized
intersection, no improvements are being recommended.
Hermitage Road Flex Park | 22
Table 6: SR 133 and Hermitage Road
ANALYSIS
SCENARI O
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Existing (2020)
Conditions
WBLR1 10 / 55 B 15 B (15)
N/A
18 / 63 C 16 C (16)
N/A
NBT - / - - - - - / - - - - NBR - / - - - - / - - -
SBL 0 / 25 A 9 - 0 / 26 A 9 - SBT - / - - - - / - - -
No-Build
(2025)
Conditions
WBLR1 13 / 58 C 15 C (15)
N/A
18 / 65 C 17 C (17)
N/A
NBT - / - - - - - / - - - - NBR - / - - - - / - - -
SBL 0 / 15 A 9 - 0 / 25 A 9 - SBT - / - - - - / - - -
Build
(2025)
Conditions
WBLR1 20 / 71 C 17 C (17)
N/A
85 / 184 D 27 D (27)
N/A
NBT - / - - - - - / - - - - NBR - / 4 - - - / - - -
SBL 3 / 28 A 9 - 0 / 27 A 9 - SBT - / - - - - / - - -
1. Overall level of service and delay for the minor street approach.
* A vehicle length of 25 feet was assumed to determine the 95th percentile queue in feet.
Hermitage Road Flex Park | 23
7.4. SR 133 and Crowatan Road
The existing unsignalized intersection was analyzed under all traffic conditions with existing
lane configurations and traffic control. Refer to Table 7 for a summary of the analysis results,
Appendix G for the Synchro capacity analysis reports, and Appendix K for the SimTraffic
queuing reports.
Based on the turn lane nomograph in the NCDOT Policy on Street and Driveway Access to
North Carolina Highways, no auxiliary turn lanes are warranted on Hermitage Road at this
intersection. Refer to Appendix L for the turn lane nomographs.
Capacity analysis indicates that the major street left turn movement at the intersection of SR
133 and Crowatan Road is expected to experience minor delays and operate at a LOS A
during the AM and PM peak hour for all conditions. The stop-controlled minor-street
approach is expected to experience moderate delays and operate at LOS C.
No delays [associated with lane groups or approach] are expected to increase by 25% or more
when comparing no-build to build conditions. Based on the queuing analysis results, no
significant queuing problems are expected. Due to minimal impacts to the unsignalized
intersection, no improvements are being recommended.
Table 7: SR 133 and Crowatan Road
ANALYSIS
SCENARI O
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
*Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
*Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Existing
(2020)
Conditions
WBLR1 8 / 36 C 22 C (22)
N/A
18 / 57 C 19 C (19)
N/A NBTR - / 10 - - - - / - - - -
SBTL 3 / 129 A 9 A (9) 0 / 56 A 9 A (9)
No-Build
(2025)
Conditions
WBLR1 8 / 36 C 23 C (23)
N/A
20 / 71 C 21 C (21)
N/A NBTR - / - - - - - / - - - -
SBTL 3 / 118 A 9 A (9) 0 / 103 A 9 A (9)
Build
(2025)
Conditions
WBLR1 10 / 58 C 23 C (23)
N/A
25 / 71 C 21 C (21)
N/A NBTR - / - - - - - / - - - -
SBTL 5 / 138 A 9 A (9) 3 / 120 A 9 A (9)
1. Overall level of service and delay for the minor street approach.
* A vehicle length of 25 feet was assumed to determine the 95th percentile queue in feet.
Hermitage Road Flex Park | 24
7.5. Hermitage Road and Crowatan Road
The existing unsignalized intersection was analyzed under all traffic conditions with existing
lane configurations and traffic control. Refer to Table 8 for a summary of the analysis results,
Appendix H for the Synchro capacity analysis reports, and Appendix K for the SimTraffic
queuing reports.
Capacity analysis indicates that the major street left turn movements at the intersection of
Hermitage Road and Crowatan Road are expected to experience minor delays and operate at
a LOS A during the AM and PM peak hour for all conditions. The stop-controlled minor-
street approaches are expected to experience minor delays and operate at LOS B or better.
Based on the turn lane nomograph in the NCDOT Policy on Street and Driveway Access to
North Carolina Highways, no auxiliary turn lanes are warranted on Hermitage Road at this
intersection. Refer to Appendix L for the turn lane nomographs.
When compared to the no-build traffic conditions, the following situation was identified
under the build conditions:
• The northbound approach degrades to LOS B in the PM peak hour, but the delay is
not expected to increase by more than 1 second.
No other delays [associated with lane groups or approaches] are expected to increase by 25%
or more when comparing no-build to build conditions. Based on the queuing analysis results,
no significant queuing problems are expected. Due to minimal impacts to the unsignalized
intersection, no improvements are being recommended.
Hermitage Road Flex Park | 25
Table 8: Hermitage Road and Crowatan Road
ANALYSIS
SCENARI O
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
*Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Existing
(2020)
Conditions
EBLRT 0 / 5 A 7 A (7)
N/A
0 / 10 A 7 A (7)
N/A WBLTR 0 / - A 7 A (7) 0 / 5 A 7 A (7)
NBLTR1 3 / 35 A 10 A (10) 8 / 60 A 10 A (10)
SBTLR1 8 / 50 A 10 A (10) 3 / 31 A 9 A (9)
No-Build
(2025)
Conditions
EBLRT 0 / 5 A 7 A (7)
N/A
0 / 5 A 7 A (7)
N/A WBLTR 0 / - A 7 A (7) 0 / 5 A 7 A (7)
NBLTR1 3 / 39 A 10 A (10) 10 / 70 A 10 A (10)
SBTLR1 8 / 52 A 10 A (10) 3 / 30 A 9 A (9)
Build
(2025)
Conditions
EBLRT 0 / 5 A 7 A (7)
N/A
0 / 11 A 7 A (7)
N/A WBLTR 0 / 5 A 7 A (7) 0 / 5 A 7 A (7)
NBLTR1 3 / 38 A 10 A (10) 10 / 64 B 10 B (10)
SBTLR1 10 / 52 A 10 A (10) 3 / 35 A 9 A (9)
1. Overall level of service and delay for the minor street approach.
* A vehicle length of 25 feet was assumed to determine the 95th percentile queue in feet.
Hermitage Road Flex Park | 26
7.6. Hermitage Road and Site Drive 1
The unsignalized intersection was analyzed under build (2025) traffic conditions with
proposed lane configurations and traffic control. Refer to Table 9 for a summary of the
analysis results, Appendix I for the Synchro capacity analysis reports, and Appendix K for the
SimTraffic queuing reports.
Based on the turn lane nomograph in the NCDOT Policy on Street and Driveway Access to
North Carolina Highways, no auxiliary turn lanes are warranted on Hermitage Road at this
intersection. Refer to Appendix L for the turn lane nomographs.
Capacity analysis indicates that the major left turn movement and stop-controlled minor
street approach are expected to experience minor delays and operate at LOS B or better
during the weekday AM and PM peak hours under build conditions. Based on the queuing
analysis res ults, no significant queuing problems are expected.
Table 9: Hermitage Road and Site Drive 1
ANALYSIS
SCENARIO
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
*Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
*Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Build (2025)
Conditions
EBTR 0 / - - - -
N/A
0 / - - - -
N/A WBLT 0 / 10 A 8 A (8) 0 / - A 7 A (7)
NBLR1 3 / 35 A 10 A (10) 10 / 61 B 10 B (10)
Bold denotes lane reconfiguration and/or improvement to be provided by the developer.
1. Overall level of service and delay for the minor street approach.
* A vehicle length of 25 feet was assumed to determine the 95th percentile queue in feet.
Hermitage Road Flex Park | 27
7.7. Hermitage Road and Site Drive 2
The unsignalized intersection was analyzed under build (2025) traffic conditions with
proposed lane configurations and traffic control. Refer to Table 10 for a summary of the
analysis results, Appendix J for the Synchro capacity analysis reports, and Appendix K for the
SimTraffic queuing reports.
Based on the turn lane nomograph in the NCDOT Policy on Street and Driveway Access to
North Carolina Highways, no auxiliary turn lanes are warranted on Hermitage Road at this.
Refer to Appendix L for the turn lane nomographs.
Capacity analysis indicates that the major left turn movement and stop-controlled minor
street approach are expected to experience minor delays and operate at LOS A during the
weekday AM and PM peak hours under build conditions. Based on the queuing analysis
results, no significant queuing problems are expected.
Table 10: Hermitage Road and Site Drive 2
ANALYSIS
SCENARIO
LANE
GROUP
Weekday AM Peak Hour Weekday PM Peak Hour
*Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
*Queue
95th / Max
(ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Build (2025)
Conditions
EBTR 0 / - - - -
N/A
0 / - - - -
N/A WBLT 0 / 25 A 8 A (8) 0 / - A 7 A (7)
NBLR1 3 / 29 A 9 A (9) 5 / 57 A 9 A (9)
Bold denotes lane reconfiguration and/or improvement to be provided by the developer.
1. Overall level of service and delay for the minor street approach.
* A vehicle length of 25 feet was assumed to determine the 95th percentile queue in feet.
Hermitage Road Flex Park | 28
8. CONCLUSIONS AND RECOMMENDATIONS
This Traffic Impact Analysis was performed to determine the potential traffic impacts of the
Hermitage Road Flex Park development that is to be located along the south side of
Hermitage Road, east of SR 133 (Castle Hayne Road) in New Hanover County, North
Carolina. Th e proposed development is to consist of a 130,000 square feet business park and
is anticipated to be completed by 2025.
The study analyzes traffic conditions during the weekday AM and PM peak hours for the
following scenarios:
• Existing (2020) Traffic Conditions
• No-Build (2025) Traffic Conditions
• Build (2025) Traffic Conditions
Trip Generation
It is estimated that the proposed development will generate 2,096 total trips during a typical
24-hour weekday period. Of the daily traffic volume, 183 trips (156 entering and 27 exiting)
will be generated during the AM peak hour and 187 trips (49 entering and 138 exiting) during
the PM peak hour.
Adjustments to Analysis Guidelines
Capacity analysis at all study intersections was completed in accordance to NCDOT
Congestion Management Guidelines.
Intersection Capacity Analysis Summary
Based on the capacity and queuing analysis results and findings of this study, the proposed
development is not expected to have a significant impact to the adjacent transportation
network. Considering this, no additional improvements are being recommended by the
developer.
Hermitage Road and Site Drive 1
• Provide a two-lane cross section [for Site Drive 1] consisting of one ingress lane and
one egress lane.
Hermitage Road Flex Park | 29
Hermitage Road and Site Drive 2
• Provide a two-lane cross section [for Site Drive 2] consisting of one ingress lane and
one egress lane.
Hermitage Road Flex Park
New Hanover County, NC
Scale: Not to Scale
N
Hermitage
Road
Westbound
Ramps
Cr
o
w
a
t
a
n
Ro
a
d
Ea
s
t
b
o
u
n
d
Ra
m
p
s
133
140
Centennial
Drive
SITE
Si
t
e
Dr
i
v
e
1
N
Si
t
e
Dr
i
v
e
2
Improvement by Developer
Figure 9
Recommended Lane
Configurations
150'
150'
15
0
'
27
5
'
17
5
'
25
0
'
30
0
'
17
5
'
225'
225'
15
0
'
SPEED
LIMIT
50
SPEEDLIMIT
50
LEGEND
Signalized Intersection
Unsignalized Intersection
Existing Lane
X'Storage (In Feet)
TECHNICAL APPENDIX
APPENDIX A
WMPO APPROVED SCOPE
September 10, 2020
Mr. Jay Clapp, PE, PTOE
Ramey Kemp & Associates, Inc.
5808 Farringdon Place, Suite 100
Raleigh, NC 27609
RE: Approved Scope for the Traffic Impact Analysis (TIA) associated with the proposed
Hermitage Road Flex Park
New Hanover County, NC
Dear Mr. Clapp,
Based on the information provided in the scoping documents submitted, it is our understanding that the
proposed development will consist of:
o LUC 770 130,000 SF Business Park
The following is the scope to be used for the Traffic Impact Analysis:
1. Data collection – Analysis Parameters
a) Study Intersections
For existing intersections, provide turning movement counts for Weekday AM peak hours and PM peak
hours, signal timing (if applicable), and lane geometry:
o SR 133 (Castle Hayne Road) and Eastbound I-140 ramps
o SR 133 (Castle Hayne Road) and Westbound I-140 ramp/Centennial Drive
o SR 133 (Castle Hayne Road) and Hermitage Road
o SR 133 (Castle Hayne Road) and Crowaton Road
o Hermitage Road and Crowaton Road
Count Development
1) New peak hour turning movement counts need to be performed at all the existing intersections.
This includes a weekday 7-9am and 4-6pm typically, but peak hours may be adjusted based on
traffic volumes in the area.
2) Available existing turning movement counts need to be grown by 3% to get to 2020 base year.
3) The grown counts should be compared to the new counts to determine how to adjust the
volumes for the 2020 Covid counts collected.
4) The proposed volume adjustments for the 2020 Covid counts should be presented to and
approved by NCDOT, New Hanover County, and the WMPO before use in the TIA.
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 TIA.
iii. Adjacent Developments (approved but not yet built)
o N/A
iv. Planned Roadway Improvements
o N/A
v. Background Traffic Assumptions
o Horizon year – 2025
o Growth rate – 1% per year
2. Capacity Analysis: Weekday AM and PM Peak Hours
a) 2020 Existing Conditions
b) 2025 Future No-Build Conditions
[Existing + 1% background growth + approved development trips]
c) 2025 Build Conditions
[Existing + 1% background growth + approved development trips + site trips]
d) 2025 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) Three bound copies
d) 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.
Please contact me at 910-772-4170 with any questions regarding this scope.
Sincerely,
Kayla Grubb, EI
Project Manager
Wilmington Urban Area MPO
Attachments:
Trip Generation Summary (provided by RKA)
Traffic Impact Analysis Supplemental Guidelines
Site Map (provided by RKA)
Ec: Mike Kozlosky, Executive Director, WMPO
Page 3 of 3
Scott James, PE, Transportation Project Engineer, WMPO
Denys Vielkanowitz, PE, City Traffic Engineer, City of Wilmington
Ben Hughes, PE, District Engineer, NCDOT
Eva Covarrubias, EI, Transportation Engineering Associate, NCDOT
Jessi Leonard, PE, Division Traffic Engineer, NCDOT
Brad Schuler, Senior Planner, New Hanover County
APPENDIX B
COUNT DATA
File Name : Willmington(Castle Hayne and Crowatan)AM Peak
Site Code :
Start Date : 10/29/2020
Page No : 1
Groups Printed- Cars + - Trucks
Castle Hayne Road
Southbound
Crowatan Road
Westbound
Castle Hayne Road
Northbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
07:00 126 10 136 2 0 2 5 74 79 217
07:15 157 11 168 2 1 3 8 75 83 254
07:30 133 6 139 1 4 5 8 98 106 250
07:45 129 8 137 4 3 7 7 90 97 241
Total 545 35 580 9 8 17 28 337 365 962
08:00 109 6 115 5 6 11 4 60 64 190
08:15 104 2 106 8 1 9 8 50 58 173
08:30 107 5 112 1 7 8 2 58 60 180
08:45 88 2 90 5 6 11 2 44 46 147
Total 408 15 423 19 20 39 16 212 228 690
09:00 69 2 71 2 5 7 5 49 54 132
09:15 71 4 75 3 5 8 6 66 72 155
09:30 69 3 72 0 1 1 7 60 67 140
09:45 62 2 64 2 4 6 2 69 71 141
Total 271 11 282 7 15 22 20 244 264 568
10:00 76 1 77 2 1 3 1 52 53 133
10:15 73 2 75 2 2 4 2 84 86 165
10:30 83 3 86 1 3 4 1 72 73 163
10:45 83 1 84 3 4 7 1 69 70 161
Total 315 7 322 8 10 18 5 277 282 622
11:00 69 3 72 3 2 5 5 59 64 141
11:15 68 5 73 7 3 10 4 67 71 154
11:30 86 8 94 9 14 23 4 75 79 196
11:45 81 5 86 1 6 7 3 82 85 178
Total 304 21 325 20 25 45 16 283 299 669
Grand Total 1843 89 1932 63 78 141 85 1353 1438 3511
Apprch %95.4 4.6 44.7 55.3 5.9 94.1
Total %52.5 2.5 55 1.8 2.2 4 2.4 38.5 41
Cars +1742 87 1829 59 77 136 81 1287 1368 3333
% Cars +94.5 97.8 94.7 93.7 98.7 96.5 95.3 95.1 95.1 94.9
Trucks 101 2 103 4 1 5 4 66 70 178
% Trucks 5.5 2.2 5.3 6.3 1.3 3.5 4.7 4.9 4.9 5.1
File Name : Willmington(Castle Hayne and Crowatan)AM Peak
Site Code :
Start Date : 10/29/2020
Page No : 2
Castle Hayne Road
Southbound
Crowatan Road
Westbound
Castle Hayne Road
Northbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
Peak Hour Analysis From 07:00 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00
07:00 126 10 136 2 0 2 5 74 79 217
07:15 157 11 168 2 1 3 8 75 83 254
07:30 133 6 139 1 4 5 8 98 106 250
07:45 129 8 137 4 3 7 7 90 97 241
Total Volume 545 35 580 9 8 17 28 337 365 962
% App. Total 94 6 52.9 47.1 7.7 92.3
PHF .868 .795 .863 .563 .500 .607 .875 .860 .861 .947
Castle Hayne Road
C
r
o
w
a
t
a
n
R
o
a
d
Castle Hayne Road
Thru
545
Left
35
InOut Total
346 580 926
Ri
g
h
t
9
Le
f
t
8
Ou
t
To
t
a
l
In
63
17
80
Thru
337
Right
28
Out TotalIn
553 365 918
Peak Hour Begins at 07:00
Cars +
Trucks
Peak Hour Data
North
File Name : Willmington(Castle Hayne and Crowatan)PM Peak
Site Code :
Start Date : 10/29/2020
Page No : 1
Groups Printed- Cars + - Trucks
Castle Hayne Road
Southbound
Crowatan Road
Westbound
Castle Hayne Road
Northbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
15:00 64 0 64 5 2 7 3 163 166 237
15:15 93 5 98 3 1 4 5 95 100 202
15:30 98 3 101 7 7 14 1 125 126 241
15:45 81 1 82 6 6 12 3 129 132 226
Total 336 9 345 21 16 37 12 512 524 906
16:00 101 6 107 6 6 12 2 133 135 254
16:15 75 1 76 4 8 12 1 134 135 223
16:30 85 1 86 9 6 15 3 140 143 244
16:45 93 2 95 8 3 11 1 132 133 239
Total 354 10 364 27 23 50 7 539 546 960
17:00 85 2 87 12 5 17 0 160 160 264
17:15 89 3 92 5 1 6 4 156 160 258
17:30 66 0 66 13 0 13 4 153 157 236
17:45 56 3 59 6 4 10 1 116 117 186
Total 296 8 304 36 10 46 9 585 594 944
Grand Total 986 27 1013 84 49 133 28 1636 1664 2810
Apprch %97.3 2.7 63.2 36.8 1.7 98.3
Total %35.1 1 36 3 1.7 4.7 1 58.2 59.2
Cars +955 26 981 81 47 128 26 1586 1612 2721
% Cars +96.9 96.3 96.8 96.4 95.9 96.2 92.9 96.9 96.9 96.8
Trucks 31 1 32 3 2 5 2 50 52 89
% Trucks 3.1 3.7 3.2 3.6 4.1 3.8 7.1 3.1 3.1 3.2
File Name : Willmington(Castle Hayne and Crowatan)PM Peak
Site Code :
Start Date : 10/29/2020
Page No : 2
Castle Hayne Road
Southbound
Crowatan Road
Westbound
Castle Hayne Road
Northbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
Peak Hour Analysis From 15:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:30
16:30 85 1 86 9 6 15 3 140 143 244
16:45 93 2 95 8 3 11 1 132 133 239
17:00 85 2 87 12 5 17 0 160 160 264
17:15 89 3 92 5 1 6 4 156 160 258
Total Volume 352 8 360 34 15 49 8 588 596 1005
% App. Total 97.8 2.2 69.4 30.6 1.3 98.7
PHF .946 .667 .947 .708 .625 .721 .500 .919 .931 .952
Castle Hayne Road
C
r
o
w
a
t
a
n
R
o
a
d
Castle Hayne Road
Thru
352
Left
8
InOut Total
622 360 982
Ri
g
h
t
34
Le
f
t
15
Ou
t
To
t
a
l
In
16
49
65
Thru
588
Right
8
Out TotalIn
367 596 963
Peak Hour Begins at 16:30
Cars +
Trucks
Peak Hour Data
North
File Name : Willmington(Castle Hayne and Hermatige)AM Peak
Site Code :
Start Date : 10/29/2020
Page No : 1
Groups Printed- Cars + - Trucks
Castle Hayne Road
Southbound
Hermatige Road
Westbound
Castle Hayne Road
Northbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
07:00 123 0 123 0 14 14 10 83 93 230
07:15 166 1 167 0 7 7 10 75 85 259
07:30 146 1 147 2 6 8 11 105 116 271
07:45 135 2 137 0 11 11 11 102 113 261
Total 570 4 574 2 38 40 42 365 407 1021
08:00 127 0 127 0 4 4 8 60 68 199
08:15 116 0 116 0 2 2 10 65 75 193
08:30 119 1 120 0 3 3 5 61 66 189
08:45 96 0 96 0 4 4 6 51 57 157
Total 458 1 459 0 13 13 29 237 266 738
09:00 79 0 79 0 4 4 8 51 59 142
09:15 87 0 87 2 5 7 6 65 71 165
09:30 67 0 67 2 3 5 6 67 73 145
09:45 81 0 81 1 5 6 7 72 79 166
Total 314 0 314 5 17 22 27 255 282 618
10:00 85 0 85 1 7 8 5 60 65 158
10:15 75 0 75 0 1 1 2 82 84 160
10:30 86 0 86 0 7 7 3 77 80 173
10:45 88 0 88 0 4 4 2 73 75 167
Total 334 0 334 1 19 20 12 292 304 658
11:00 79 1 80 0 4 4 8 78 86 170
11:15 79 1 80 0 5 5 2 75 77 162
11:30 110 1 111 0 4 4 5 83 88 203
11:45 81 0 81 0 7 7 5 84 89 177
Total 349 3 352 0 20 20 20 320 340 712
Grand Total 2025 8 2033 8 107 115 130 1469 1599 3747
Apprch %99.6 0.4 7 93 8.1 91.9
Total %54 0.2 54.3 0.2 2.9 3.1 3.5 39.2 42.7
Cars +1939 7 1946 5 92 97 118 1423 1541 3584
% Cars +95.8 87.5 95.7 62.5 86 84.3 90.8 96.9 96.4 95.6
Trucks 86 1 87 3 15 18 12 46 58 163
% Trucks 4.2 12.5 4.3 37.5 14 15.7 9.2 3.1 3.6 4.4
File Name : Willmington(Castle Hayne and Hermatige)AM Peak
Site Code :
Start Date : 10/29/2020
Page No : 2
Castle Hayne Road
Southbound
Hermatige Road
Westbound
Castle Hayne Road
Northbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
Peak Hour Analysis From 07:00 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00
07:00 123 0 123 0 14 14 10 83 93 230
07:15 166 1 167 0 7 7 10 75 85 259
07:30 146 1 147 2 6 8 11 105 116 271
07:45 135 2 137 0 11 11 11 102 113 261
Total Volume 570 4 574 2 38 40 42 365 407 1021
% App. Total 99.3 0.7 5 95 10.3 89.7
PHF .858 .500 .859 .250 .679 .714 .955 .869 .877 .942
Castle Hayne Road
H
e
r
m
a
t
i
g
e
R
o
a
d
Castle Hayne Road
Thru
570
Left
4
InOut Total
367 574 941
Ri
g
h
t
2
Le
f
t
38
Ou
t
To
t
a
l
In
46
40
86
Thru
365
Right
42
Out TotalIn
608 407 1015
Peak Hour Begins at 07:00
Cars +
Trucks
Peak Hour Data
North
File Name : Willmington(Castle Hayne and Hermatige)PM peak
Site Code :
Start Date : 10/29/2020
Page No : 1
Groups Printed- Cars + - Trucks
Castle Hayne Road
Southbound
Hermitage Road
Westbound
Castle Hayne Road
Northbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
15:00 72 0 72 1 8 9 7 170 177 258
15:15 98 0 98 0 5 5 8 104 112 215
15:30 110 2 112 0 12 12 6 131 137 261
15:45 87 0 87 2 6 8 1 131 132 227
Total 367 2 369 3 31 34 22 536 558 961
16:00 110 0 110 1 11 12 7 139 146 268
16:15 91 1 92 0 9 9 5 139 144 245
16:30 95 1 96 0 12 12 5 145 150 258
16:45 91 0 91 0 6 6 11 125 136 233
Total 387 2 389 1 38 39 28 548 576 1004
17:00 100 0 100 0 25 25 7 172 179 304
17:15 92 1 93 0 10 10 8 160 168 271
17:30 77 2 79 0 23 23 3 153 156 258
17:45 57 0 57 0 4 4 3 123 126 187
Total 326 3 329 0 62 62 21 608 629 1020
Grand Total 1080 7 1087 4 131 135 71 1692 1763 2985
Apprch %99.4 0.6 3 97 4 96
Total %36.2 0.2 36.4 0.1 4.4 4.5 2.4 56.7 59.1
Cars +1049 7 1056 3 129 132 57 1649 1706 2894
% Cars +97.1 100 97.1 75 98.5 97.8 80.3 97.5 96.8 97
Trucks 31 0 31 1 2 3 14 43 57 91
% Trucks 2.9 0 2.9 25 1.5 2.2 19.7 2.5 3.2 3
File Name : Willmington(Castle Hayne and Hermatige)PM peak
Site Code :
Start Date : 10/29/2020
Page No : 2
Castle Hayne Road
Southbound
Hermitage Road
Westbound
Castle Hayne Road
Northbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
Peak Hour Analysis From 15:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:30
16:30 95 1 96 0 12 12 5 145 150 258
16:45 91 0 91 0 6 6 11 125 136 233
17:00 100 0 100 0 25 25 7 172 179 304
17:15 92 1 93 0 10 10 8 160 168 271
Total Volume 378 2 380 0 53 53 31 602 633 1066
% App. Total 99.5 0.5 0 100 4.9 95.1
PHF .945 .500 .950 .000 .530 .530 .705 .875 .884 .877
Castle Hayne Road
H
e
r
m
i
t
a
g
e
R
o
a
d
Castle Hayne Road
Thru
378
Left
2
InOut Total
602 380 982
Ri
g
h
t
0
Le
f
t
53
Ou
t
To
t
a
l
In
33
53
86
Thru
602
Right
31
Out TotalIn
431 633 1064
Peak Hour Begins at 16:30
Cars +
Trucks
Peak Hour Data
North
File Name : Willmington(Castle Hayne and I-140 EB Ramp)AM Peak
Site Code :
Start Date : 10/29/2020
Page No : 1
Groups Printed- Cars + - Trucks
Castle Hayne Road
Southbound
I-140 EB Ramp
Westbound
Castle Hayne Road
Northbound
Start Time Thru Left UTrn App. Total Right Left UTrn App. Total Right Thru UTrn App. Total Int. Total
07:00 109 37 0 146 40 28 0 68 18 68 0 86 300
07:15 151 16 0 167 50 37 0 87 25 63 0 88 342
07:30 139 10 1 150 69 36 0 105 32 89 0 121 376
07:45 130 13 0 143 51 41 0 92 48 82 0 130 365
Total 529 76 1 606 210 142 0 352 123 302 0 425 1383
08:00 112 13 0 125 26 17 1 44 28 63 0 91 260
08:15 114 12 0 126 31 19 0 50 33 54 0 87 263
08:30 133 11 0 144 25 17 0 42 34 64 0 98 284
08:45 99 7 0 106 21 19 0 40 20 76 0 96 242
Total 458 43 0 501 103 72 1 176 115 257 0 372 1049
09:00 95 8 0 103 20 11 0 31 32 68 0 100 234
09:15 97 5 0 102 23 17 0 40 25 60 0 85 227
09:30 78 7 0 85 27 20 0 47 23 59 0 82 214
09:45 89 5 0 94 19 14 0 33 27 75 0 102 229
Total 359 25 0 384 89 62 0 151 107 262 0 369 904
10:00 87 9 0 96 16 9 0 25 21 66 0 87 208
10:15 99 5 0 104 23 16 0 39 24 84 1 109 252
10:30 95 12 0 107 22 18 0 40 23 63 0 86 233
10:45 81 15 0 96 26 10 0 36 25 68 0 93 225
Total 362 41 0 403 87 53 0 140 93 281 1 375 918
11:00 105 20 0 125 27 13 0 40 32 62 0 94 259
11:15 84 23 2 109 20 15 0 35 18 59 0 77 221
11:30 96 9 0 105 16 18 0 34 38 87 0 125 264
11:45 82 8 0 90 27 24 0 51 30 87 0 117 258
Total 367 60 2 429 90 70 0 160 118 295 0 413 1002
Grand Total 2075 245 3 2323 579 399 1 979 556 1397 1 1954 5256
Apprch %89.3 10.5 0.1 59.1 40.8 0.1 28.5 71.5 0.1
Total %39.5 4.7 0.1 44.2 11 7.6 0 18.6 10.6 26.6 0 37.2
Cars +1964 237 3 2204 533 361 1 895 524 1334 1 1859 4958
% Cars +94.7 96.7 100 94.9 92.1 90.5 100 91.4 94.2 95.5 100 95.1 94.3
Trucks 111 8 0 119 46 38 0 84 32 63 0 95 298
% Trucks 5.3 3.3 0 5.1 7.9 9.5 0 8.6 5.8 4.5 0 4.9 5.7
File Name : Willmington(Castle Hayne and I-140 EB Ramp)AM Peak
Site Code :
Start Date : 10/29/2020
Page No : 2
Castle Hayne Road
Southbound
I-140 EB Ramp
Westbound
Castle Hayne Road
Northbound
Start Time Thru Left UTrn App. Total Right Left UTrn App. Total Right Thru UTrn App. Total Int. Total
Peak Hour Analysis From 07:00 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00
07:00 109 37 0 146 40 28 0 68 18 68 0 86 300
07:15 151 16 0 167 50 37 0 87 25 63 0 88 342
07:30 139 10 1 150 69 36 0 105 32 89 0 121 376
07:45 130 13 0 143 51 41 0 92 48 82 0 130 365
Total Volume 529 76 1 606 210 142 0 352 123 302 0 425 1383
% App. Total 87.3 12.5 0.2 59.7 40.3 0 28.9 71.1 0
PHF .876 .514 .250 .907 .761 .866 .000 .838 .641 .848 .000 .817 .920
Castle Hayne Road
I
-
1
4
0
E
B
R
a
m
p
Castle Hayne Road
Thru
529
Left
76
UTrn
1
InOut Total
512 606 1118 Out
1
In
0
Total
1
Ri
g
h
t
21
0
Le
f
t
14
2
UT
r
n
0
Ou
t
To
t
a
l
In
19
9
35
2
55
1
Ou
t
0
In
0
To
t
a
l
0
UTrn
0
Thru
302
Right
123
Out TotalIn
671 425 1096
Out 0
In 0
Total 0
Ou
t
0
In
0
To
t
a
l
0
Peak Hour Begins at 07:00
Cars +
Trucks
Peak Hour Data
North
File Name : Willmington(Castle Hayne and I-140 EB Ramp)PM Peak
Site Code :
Start Date : 10/29/2020
Page No : 1
Groups Printed- Cars + - Trucks
Castle Hayne Road
Southbound
I-140 EB Ramp
Westbound
Castle Hayne Road
Northbound
Start Time Thru Left UTrn App. Total Right Left UTrn App. Total Right Thru UTrn App. Total Int. Total
15:00 132 69 0 201 34 29 0 63 36 104 0 140 404
15:15 103 27 1 131 28 19 0 47 25 84 0 109 287
15:30 120 33 0 153 24 14 0 38 45 121 0 166 357
15:45 90 20 0 110 30 24 0 54 34 106 0 140 304
Total 445 149 1 595 116 86 0 202 140 415 0 555 1352
16:00 116 29 0 145 45 30 0 75 27 128 0 155 375
16:15 110 20 0 130 46 22 0 68 41 119 0 160 358
16:30 85 18 0 103 36 32 0 68 50 143 0 193 364
16:45 103 23 1 127 44 27 0 71 39 116 0 155 353
Total 414 90 1 505 171 111 0 282 157 506 0 663 1450
17:00 98 26 1 125 54 25 0 79 39 128 0 167 371
17:15 107 14 1 122 46 24 0 70 50 131 0 181 373
17:30 90 14 1 105 51 17 0 68 33 120 0 153 326
17:45 75 12 0 87 38 21 0 59 34 105 0 139 285
Total 370 66 3 439 189 87 0 276 156 484 0 640 1355
Grand Total 1229 305 5 1539 476 284 0 760 453 1405 0 1858 4157
Apprch %79.9 19.8 0.3 62.6 37.4 0 24.4 75.6 0
Total %29.6 7.3 0.1 37 11.5 6.8 0 18.3 10.9 33.8 0 44.7
Cars +1196 302 5 1503 442 276 0 718 445 1380 0 1825 4046
% Cars +97.3 99 100 97.7 92.9 97.2 0 94.5 98.2 98.2 0 98.2 97.3
Trucks 33 3 0 36 34 8 0 42 8 25 0 33 111
% Trucks 2.7 1 0 2.3 7.1 2.8 0 5.5 1.8 1.8 0 1.8 2.7
File Name : Willmington(Castle Hayne and I-140 EB Ramp)PM Peak
Site Code :
Start Date : 10/29/2020
Page No : 2
Castle Hayne Road
Southbound
I-140 EB Ramp
Westbound
Castle Hayne Road
Northbound
Start Time Thru Left UTrn App. Total Right Left UTrn App. Total Right Thru UTrn App. Total Int. Total
Peak Hour Analysis From 15:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:30
16:30 85 18 0 103 36 32 0 68 50 143 0 193 364
16:45 103 23 1 127 44 27 0 71 39 116 0 155 353
17:00 98 26 1 125 54 25 0 79 39 128 0 167 371
17:15 107 14 1 122 46 24 0 70 50 131 0 181 373
Total Volume 393 81 3 477 180 108 0 288 178 518 0 696 1461
% App. Total 82.4 17 0.6 62.5 37.5 0 25.6 74.4 0
PHF .918 .779 .750 .939 .833 .844 .000 .911 .890 .906 .000 .902 .979
Castle Hayne Road
I
-
1
4
0
E
B
R
a
m
p
Castle Hayne Road
Thru
393
Left
81
UTrn
3
InOut Total
698 477 1175 Out
3
In
0
Total
3
Ri
g
h
t
18
0
Le
f
t
10
8
UT
r
n
0
Ou
t
To
t
a
l
In
25
9
28
8
54
7
Ou
t
0
In
0
To
t
a
l
0
UTrn
0
Thru
518
Right
178
Out TotalIn
501 696 1197
Out 0
In 0
Total 0
Ou
t
0
In
0
To
t
a
l
0
Peak Hour Begins at 16:30
Cars +
Trucks
Peak Hour Data
North
File Name : Willmington(Castle Hayne and I-140 WB Ramp) AM Peak
Site Code :
Start Date : 10/29/2020
Page No : 1
Groups Printed- Cars + - Trucks
Castle Hayne Road
Southbound
I-140 WB Ramp
Westbound
Castle Hayne Road
Northbound
Centennial Drive
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
07:00 4 80 50 134 7 18 28 53 28 60 16 104 31 17 15 63 354
07:15 8 130 47 185 8 15 37 60 23 70 13 106 7 1 1 9 360
07:30 1 117 37 155 9 4 32 45 34 109 14 157 1 1 1 3 360
07:45 1 98 39 138 16 19 49 84 25 103 11 139 0 0 0 0 361
Total 14 425 173 612 40 56 146 242 110 342 54 506 39 19 17 75 1435
08:00 1 96 28 125 12 20 30 62 22 55 13 90 0 0 1 1 278
08:15 2 90 23 115 6 8 41 55 14 63 10 87 1 0 1 2 259
08:30 0 94 29 123 13 12 43 68 20 61 7 88 1 1 0 2 281
08:45 4 76 18 98 9 3 31 43 35 56 9 100 1 1 0 2 243
Total 7 356 98 461 40 43 145 228 91 235 39 365 3 2 2 7 1061
09:00 4 72 8 84 6 4 23 33 24 52 5 81 4 0 0 4 202
09:15 1 73 18 92 6 3 32 41 16 61 5 82 0 0 0 0 215
09:30 1 59 13 73 5 4 21 30 16 70 0 86 1 0 0 1 190
09:45 2 67 19 88 5 3 27 35 15 71 2 88 1 0 1 2 213
Total 8 271 58 337 22 14 103 139 71 254 12 337 6 0 1 7 820
10:00 1 63 24 88 8 2 30 40 14 62 4 80 6 0 0 6 214
10:15 2 67 11 80 6 3 28 37 17 83 4 104 0 1 1 2 223
10:30 2 80 10 92 5 4 27 36 12 71 6 89 3 1 3 7 224
10:45 1 74 18 93 4 0 20 24 18 70 3 91 8 1 1 10 218
Total 6 284 63 353 23 9 105 137 61 286 17 364 17 3 5 25 879
11:00 0 73 15 88 7 1 15 23 15 72 2 89 29 1 4 34 234
11:15 4 67 15 86 10 0 27 37 12 63 3 78 10 0 3 13 214
11:30 3 86 27 116 8 3 11 22 16 73 6 95 11 3 3 17 250
11:45 10 59 21 90 5 7 22 34 11 86 14 111 12 1 1 14 249
Total 17 285 78 380 30 11 75 116 54 294 25 373 62 5 11 78 947
Grand Total 52 1621 470 2143 155 133 574 862 387 1411 147 1945 127 29 36 192 5142
Apprch %2.4 75.6 21.9 18 15.4 66.6 19.9 72.5 7.6 66.1 15.1 18.8
Total %1 31.5 9.1 41.7 3 2.6 11.2 16.8 7.5 27.4 2.9 37.8 2.5 0.6 0.7 3.7
Cars +52 1542 413 2007 145 133 532 810 353 1325 147 1825 127 29 36 192 4834
% Cars +100 95.1 87.9 93.7 93.5 100 92.7 94 91.2 93.9 100 93.8 100 100 100 100 94
Trucks 0 79 57 136 10 0 42 52 34 86 0 120 0 0 0 0 308
% Trucks 0 4.9 12.1 6.3 6.5 0 7.3 6 8.8 6.1 0 6.2 0 0 0 0 6
File Name : Willmington(Castle Hayne and I-140 WB Ramp) AM Peak
Site Code :
Start Date : 10/29/2020
Page No : 2
Castle Hayne Road
Southbound
I-140 WB Ramp
Westbound
Castle Hayne Road
Northbound
Centennial Drive
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 07:00 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00
07:00 4 80 50 134 7 18 28 53 28 60 16 104 31 17 15 63 354
07:15 8 130 47 185 8 15 37 60 23 70 13 106 7 1 1 9 360
07:30 1 117 37 155 9 4 32 45 34 109 14 157 1 1 1 3 360
07:45 1 98 39 138 16 19 49 84 25 103 11 139 0 0 0 0 361
Total Volume 14 425 173 612 40 56 146 242 110 342 54 506 39 19 17 75 1435
% App. Total 2.3 69.4 28.3 16.5 23.1 60.3 21.7 67.6 10.7 52 25.3 22.7
PHF .438 .817 .865 .827 .625 .737 .745 .720 .809 .784 .844 .806 .315 .279 .283 .298 .994
Castle Hayne Road
C
e
n
t
e
n
n
i
a
l
D
r
i
v
e
I
-
1
4
0
W
B
R
a
m
p
Castle Hayne Road
Right
14
Thru
425
Left
173
InOut Total
399 612 1011
Ri
g
h
t
40
Th
r
u
56
Le
f
t
14
6
Ou
t
To
t
a
l
In
30
2
24
2
54
4
Left
54
Thru
342
Right
110
Out TotalIn
610 506 1116
Le
f
t
17
Th
r
u
19
Ri
g
h
t
39
To
t
a
l
Ou
t
In
12
4
75
19
9
Peak Hour Begins at 07:00
Cars +
Trucks
Peak Hour Data
North
File Name : Willmington(Castle Hayne and I-140 WB Ramp) PM Peak
Site Code :
Start Date : 10/29/2020
Page No : 1
Groups Printed- Cars + - Trucks
Castle Hayne Road
Southbound
I-140 WB Ramp
Westbound
Castle Hayne Road
Northbound
Centennial Drive
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
15:00 0 73 25 98 21 1 25 47 19 100 4 123 86 33 28 147 415
15:15 0 83 29 112 8 2 22 32 18 90 1 109 24 5 5 34 287
15:30 1 105 43 149 11 2 26 39 20 112 1 133 19 4 2 25 346
15:45 0 65 32 97 15 0 22 37 21 119 4 144 16 1 1 18 296
Total 1 326 129 456 55 5 95 155 78 421 10 509 145 43 36 224 1344
16:00 1 97 27 125 8 0 25 33 33 134 1 168 24 2 3 29 355
16:15 0 75 35 110 11 1 31 43 25 128 2 155 15 2 1 18 326
16:30 3 69 40 112 5 0 26 31 40 138 2 180 10 2 3 15 338
16:45 3 79 22 104 12 1 29 42 28 131 0 159 13 3 1 17 322
Total 7 320 124 451 36 2 111 149 126 531 5 662 62 9 8 79 1341
17:00 1 75 47 123 14 0 39 53 28 147 1 176 18 2 2 22 374
17:15 0 67 36 103 17 2 41 60 19 154 1 174 11 2 0 13 350
17:30 1 70 31 102 8 0 25 33 24 147 4 175 9 9 0 18 328
17:45 2 43 17 62 11 0 37 48 24 117 3 144 6 0 1 7 261
Total 4 255 131 390 50 2 142 194 95 565 9 669 44 13 3 60 1313
Grand Total 12 901 384 1297 141 9 348 498 299 1517 24 1840 251 65 47 363 3998
Apprch %0.9 69.5 29.6 28.3 1.8 69.9 16.2 82.4 1.3 69.1 17.9 12.9
Total %0.3 22.5 9.6 32.4 3.5 0.2 8.7 12.5 7.5 37.9 0.6 46 6.3 1.6 1.2 9.1
Cars +12 875 371 1258 132 9 333 474 280 1458 24 1762 251 65 47 363 3857
% Cars +100 97.1 96.6 97 93.6 100 95.7 95.2 93.6 96.1 100 95.8 100 100 100 100 96.5
Trucks 0 26 13 39 9 0 15 24 19 59 0 78 0 0 0 0 141
% Trucks 0 2.9 3.4 3 6.4 0 4.3 4.8 6.4 3.9 0 4.2 0 0 0 0 3.5
File Name : Willmington(Castle Hayne and I-140 WB Ramp) PM Peak
Site Code :
Start Date : 10/29/2020
Page No : 2
Castle Hayne Road
Southbound
I-140 WB Ramp
Westbound
Castle Hayne Road
Northbound
Centennial Drive
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 15:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:30
16:30 3 69 40 112 5 0 26 31 40 138 2 180 10 2 3 15 338
16:45 3 79 22 104 12 1 29 42 28 131 0 159 13 3 1 17 322
17:00 1 75 47 123 14 0 39 53 28 147 1 176 18 2 2 22 374
17:15 0 67 36 103 17 2 41 60 19 154 1 174 11 2 0 13 350
Total Volume 7 290 145 442 48 3 135 186 115 570 4 689 52 9 6 67 1384
% App. Total 1.6 65.6 32.8 25.8 1.6 72.6 16.7 82.7 0.6 77.6 13.4 9
PHF .583 .918 .771 .898 .706 .375 .823 .775 .719 .925 .500 .957 .722 .750 .500 .761 .925
Castle Hayne Road
C
e
n
t
e
n
n
i
a
l
D
r
i
v
e
I
-
1
4
0
W
B
R
a
m
p
Castle Hayne Road
Right
7
Thru
290
Left
145
InOut Total
624 442 1066
Ri
g
h
t
48
Th
r
u
3
Le
f
t
13
5
Ou
t
To
t
a
l
In
26
9
18
6
45
5
Left
4
Thru
570
Right
115
Out TotalIn
477 689 1166
Le
f
t
6
Th
r
u
9
Ri
g
h
t
52
To
t
a
l
Ou
t
In
14
67
81
Peak Hour Begins at 16:30
Cars +
Trucks
Peak Hour Data
North
File Name : Willmington(Hermitage and Crowatan)AM Peak
Site Code :
Start Date : 10/29/2020
Page No : 1
Groups Printed- Cars + - Trucks
Crowatan Road
Southbound
Hermitage Road
Westbound
Crowatan Road
Northbound
Hermitage Road
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
07:00 1 0 1 2 0 3 0 3 0 0 11 11 0 7 1 8 24
07:15 1 0 5 6 0 3 0 3 0 1 1 2 1 2 7 10 21
07:30 5 1 2 8 1 4 0 5 0 0 0 0 1 7 2 10 23
07:45 4 0 0 4 3 3 0 6 0 1 0 1 0 6 2 8 19
Total 11 1 8 20 4 13 0 17 0 2 12 14 2 22 12 36 87
08:00 1 0 2 3 0 0 0 0 0 0 1 1 2 4 3 9 13
08:15 0 1 0 1 1 2 0 3 1 1 0 2 6 4 1 11 17
08:30 0 1 1 2 0 2 0 2 0 0 0 0 1 3 1 5 9
08:45 2 0 0 2 0 2 0 2 0 1 0 1 2 3 1 6 11
Total 3 2 3 8 1 6 0 7 1 2 1 4 11 14 6 31 50
09:00 1 0 0 1 1 3 0 4 0 0 0 0 4 0 1 5 10
09:15 4 3 0 7 0 1 0 1 0 0 1 1 1 3 3 7 16
09:30 2 0 1 3 0 4 0 4 0 0 0 0 1 5 1 7 14
09:45 1 0 1 2 1 1 0 2 0 0 2 2 2 5 0 7 13
Total 8 3 2 13 2 9 0 11 0 0 3 3 8 13 5 26 53
10:00 2 0 0 2 2 5 0 7 0 0 1 1 1 1 1 3 13
10:15 0 0 0 0 1 1 0 2 0 0 0 0 0 0 1 1 3
10:30 1 0 2 3 0 3 0 3 0 0 4 4 1 2 1 4 14
10:45 0 0 0 0 1 3 0 4 0 1 0 1 1 0 1 2 7
Total 3 0 2 5 4 12 0 16 0 1 5 6 3 3 4 10 37
11:00 2 1 0 3 3 0 0 3 0 0 1 1 1 5 1 7 14
11:15 1 0 0 1 1 1 0 2 1 0 2 3 0 0 2 2 8
11:30 0 2 4 6 2 3 0 5 1 0 0 1 1 4 0 5 17
11:45 1 0 2 3 0 6 0 6 0 0 2 2 2 3 2 7 18
Total 4 3 6 13 6 10 0 16 2 0 5 7 4 12 5 21 57
Grand Total 29 9 21 59 17 50 0 67 3 5 26 34 28 64 32 124 284
Apprch %49.2 15.3 35.6 25.4 74.6 0 8.8 14.7 76.5 22.6 51.6 25.8
Total %10.2 3.2 7.4 20.8 6 17.6 0 23.6 1.1 1.8 9.2 12 9.9 22.5 11.3 43.7
Cars +26 9 20 55 16 39 0 55 3 4 15 22 25 53 31 109 241
% Cars +89.7 100 95.2 93.2 94.1 78 0 82.1 100 80 57.7 64.7 89.3 82.8 96.9 87.9 84.9
Trucks 3 0 1 4 1 11 0 12 0 1 11 12 3 11 1 15 43
% Trucks 10.3 0 4.8 6.8 5.9 22 0 17.9 0 20 42.3 35.3 10.7 17.2 3.1 12.1 15.1
File Name : Willmington(Hermitage and Crowatan)AM Peak
Site Code :
Start Date : 10/29/2020
Page No : 2
Crowatan Road
Southbound
Hermitage Road
Westbound
Crowatan Road
Northbound
Hermitage Road
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 07:00 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00
07:00 1 0 1 2 0 3 0 3 0 0 11 11 0 7 1 8 24
07:15 1 0 5 6 0 3 0 3 0 1 1 2 1 2 7 10 21
07:30 5 1 2 8 1 4 0 5 0 0 0 0 1 7 2 10 23
07:45 4 0 0 4 3 3 0 6 0 1 0 1 0 6 2 8 19
Total Volume 11 1 8 20 4 13 0 17 0 2 12 14 2 22 12 36 87
% App. Total 55 5 40 23.5 76.5 0 0 14.3 85.7 5.6 61.1 33.3
PHF .550 .250 .400 .625 .333 .813 .000 .708 .000 .500 .273 .318 .500 .786 .429 .900 .906
Crowatan Road
H
e
r
m
i
t
a
g
e
R
o
a
d
H
e
r
m
i
t
a
g
e
R
o
a
d
Crowatan Road
Right
11
Thru
1
Left
8
InOut Total
18 20 38
Ri
g
h
t
4
Th
r
u
13
Le
f
t
0
Ou
t
To
t
a
l
In
30
17
47
Left
12
Thru
2
Right
0
Out TotalIn
3 14 17
Le
f
t
12
Th
r
u
22
Ri
g
h
t
2
To
t
a
l
Ou
t
In
36
36
72
Peak Hour Begins at 07:00
Cars +
Trucks
Peak Hour Data
North
File Name : Willmington(Hermitage and Crowatan)PM Peak
Site Code :
Start Date : 10/29/2020
Page No : 1
Groups Printed- Cars + - Trucks
Crowatan Road
Southbound
Hermitage Road
Westbound
Crowatan Road
Northbound
Hermitage Road
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
15:00 1 0 1 2 3 4 0 7 0 1 3 4 0 4 2 6 19
15:15 1 1 0 2 0 3 0 3 0 0 2 2 3 4 1 8 15
15:30 2 0 0 2 0 4 0 4 0 0 2 2 1 3 4 8 16
15:45 1 0 1 2 2 4 0 6 0 1 1 2 0 0 1 1 11
Total 5 1 2 8 5 15 0 20 0 2 8 10 4 11 8 23 61
16:00 2 0 0 2 1 6 0 7 0 0 4 4 1 1 4 6 19
16:15 2 1 0 3 0 3 0 3 0 3 2 5 1 1 2 4 15
16:30 4 0 0 4 2 7 0 9 0 0 1 1 0 4 2 6 20
16:45 1 0 1 2 2 3 0 5 0 0 1 1 8 0 1 9 17
Total 9 1 1 11 5 19 0 24 0 3 8 11 10 6 9 25 71
17:00 2 1 0 3 1 8 0 9 0 2 15 17 1 1 1 3 32
17:15 0 0 0 0 0 2 1 3 0 1 6 7 3 1 0 4 14
17:30 3 0 0 3 7 13 0 20 0 1 6 7 1 2 0 3 33
17:45 1 1 1 3 0 1 0 1 0 1 0 1 1 1 1 3 8
Total 6 2 1 9 8 24 1 33 0 5 27 32 6 5 2 13 87
Grand Total 20 4 4 28 18 58 1 77 0 10 43 53 20 22 19 61 219
Apprch %71.4 14.3 14.3 23.4 75.3 1.3 0 18.9 81.1 32.8 36.1 31.1
Total %9.1 1.8 1.8 12.8 8.2 26.5 0.5 35.2 0 4.6 19.6 24.2 9.1 10 8.7 27.9
Cars +19 4 4 27 18 56 1 75 0 10 43 53 11 19 17 47 202
% Cars +95 100 100 96.4 100 96.6 100 97.4 0 100 100 100 55 86.4 89.5 77 92.2
Trucks 1 0 0 1 0 2 0 2 0 0 0 0 9 3 2 14 17
% Trucks 5 0 0 3.6 0 3.4 0 2.6 0 0 0 0 45 13.6 10.5 23 7.8
File Name : Willmington(Hermitage and Crowatan)PM Peak
Site Code :
Start Date : 10/29/2020
Page No : 2
Crowatan Road
Southbound
Hermitage Road
Westbound
Crowatan Road
Northbound
Hermitage Road
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 15:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 1 0 1 2 2 3 0 5 0 0 1 1 8 0 1 9 17
17:00 2 1 0 3 1 8 0 9 0 2 15 17 1 1 1 3 32
17:15 0 0 0 0 0 2 1 3 0 1 6 7 3 1 0 4 14
17:30 3 0 0 3 7 13 0 20 0 1 6 7 1 2 0 3 33
Total Volume 6 1 1 8 10 26 1 37 0 4 28 32 13 4 2 19 96
% App. Total 75 12.5 12.5 27 70.3 2.7 0 12.5 87.5 68.4 21.1 10.5
PHF .500 .250 .250 .667 .357 .500 .250 .463 .000 .500 .467 .471 .406 .500 .500 .528 .727
Crowatan Road
H
e
r
m
i
t
a
g
e
R
o
a
d
H
e
r
m
i
t
a
g
e
R
o
a
d
Crowatan Road
Right
6
Thru
1
Left
1
InOut Total
16 8 24
Ri
g
h
t
10
Th
r
u
26
Le
f
t
1
Ou
t
To
t
a
l
In
5
37
42
Left
28
Thru
4
Right
0
Out TotalIn
15 32 47
Le
f
t
2
Th
r
u
4
Ri
g
h
t
13
To
t
a
l
Ou
t
In
60
19
79
Peak Hour Begins at 16:45
Cars +
Trucks
Peak Hour Data
North
Count number: 928
County: New Hanover
City: Castle Hayne
Division: 3
Intersection: US 117/NC 133
at I-140 WB Ramps
13-Hour Count Volumes: 15,650
Date: February 5, 2019
Time: 6am to 7pm
Comments:
1. Counted By: Dontavius Davis
2. Data Processor: Shawn Nichols
3. Pedestrian Type Observed: No Disabled
4. Signalized intersection left turn movements:
Southbound: Permitted
Westbound: Protected
Northbound: Permitted
Eastbound: Protected
5. Traffic Signal Inventory No: 03-0424
6. Collection Type: Miovision
7. Nearest Signalize Intersection:
Southbound: > 300 Feet
Westbound: > 300 Feet
Northbound: > 300 Feet
Eastbound: > 300 Feet
8. Nearest Roadway Stop Sign:
Southbound: > 300 Feet
Westbound: > 300 Feet
Northbound: > 300 Feet
Eastbound: > 300 Feet
9. Weather Observations:
Max Temperature: 77 degrees
Min Temperature: 39 degrees
Precipitation: 0.00 inches
Average Sky Cover: 0.0
Weather Conditions: No Significant Weather Was Observed
10. Data Collection equipment was calibrated per manufacturers instructions
and operating properly when used/installed
11. No Railroad Crossing on any approach within 200 feet of the intersection
Intersection Geometrics and Observations
Vicinity Map
Intersection Sketch
1.800.583.8411 www.trafficgroup.com
The Traffic Group, Inc. Suite H 9900 Franklin Square Drive Baltimore Maryland 21236 410.931.6600 fax: 410.931.6601
Intersection: US 117/NC 133
at I-140 WB Ramps
Count Number: 928
County: New Hanover
City: Castle Hayne
Division: 3
The Traffic Group, Inc. Suite H 9900 Franklin Square Drive Baltimore Maryland 21236 410.931.6600 fax: 410.931.6601
1.800.583.8411 www.trafficgroup.com
Looking Southbound From North Leg
Looking Northbound From North Leg
Intersection: US 117/NC 133
at I-140 WB Ramps
Count Number: 928
County: New Hanover
City: Castle Hayne
Division: 3
The Traffic Group, Inc. Suite H 9900 Franklin Square Drive Baltimore Maryland 21236 410.931.6600 fax: 410.931.6601
1.800.583.8411 www.trafficgroup.com
Looking Northbound From South Leg
Looking Southbound From South Leg
Intersection: US 117/NC 133
at I-140 WB Ramps
Count Number: 928
County: New Hanover
City: Castle Hayne
Division: 3
The Traffic Group, Inc. Suite H 9900 Franklin Square Drive Baltimore Maryland 21236 410.931.6600 fax: 410.931.6601
1.800.583.8411 www.trafficgroup.com
Looking Eastbound From East Leg
Looking Westbound From East Leg
Intersection: US 117/NC 133
at I-140 WB Ramps
Count Number: 928
County: New Hanover
City: Castle Hayne
Division: 3
The Traffic Group, Inc. Suite H 9900 Franklin Square Drive Baltimore Maryland 21236 410.931.6600 fax: 410.931.6601
1.800.583.8411 www.trafficgroup.com
Looking Westbound From West Leg
Looking Eastbound From West Leg
Intersection: US 117/NC 133
at I-140 WB Ramps
Count Number: 928
County: New Hanover
City: Castle Hayne
Division: 3
The Traffic Group, Inc. Suite H 9900 Franklin Square Drive Baltimore Maryland 21236 410.931.6600 fax: 410.931.6601
1.800.583.8411 www.trafficgroup.com
Collection Device
The Traffic Group
Turning Movement Count
Station ID: Job Number:
Location:
State: County: City:
Setup Date: Setup Time:
Count Date: Count Time: Duration:
Machine #1: VCU #: Camera #:
Machine #2: VCU #: Camera #:
Posted Speed: Advisory Speed:
Field Diagram - Include Nearest Crossroads and Orientation (North Arrow)
Comments:
Merging Innovation and Excellence®
Technician(s):
GPS Coordinates:
Setup Weather: Temperature:
928 2018-0515
US 117/NC 133 (Castle Hayne Road) & I-140 WB Ramp
NC New Hanover Castle Hayne
2/4/2019 16:35 DD
2/5/2019 6am-7pm 13 Hours
SCU2RM
50 MPH
N
U
S
1
1
7
/
N
C
1
3
3
(
C
a
s
t
l
e
H
a
y
n
e
R
o
a
d
)
I-140 Westbound Ramp
Centennial Drive
U
S
1
1
7
/
N
C
1
3
3
(
C
a
s
t
l
e
H
a
y
n
e
R
o
a
d
)
34.31862, -77.922477
File Name : 928
Site Code : 928
Start Date : 2/5/2019
Page No : 1
Intersection of US 117/NC 133
and I-40 Westbound Ramp
New Hanover County, North Carolina
Count Number 928
Groups Printed- All Vehicles
US 117/NC 133
Southbound
I-140 WB Ramps
Westbound
US 117/NC 133
Northbound
Centennial Drive
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 27 49 6 0 82 25 16 5 0 46 13 38 11 0 62 3 0 3 0 6 196
06:15 AM 34 74 5 0 113 32 27 12 0 71 33 47 22 0 102 1 0 0 0 1 287
06:30 AM 35 79 4 0 118 35 35 38 0 108 52 88 11 0 151 0 1 3 0 4 381
06:45 AM 59 88 8 0 155 40 36 34 0 110 48 113 17 0 178 1 1 2 0 4 447
Total 155 290 23 0 468 132 114 89 0 335 146 286 61 0 493 5 2 8 0 15 1311
07:00 AM 43 148 3 0 194 40 36 15 0 91 13 78 15 0 106 16 17 33 0 66 457
07:15 AM 41 150 3 0 194 41 24 17 0 82 15 93 16 0 124 5 1 9 0 15 415
07:30 AM 56 129 7 0 192 48 39 14 0 101 32 87 20 0 139 1 1 3 0 5 437
07:45 AM 34 98 6 0 138 72 45 26 0 143 24 102 14 0 140 1 2 3 0 6 427
Total 174 525 19 0 718 201 144 72 0 417 84 360 65 0 509 23 21 48 0 92 1736
08:00 AM 31 122 3 0 156 62 49 19 0 130 26 84 16 0 126 0 2 2 0 4 416
08:15 AM 30 108 8 0 146 48 27 14 0 89 35 80 24 0 139 1 0 3 0 4 378
08:30 AM 19 102 5 0 126 53 26 9 0 88 20 82 27 0 129 2 0 2 0 4 347
08:45 AM 18 74 4 0 96 48 29 11 0 88 13 51 23 0 87 2 0 1 0 3 274
Total 98 406 20 0 524 211 131 53 0 395 94 297 90 0 481 5 2 8 0 15 1415
09:00 AM 17 59 2 0 78 36 19 14 0 69 8 52 28 0 88 0 0 4 0 4 239
09:15 AM 14 75 0 0 89 21 10 5 0 36 8 63 34 0 105 2 0 2 0 4 234
09:30 AM 17 74 2 0 93 35 7 7 0 49 6 56 23 0 85 0 1 0 0 1 228
09:45 AM 16 72 0 0 88 27 6 6 0 39 4 41 15 0 60 0 1 3 0 4 191
Total 64 280 4 0 348 119 42 32 0 193 26 212 100 0 338 2 2 9 0 13 892
10:00 AM 23 64 1 0 88 25 1 5 0 31 3 57 15 0 75 0 0 2 0 2 196
10:15 AM 14 57 0 0 71 28 4 5 0 37 4 59 11 0 74 1 0 3 0 4 186
10:30 AM 20 61 1 0 82 28 3 10 0 41 4 70 10 0 84 0 0 6 0 6 213
10:45 AM 8 57 0 0 65 20 4 11 0 35 7 71 16 0 94 1 0 8 0 9 203
Total 65 239 2 0 306 101 12 31 0 144 18 257 52 0 327 2 0 19 0 21 798
11:00 AM 13 70 0 0 83 23 3 5 0 31 4 75 19 0 98 7 0 28 0 35 247
11:15 AM 12 79 1 0 92 29 1 9 0 39 5 53 13 0 71 4 1 21 0 26 228
11:30 AM 14 74 1 0 89 27 1 7 0 35 10 79 19 0 108 3 3 22 0 28 260
11:45 AM 19 64 5 0 88 27 3 11 0 41 14 73 15 0 102 1 1 16 0 18 249
Total 58 287 7 0 352 106 8 32 0 146 33 280 66 0 379 15 5 87 0 107 984
12:00 PM 11 79 3 0 93 39 3 7 0 49 8 70 11 0 89 3 1 21 0 25 256
12:15 PM 25 77 4 0 106 28 3 12 0 43 15 69 5 0 89 3 1 10 0 14 252
12:30 PM 12 70 4 0 86 26 10 7 0 43 11 101 11 0 123 2 1 17 0 20 272
12:45 PM 16 63 4 0 83 29 7 8 0 44 11 80 13 0 104 0 0 4 0 4 235
Total 64 289 15 0 368 122 23 34 0 179 45 320 40 0 405 8 3 52 0 63 1015
01:00 PM 15 65 2 0 82 17 7 8 0 32 14 93 19 0 126 2 2 8 0 12 252
01:15 PM 9 66 2 0 77 23 6 12 0 41 9 66 12 0 87 2 0 5 0 7 212
01:30 PM 19 62 2 0 83 19 1 8 0 28 5 103 11 0 119 0 1 9 0 10 240
01:45 PM 21 65 2 0 88 26 2 12 0 40 4 75 24 0 103 0 2 3 0 5 236
Total 64 258 8 0 330 85 16 40 0 141 32 337 66 0 435 4 5 25 0 34 940
02:00 PM 21 74 2 0 97 25 5 6 0 36 5 97 29 0 131 6 7 41 0 54 318
02:15 PM 21 78 6 0 105 23 4 9 0 36 8 90 15 0 113 0 2 9 0 11 265
02:30 PM 19 71 8 0 98 21 11 27 0 59 11 98 11 0 120 3 6 20 0 29 306
02:45 PM 20 91 1 0 112 26 3 19 0 48 14 91 21 0 126 1 2 11 0 14 300
Total 81 314 17 0 412 95 23 61 0 179 38 376 76 0 490 10 17 81 0 108 1189
The Traffic Group, Inc.
(800) 583-8411
www.trafficgroup.com
Merging Innovation and Excellence
File Name : 928
Site Code : 928
Start Date : 2/5/2019
Page No : 2
Intersection of US 117/NC 133
and I-40 Westbound Ramp
New Hanover County, North Carolina
Count Number 928
Groups Printed- All Vehicles
US 117/NC 133
Southbound
I-140 WB Ramps
Westbound
US 117/NC 133
Northbound
Centennial Drive
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 31 116 1 0 148 25 0 10 0 35 3 105 17 0 125 27 24 111 0 162 470
03:15 PM 21 78 0 0 99 36 0 4 0 40 3 88 17 0 108 3 5 23 0 31 278
03:30 PM 32 84 1 0 117 24 0 8 0 32 2 111 23 0 136 3 11 52 0 66 351
03:45 PM 32 94 1 0 127 36 0 6 0 42 1 126 14 0 141 2 2 20 0 24 334
Total 116 372 3 0 491 121 0 28 0 149 9 430 71 0 510 35 42 206 0 283 1433
04:00 PM 29 92 0 0 121 23 0 9 0 32 2 124 16 0 142 6 7 49 0 62 357
04:15 PM 38 113 0 0 151 28 0 6 0 34 0 143 31 0 174 4 6 33 0 43 402
04:30 PM 31 94 0 0 125 24 0 7 0 31 2 139 24 0 165 10 8 48 0 66 387
04:45 PM 36 95 0 0 131 26 0 9 0 35 2 126 27 0 155 6 3 50 0 59 380
Total 134 394 0 0 528 101 0 31 0 132 6 532 98 0 636 26 24 180 0 230 1526
05:00 PM 46 88 0 0 134 27 1 10 0 38 2 140 27 0 169 8 11 66 0 85 426
05:15 PM 36 99 0 0 135 35 0 11 0 46 0 168 31 0 199 3 6 46 0 55 435
05:30 PM 37 106 0 0 143 46 0 9 0 55 0 134 26 0 160 3 7 39 0 49 407
05:45 PM 24 81 0 0 105 25 0 8 0 33 1 115 16 0 132 2 5 22 0 29 299
Total 143 374 0 0 517 133 1 38 0 172 3 557 100 0 660 16 29 173 0 218 1567
06:00 PM 20 68 0 0 88 32 0 2 0 34 2 99 25 0 126 2 2 19 0 23 271
06:15 PM 12 64 0 0 76 15 0 4 0 19 0 108 12 0 120 1 5 5 0 11 226
06:30 PM 11 46 0 0 57 12 0 4 0 16 0 82 9 0 91 0 2 14 0 16 180
06:45 PM 7 54 0 0 61 11 0 6 0 17 0 75 6 0 81 0 4 4 0 8 167
Total 50 232 0 0 282 70 0 16 0 86 2 364 52 0 418 3 13 42 0 58 844
Grand Total 1266 4260 118 0 5644 1597 514 557 0 2668 536 4608 937 0 6081 154 165 938 0 1257 15650
Apprch %22.4 75.5 2.1 0 59.9 19.3 20.9 0 8.8 75.8 15.4 0 12.3 13.1 74.6 0
Total %8.1 27.2 0.8 0 36.1 10.2 3.3 3.6 0 17 3.4 29.4 6 0 38.9 1 1.1 6 0 8
The Traffic Group, Inc.
(800) 583-8411
www.trafficgroup.com
Merging Innovation and Excellence
File Name : 928
Site Code : 928
Start Date : 2/5/2019
Page No : 3
Intersection of US 117/NC 133
and I-40 Westbound Ramp
New Hanover County, North Carolina
Count Number 928
US 117/NC 133
C
e
n
t
e
n
n
i
a
l
D
r
i
v
e
I
-
1
4
0
W
B
R
a
m
p
s
US 117/NC 133
Right
118
Thru
4260
Left
1266
Peds
0
InOut Total
5319 5644 10963
Ri
g
h
t
55
7
Th
r
u
51
4
Le
f
t
15
9
7
Pe
d
s
0
Ou
t
To
t
a
l
In
23
6
8
26
6
8
50
3
6
Left
536
Thru
4608
Right
937
Peds
0
Out TotalIn
6795 6081 12876
Le
f
t
15
4
Th
r
u
16
5
Ri
g
h
t
93
8
Pe
d
s
0
To
t
a
l
Ou
t
In
11
6
8
12
5
7
24
2
5
2/5/2019 06:00 AM
2/5/2019 06:45 PM
All Vehicles
North
The Traffic Group, Inc.
(800) 583-8411
www.trafficgroup.com
Merging Innovation and Excellence
File Name : 928
Site Code : 928
Start Date : 2/5/2019
Page No : 4
Intersection of US 117/NC 133
and I-40 Westbound Ramp
New Hanover County, North Carolina
Count Number 928
US 117/NC 133
Southbound
I-140 WB Ramps
Westbound
US 117/NC 133
Northbound
Centennial Drive
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 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 06:45 AM
06:45 AM 59 88 8 0 155 40 36 34 0 110 48 113 17 0 178 1 1 2 0 4 447
07:00 AM 43 148 3 0 194 40 36 15 0 91 13 78 15 0 106 16 17 33 0 66 457
07:15 AM 41 150 3 0 194 41 24 17 0 82 15 93 16 0 124 5 1 9 0 15 415
07:30 AM 56 129 7 0 192 48 39 14 0 101 32 87 20 0 139 1 1 3 0 5 437
Total Volume 199 515 21 0 735 169 135 80 0 384 108 371 68 0 547 23 20 47 0 90 1756
% App. Total 27.1 70.1 2.9 0 44 35.2 20.8 0 19.7 67.8 12.4 0 25.6 22.2 52.2 0
PHF .843 .858 .656 .000 .947 .880 .865 .588 .000 .873 .563 .821 .850 .000 .768 .359 .294 .356 .000 .341 .961
US 117/NC 133
C
e
n
t
e
n
n
i
a
l
D
r
i
v
e
I
-
1
4
0
W
B
R
a
m
p
s
US 117/NC 133
Right
21
Thru
515
Left
199
Peds
0
InOut Total
474 735 1209
Ri
g
h
t
80
Th
r
u
13
5
Le
f
t
16
9
Pe
d
s
0
Ou
t
To
t
a
l
In
28
7
38
4
67
1
Left
108
Thru
371
Right
68
Peds
0
Out TotalIn
731 547 1278
Le
f
t
23
Th
r
u
20
Ri
g
h
t
47
Pe
d
s
0
To
t
a
l
Ou
t
In
26
4
90
35
4
Peak Hour Begins at 06:45 AM
All Vehicles
Peak Hour Data
North
The Traffic Group, Inc.
(800) 583-8411
www.trafficgroup.com
Merging Innovation and Excellence
File Name : 928
Site Code : 928
Start Date : 2/5/2019
Page No : 5
Intersection of US 117/NC 133
and I-40 Westbound Ramp
New Hanover County, North Carolina
Count Number 928
US 117/NC 133
Southbound
I-140 WB Ramps
Westbound
US 117/NC 133
Northbound
Centennial Drive
Eastbound
Start Time Left Thr
u
Rig
ht
Ped
s App. Total Left Thr
u
Rig
ht
Ped
s App. Total Left Thr
u Right Peds App. Total Left Thr
u 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 36 95 0 0 131 26 0 9 0 35 2 126 27 0 155 6 3 50 0 59 380
05:00 PM 46 88 0 0 134 27 1 10 0 38 2 140 27 0 169 8 11 66 0 85 426
05:15 PM 36 99 0 0 135 35 0 11 0 46 0 168 31 0 199 3 6 46 0 55 435
05:30 PM 37 106 0 0 143 46 0 9 0 55 0 134 26 0 160 3 7 39 0 49 407
Total Volume 155 388 0 0 543 134 1 39 0 174 4 568 111 0 683 20 27 201 0 248 1648
% App. Total 28.5 71.5 0 0 77 0.6 22.4 0 0.6 83.2 16.3 0 8.1 10.9 81 0
PHF .842 .915 .000 .000 .949 .728 .250 .886 .000 .791 .500 .845 .895 .000 .858 .625 .614 .761 .000 .729 .947
US 117/NC 133
C
e
n
t
e
n
n
i
a
l
D
r
i
v
e
I
-
1
4
0
W
B
R
a
m
p
s
US 117/NC 133
Right
0
Thru
388
Left
155
Peds
0
InOut Total
627 543 1170
Ri
g
h
t
39
Th
r
u
1
Le
f
t
13
4
Pe
d
s
0
Ou
t
To
t
a
l
In
29
3
17
4
46
7
Left
4
Thru
568
Right
111
Peds
0
Out TotalIn
723 683 1406
Le
f
t
20
Th
r
u
27
Ri
g
h
t
20
1
Pe
d
s
0
To
t
a
l
Ou
t
In
5
24
8
25
3
Peak Hour Begins at 04:45 PM
All Vehicles
Peak Hour Data
North
The Traffic Group, Inc.
(800) 583-8411
www.trafficgroup.com
Merging Innovation and Excellence
Count number: 929
County: New Hanover
City: Castle Hayne
Division: 3
Intersection: US 117/NC 133
at I-140 EB Ramp
13-Hour Count Volumes: 15,449
Date: February 5, 2019
Time: 6am to 7pm
Comments:
1. Counted By: Dontavius Davis
2. Data Processor: Shawn Nichols
3. Pedestrian Type Observed: No Disabled
4. Signalized intersection left turn movements:
Southbound: Permitted
Westbound: Protected
Northbound: N/A
Eastbound: N/A
5. Traffic Signal Inventory No: 03-0939
6. Collection Type: Miovision
7. Nearest Signalize Intersection:
Southbound: > 300 Feet
Westbound: > 300 Feet
Northbound: > 300 Feet
Eastbound: > 300 Feet
8. Nearest Roadway Stop Sign:
Southbound: > 300 Feet
Westbound: > 300 Feet
Northbound: > 300 Feet
Eastbound: > 300 Feet
9. Weather Observations:
Max Temperature: 77 degrees
Min Temperature: 39 degrees
Precipitation: 0.00 inches
Average Sky Cover: 0.0
Weather Conditions: No Significant Weather Was Observed
10. Data Collection equipment was calibrated per manufacturers instructions
and operating properly when used/installed
11. No Railroad Crossing on any approach within 200 feet of the intersection
Intersection Geometrics and Observations
Vicinity Map
Intersection Sketch
1.800.583.8411 www.trafficgroup.com
The Traffic Group, Inc. Suite H 9900 Franklin Square Drive Baltimore Maryland 21236 410.931.6600 fax: 410.931.6601
Intersection: US 117/NC 133
at I-140 EB Ramp
Count Number: 929
County: New Hanover
City: Castle Hayne
Division: 3
The Traffic Group, Inc. Suite H 9900 Franklin Square Drive Baltimore Maryland 21236 410.931.6600 fax: 410.931.6601
1.800.583.8411 www.trafficgroup.com
Looking Southbound From North Leg
Looking Northbound From North Leg
Intersection: US 117/NC 133
at I-140 EB Ramp
Count Number: 929
County: New Hanover
City: Castle Hayne
Division: 3
The Traffic Group, Inc. Suite H 9900 Franklin Square Drive Baltimore Maryland 21236 410.931.6600 fax: 410.931.6601
1.800.583.8411 www.trafficgroup.com
Looking Northbound From South Leg
Looking Southbound From South Leg
Intersection: US 117/NC 133
at I-140 EB Ramp
Count Number: 929
County: New Hanover
City: Castle Hayne
Division: 3
The Traffic Group, Inc. Suite H 9900 Franklin Square Drive Baltimore Maryland 21236 410.931.6600 fax: 410.931.6601
1.800.583.8411 www.trafficgroup.com
Looking Eastbound From East Leg
Looking Westbound From East Leg
Intersection: US 117/NC 133
at I-140 EB Ramp
Count Number: 929
County: New Hanover
City: Castle Hayne
Division: 3
The Traffic Group, Inc. Suite H 9900 Franklin Square Drive Baltimore Maryland 21236 410.931.6600 fax: 410.931.6601
1.800.583.8411 www.trafficgroup.com
Collection Device
The Traffic Group
Turning Movement Count
Station ID: Job Number:
Location:
State: County: City:
Setup Date: Setup Time:
Count Date: Count Time: Duration:
Machine #1: VCU #: Camera #:
Machine #2: VCU #: Camera #:
Posted Speed: Advisory Speed:
Field Diagram - Include Nearest Crossroads and Orientation (North Arrow)
Comments:
Merging Innovation and Excellence®
Technician(s):
GPS Coordinates:
Setup Weather: Temperature:
929 2018-0515
US 117/NC 133 (Castle Hayne Road) & I-140 EB Ramp
NC New Hanover Castle Hayne
2/4/2019 17:00 DD
2/5/2019 6am-7pm 13 Hours
SCU6UV
50 MPH
N U
S
1
1
7
/
N
C
1
3
3
(
C
a
s
t
l
e
H
a
y
n
e
R
o
a
d
)
I-140 Eastbound Ramp
U
S
1
1
7
/
N
C
1
3
3
(
C
a
s
t
l
e
H
a
y
n
e
R
o
a
d
)
34.315501, -77.922305
File Name : 929
Site Code : 929
Start Date : 2/5/2019
Page No : 1
Intersection of US 117/NC 133
and I-140 EB Ramp
New Hanover County, North Carolina
Count Number 929
Groups Printed- All Vehicles
US 117/NC 133
Southbound
I-140 EB Ramps
Westbound
US 117/NC 133
Northbound 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 6 66 0 0 72 12 0 27 0 39 0 40 13 0 53 0 0 0 0 0 164
06:15 AM 1 103 0 0 104 16 0 41 0 57 0 65 17 0 82 0 0 0 0 0 243
06:30 AM 9 109 0 0 118 23 0 70 0 93 0 84 24 0 108 0 0 0 0 0 319
06:45 AM 5 127 0 0 132 33 0 86 0 119 0 92 20 0 112 0 0 0 0 0 363
Total 21 405 0 0 426 84 0 224 0 308 0 281 74 0 355 0 0 0 0 0 1089
07:00 AM 45 183 0 0 228 17 0 39 0 56 0 79 28 0 107 0 0 0 0 0 391
07:15 AM 19 168 0 0 187 29 0 50 0 79 0 75 30 0 105 0 0 0 0 0 371
07:30 AM 18 161 0 0 179 19 0 54 0 73 0 85 28 0 113 0 0 0 0 0 365
07:45 AM 9 159 0 0 168 39 0 49 0 88 0 98 44 0 142 0 0 0 0 0 398
Total 91 671 0 0 762 104 0 192 0 296 0 337 130 0 467 0 0 0 0 0 1525
08:00 AM 23 156 0 0 179 30 0 33 0 63 0 86 35 0 121 0 0 0 0 0 363
08:15 AM 8 146 0 0 154 29 0 39 0 68 0 104 24 0 128 0 0 0 0 0 350
08:30 AM 10 146 0 0 156 17 0 35 0 52 0 89 21 0 110 0 0 0 0 0 318
08:45 AM 12 109 0 0 121 21 0 22 0 43 0 60 33 0 93 0 0 0 0 0 257
Total 53 557 0 0 610 97 0 129 0 226 0 339 113 0 452 0 0 0 0 0 1288
09:00 AM 5 94 0 0 99 18 0 15 0 33 0 82 40 0 122 0 0 0 0 0 254
09:15 AM 8 90 0 0 98 17 0 17 0 34 0 83 28 0 111 0 0 0 0 0 243
09:30 AM 12 98 0 0 110 20 0 19 0 39 0 64 23 0 87 0 0 0 0 0 236
09:45 AM 6 96 0 0 102 19 0 15 0 34 0 53 26 0 79 0 0 0 0 0 215
Total 31 378 0 0 409 74 0 66 0 140 0 282 117 0 399 0 0 0 0 0 948
10:00 AM 4 84 0 0 88 14 0 12 0 26 0 64 30 0 94 0 0 0 0 0 208
10:15 AM 15 72 0 0 87 12 0 19 0 31 0 57 37 0 94 0 0 0 0 0 212
10:30 AM 9 86 0 0 95 10 0 26 0 36 0 54 20 0 74 0 0 0 0 0 205
10:45 AM 17 68 0 0 85 14 0 16 0 30 0 85 25 0 110 0 0 0 0 0 225
Total 45 310 0 0 355 50 0 73 0 123 0 260 112 0 372 0 0 0 0 0 850
11:00 AM 16 106 0 0 122 13 0 11 0 24 0 82 21 0 103 0 0 0 0 0 249
11:15 AM 24 103 0 0 127 13 0 13 0 26 0 61 37 0 98 0 0 0 0 0 251
11:30 AM 20 102 0 0 122 11 0 21 0 32 0 83 28 0 111 0 0 0 0 0 265
11:45 AM 11 92 0 0 103 15 0 22 0 37 0 82 21 0 103 0 0 0 0 0 243
Total 71 403 0 0 474 52 0 67 0 119 0 308 107 0 415 0 0 0 0 0 1008
12:00 PM 16 125 0 0 141 20 0 12 0 32 0 80 26 0 106 0 0 0 0 0 279
12:15 PM 17 100 0 0 117 14 0 15 0 29 0 77 30 0 107 0 0 0 0 0 253
12:30 PM 7 106 0 0 113 12 0 16 0 28 0 102 24 0 126 0 0 0 0 0 267
12:45 PM 8 89 0 0 97 8 0 24 0 32 0 85 21 0 106 0 0 0 0 0 235
Total 48 420 0 0 468 54 0 67 0 121 0 344 101 0 445 0 0 0 0 0 1034
01:00 PM 13 77 0 0 90 14 0 19 0 33 0 108 28 0 136 0 0 0 0 0 259
01:15 PM 6 87 0 0 93 15 0 17 0 32 0 76 24 0 100 0 0 0 0 0 225
01:30 PM 11 81 0 0 92 17 0 34 0 51 0 80 28 0 108 0 0 0 0 0 251
01:45 PM 13 78 0 0 91 9 0 23 0 32 0 83 20 0 103 0 0 0 0 0 226
Total 43 323 0 0 366 55 0 93 0 148 0 347 100 0 447 0 0 0 0 0 961
02:00 PM 33 106 0 0 139 14 0 32 0 46 0 99 47 0 146 0 0 0 0 0 331
02:15 PM 16 95 0 0 111 14 0 24 0 38 0 100 25 0 125 0 0 0 0 0 274
02:30 PM 27 86 0 0 113 12 0 29 0 41 0 99 29 0 128 0 0 0 0 0 282
02:45 PM 13 117 0 0 130 14 0 22 0 36 0 107 28 0 135 0 0 0 0 0 301
Total 89 404 0 0 493 54 0 107 0 161 0 405 129 0 534 0 0 0 0 0 1188
The Traffic Group, Inc.
(800) 583-8411
www.trafficgroup.com
Merging Innovation and Excellence
File Name : 929
Site Code : 929
Start Date : 2/5/2019
Page No : 2
Intersection of US 117/NC 133
and I-140 EB Ramp
New Hanover County, North Carolina
Count Number 929
Groups Printed- All Vehicles
US 117/NC 133
Southbound
I-140 EB Ramps
Westbound
US 117/NC 133
Northbound 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 93 158 0 0 251 22 0 41 0 63 0 78 46 0 124 0 0 0 0 0 438
03:15 PM 23 104 0 0 127 28 0 27 0 55 0 81 37 0 118 0 0 0 0 0 300
03:30 PM 39 119 0 0 158 17 0 29 0 46 0 111 30 0 141 0 0 0 0 0 345
03:45 PM 29 114 0 0 143 13 0 38 0 51 0 108 27 0 135 0 0 0 0 0 329
Total 184 495 0 0 679 80 0 135 0 215 0 378 140 0 518 0 0 0 0 0 1412
04:00 PM 49 111 0 0 160 32 0 37 0 69 0 118 43 0 161 0 0 0 0 0 390
04:15 PM 42 134 0 0 176 16 0 61 0 77 0 113 33 0 146 0 0 0 0 0 399
04:30 PM 48 114 0 0 162 35 0 44 0 79 0 133 57 0 190 0 0 0 0 0 431
04:45 PM 46 126 0 0 172 27 0 39 0 66 0 117 42 0 159 0 0 0 0 0 397
Total 185 485 0 0 670 110 0 181 0 291 0 481 175 0 656 0 0 0 0 0 1617
05:00 PM 60 118 0 0 178 24 0 42 0 66 0 133 49 0 182 0 0 0 0 0 426
05:15 PM 50 130 0 0 180 23 0 48 0 71 0 147 65 0 212 0 0 0 0 0 463
05:30 PM 47 151 0 0 198 17 0 39 0 56 0 115 64 0 179 0 0 0 0 0 433
05:45 PM 28 98 0 0 126 12 0 49 0 61 0 87 35 0 122 0 0 0 0 0 309
Total 185 497 0 0 682 76 0 178 0 254 0 482 213 0 695 0 0 0 0 0 1631
06:00 PM 27 94 0 0 121 16 0 24 0 40 0 108 30 0 138 0 0 0 0 0 299
06:15 PM 10 69 0 0 79 14 0 28 0 42 0 87 20 0 107 0 0 0 0 0 228
06:30 PM 15 57 0 0 72 10 0 18 0 28 0 76 22 0 98 0 0 0 0 0 198
06:45 PM 8 61 0 0 69 13 0 19 0 32 0 60 12 0 72 0 0 0 0 0 173
Total 60 281 0 0 341 53 0 89 0 142 0 331 84 0 415 0 0 0 0 0 898
Grand Total 1106 5629 0 0 6735 943 0 1601 0 2544 0 4575 1595 0 6170 0 0 0 0 0 15449
Apprch %16.4 83.6 0 0 37.1 0 62.9 0 0 74.1 25.9 0 0 0 0 0
Total %7.2 36.4 0 0 43.6 6.1 0 10.4 0 16.5 0 29.6 10.3 0 39.9 0 0 0 0 0
The Traffic Group, Inc.
(800) 583-8411
www.trafficgroup.com
Merging Innovation and Excellence
File Name : 929
Site Code : 929
Start Date : 2/5/2019
Page No : 3
Intersection of US 117/NC 133
and I-140 EB Ramp
New Hanover County, North Carolina
Count Number 929
US 117/NC 133
I
-
1
4
0
E
B
R
a
m
p
s
US 117/NC 133
Right
0
Thru
5629
Left
1106
Peds
0
InOut Total
6176 6735 12911
Ri
g
h
t
16
0
1
Th
r
u
0
Le
f
t
94
3
Pe
d
s
0
Ou
t
To
t
a
l
In
27
0
1
25
4
4
52
4
5
Left
0
Thru
4575
Right
1595
Peds
0
Out TotalIn
6572 6170 12742
Le
f
t
0
Th
r
u
0
Ri
g
h
t
0
Pe
d
s
0
To
t
a
l
Ou
t
In
0
0
0
2/5/2019 06:00 AM
2/5/2019 06:45 PM
All Vehicles
North
The Traffic Group, Inc.
(800) 583-8411
www.trafficgroup.com
Merging Innovation and Excellence
File Name : 929
Site Code : 929
Start Date : 2/5/2019
Page No : 4
Intersection of US 117/NC 133
and I-140 EB Ramp
New Hanover County, North Carolina
Count Number 929
US 117/NC 133
Southbound
I-140 EB Ramps
Westbound
US 117/NC 133
Northbound 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 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 45 183 0 0 228 17 0 39 0 56 0 79 28 0 107 0 0 0 0 0 391
07:15 AM 19 168 0 0 187 29 0 50 0 79 0 75 30 0 105 0 0 0 0 0 371
07:30 AM 18 161 0 0 179 19 0 54 0 73 0 85 28 0 113 0 0 0 0 0 365
07:45 AM 9 159 0 0 168 39 0 49 0 88 0 98 44 0 142 0 0 0 0 0 398
Total Volume 91 671 0 0 762 104 0 192 0 296 0 337 130 0 467 0 0 0 0 0 1525
% App. Total 11.9 88.1 0 0 35.1 0 64.9 0 0 72.2 27.8 0 0 0 0 0
PHF .506 .917 .000 .000 .836 .667 .000 .889 .000 .841 .000 .860 .739 .000 .822 .000 .000 .000 .000 .000 .958
US 117/NC 133
I
-
1
4
0
E
B
R
a
m
p
s
US 117/NC 133
Right
0
Thru
671
Left
91
Peds
0
InOut Total
529 762 1291
Ri
g
h
t
19
2
Th
r
u
0
Le
f
t
10
4
Pe
d
s
0
Ou
t
To
t
a
l
In
22
1
29
6
51
7
Left
0
Thru
337
Right
130
Peds
0
Out TotalIn
775 467 1242
Le
f
t
0
Th
r
u
0
Ri
g
h
t
0
Pe
d
s
0
To
t
a
l
Ou
t
In
0
0
0
Peak Hour Begins at 07:00 AM
All Vehicles
Peak Hour Data
North
The Traffic Group, Inc.
(800) 583-8411
www.trafficgroup.com
Merging Innovation and Excellence
File Name : 929
Site Code : 929
Start Date : 2/5/2019
Page No : 5
Intersection of US 117/NC 133
and I-140 EB Ramp
New Hanover County, North Carolina
Count Number 929
US 117/NC 133
Southbound
I-140 EB Ramps
Westbound
US 117/NC 133
Northbound Eastbound
Start Time Left Thr
u
Rig
ht
Ped
s App. Total Left Thr
u
Rig
ht
Ped
s App. Total Left Thr
u Right Peds App. Total Left Thr
u 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 46 126 0 0 172 27 0 39 0 66 0 117 42 0 159 0 0 0 0 0 397
05:00 PM 60 118 0 0 178 24 0 42 0 66 0 133 49 0 182 0 0 0 0 0 426
05:15 PM 50 130 0 0 180 23 0 48 0 71 0 147 65 0 212 0 0 0 0 0 463
05:30 PM 47 151 0 0 198 17 0 39 0 56 0 115 64 0 179 0 0 0 0 0 433
Total Volume 203 525 0 0 728 91 0 168 0 259 0 512 220 0 732 0 0 0 0 0 1719
% App. Total 27.9 72.1 0 0 35.1 0 64.9 0 0 69.9 30.1 0 0 0 0 0
PHF .846 .869 .000 .000 .919 .843 .000 .875 .000 .912 .000 .871 .846 .000 .863 .000 .000 .000 .000 .000 .928
US 117/NC 133
I
-
1
4
0
E
B
R
a
m
p
s
US 117/NC 133
Right
0
Thru
525
Left
203
Peds
0
InOut Total
680 728 1408
Ri
g
h
t
16
8
Th
r
u
0
Le
f
t
91
Pe
d
s
0
Ou
t
To
t
a
l
In
42
3
25
9
68
2
Left
0
Thru
512
Right
220
Peds
0
Out TotalIn
616 732 1348
Le
f
t
0
Th
r
u
0
Ri
g
h
t
0
Pe
d
s
0
To
t
a
l
Ou
t
In
0
0
0
Peak Hour Begins at 04:45 PM
All Vehicles
Peak Hour Data
North
The Traffic Group, Inc.
(800) 583-8411
www.trafficgroup.com
Merging Innovation and Excellence
APPENDIX C
SIGNAL INFORMATION
ex
i
s
t
i
n
g
ex
i
s
t
i
n
g
NOTES
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
SHEET NO.PROJECT REFERENCE NO.
SEAL
PREPARED BY:
SIG. INVENTORY NO.
SCALE REVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:
DATE
PLAN DATE:
0
Division 3 New Hanover County Wilmington
1"=40’
40
Signal Upgrade
I-5760
e
m
m
i
n
s
h
e
w
S
:
\
I
T
S
&
S
U
\
I
T
S
S
i
g
n
a
l
s
\
S
i
g
n
a
l
D
e
s
i
g
n
S
e
c
t
i
o
n
\
E
a
s
t
e
r
n
R
e
g
i
o
n
\
D
i
v
-
0
3
\
0
3
-
0
4
2
4
\
0
3
0
4
2
4
_
s
i
g
_
d
s
n
_
2
0
1
6
m
m
d
d
.
d
g
n
0
9
-
M
A
R
-
2
0
1
6
0
7
:
0
5
N
January 2016
EM Minshew
D O C U M EN T N O T C O N SID ER ED FIN A L
U N LESS A LL SIG N A TU R ES C O M PLETED
Sig. 2.0
PLA, PE
NC 133 (Castle Hayne Rd) CLS
Fully Actuated
6 Phase
Directional Arrow
Signal Pole with Guy
With Push Button & Sign
Signal Pole with Sidewalk Guy
Inductive Loop Detector
Traffic Signal Head
Pedestrian Signal Head
2-in Underground Conduit
LEGEND
PROPOSED EXISTING
Sign
Modified Signal Head N/A
Junction Box
N/A Right of Way
2-2" Rigid Metal Conduit
Master Controller & CabinetM M
Metal Pole with Mastarm
existing
existing
Guard RailN/A
03-0424
Centennial Drive
I-140-US 17 WB Ramps/
at
NC 133 (Castle Hayne Road)
ex
i
s
t
i
n
g
ex
i
s
t
i
n
g
existing
existing
ex
i
s
t
i
n
g
ex
i
s
t
i
n
g
8182
4142
21
61
22
62
ex ex
ex
ex
existing
existing
ex
ex
ex
11
51
31
43
e
x
e
x
e
x
e
x
Norwood/ Bellwood Drive
C
e
n
t
e
n
n
i
a
l
D
r
i
v
e
ex
ex
ex
ex
ex
e
x
e
x
ex
ex
ex
ex
ex
W
B
O
n
R
a
m
p
NC 133 (Castle Hayne Rd)
NC 133 (Castle Hayne Rd)50 MPH -1% Grade
50 MPH -1% Grade
3
5
M
P
H
-
2
%
G
r
a
d
e
I
-
1
4
0
-
U
S
1
7
W
B
O
f
f
R
a
m
p
2
5
M
P
H
-
1
%
G
r
a
d
e
Case B6
See R-2633CB
MP #3
Case B6
See R-2633CB
MP #4
Case B6
See R-2633CB
MP #2
Case B6
See R-2633CB
MP #1
ex
ex
SIGNAL FACE I.D.
All Heads L.E.D.
R
Y
FY
12"
R
Y
FY
12"
R
Y
G
12"
R
Y Y
G
12"
FACE
SIGNAL
PHASE
FLASH0
1
+
6
0
1
+
5
02+5 02+6 03+8 04+8
11
21
22
31
41
42
43
51
61,62
81
82
FY FY
R R
R R R R R
R R R R R
R R
R
RR
R
R
G G
G G
G
G
G
G
G
G G
G
Y
Y
Y
R
R
R
R
R
R
R
R
R R
R
R
R
R
R
R
R
R R
R
R
R
R
R
R
R R
R
R
Y
Y
DEFAULT TABLE OF OPERATION
FACE
SIGNAL
PHASE
FLASH0
1
+
6
0
1
+
5
02+5 02+6 03+8 04+8
11
21
22
31
41
42
43
51
61,62
81
82
FY FY
FY FY
FY
FY FY
R R
R R R R R
R R R R R
R R
R
RR
R
R
G G
G G
G
G
G
G
G
G G
G
Y
Y
Y
R
R
R
R
R
R
R
R
R R
R
R
R
R
R
R
R
R R
R
R
R
R
R
R
R R
R
R
Y
Y
DEFAULT PHASING DIAGRAM
02+6
02+5
01+6
01+5
04+8
03+8
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex ex
exex
exex
02+6
02+5
01+6
01+5
04+8
03+8
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
ex
exex
TURNS
INDUCTIVE LOOPS
PHASE
DETECTOR PROGRAMMING
LOOP
TIME
DELAY
(FT)
STOPBAR
FROM
DISTANCE
(FT)
SIZE
TIME
STRETCH
N
E
W
C
A
R
D
N
E
W
L
O
O
P
F
U
L
L
T
I
M
E
D
E
L
A
Y
EX
T
E
N
S
I
O
N
CA
L
L
I
N
G
S
Y
S
T
E
M
L
O
O
P
Y Y --15 -
Y
Y Y
Y Y Y -3 -
-Y --15
1A
1B
6X40 0
0
2-4-2
2-4-2
1
1
6
OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
-
-
-
-6X6 355 5 2 Y Y ----2A,2B
Y
Y
Y
Y
Y -15--YY
Y
Y
Y
Y
Y
Y -
-
-
-
-
-3-YY
Y
Y
Y
Y
Y 15
-
3
-
15--
-
-
-
--
-
-
-
3A
4A
4B
5A
5B
0
0
0
0
0
2-4-2
2-4-2
2-4-2
2-4-2
2-4-2
3
8
4
4
5
2
5
-
-
-
-
-
-
-
6X6 355 5 6 YY -----6A,6B
8A Y Y ----Y
S1
S2 -
-
-
-
-
-
-
-
-
-
Y
Y6X6
6X6
0
+160
+160
2-4-2
4
4
8
-
-
-
-
-
-
-
-
-
6X40
6X40
6X40
6X40
6X40
6X40
6X40
FEATURE
PHASE
1 2 3 4 5 6
MIN RECALL MIN RECALL
YELLOW YELLOW
ON ON
----
25 20 25 25
30 30
14 14
----
----
------
----
--
----
----15 15
40 40
---ON --
----
----
ON ON ON ON
is shown. M in Green for all other phases should not be lower than 4 seconds.
* These values m ay be field adjusted. Do not adjust M in Green and Extension tim es for phases 2 and 6 lower than what
Sim ultaneous G ap
Dual Entry
Vehicle Call M em ory
Recall M ode
M inim um Gap
Tim e To Reduce *
Tim e Before Reduction *
M ax Variable Initial *
Seconds Per Actuation *
Don’t W alk 1
W alk 1 *
Red Clearance
Yellow Clearance
M ax G reen 1 *
Extension 1 *
M in Green 1 *
4.9 4.9
1.3 1.3
3.0 3.0 3.0
2.8
6.0 6.0
8
-
25
-
-
-
-
-
-
ON
-
-
ON
1.5 1.5
3.1 3.1
120 120
OASIS 2070 TIMING CHART
2.0 2.0 2.0 2.0 2.0
7
2.8
3.9 3.9
2.92.92.4
7 7 7 7
51
31
11 41
81
61, 62
42
21
82
43
22
ALTERNATE PHASING DIAGRAM ALTERNATE TABLE OF OPERATION
**
*
*
**
RR
R R
*
**
Disable delay during alternate phasing operation.
Controller Asset #0424.
Master Asset #10327,
8. Closed loop system data:
supersede these values.
signal system timing values
operation only. Coordinated
chart are for free-run
7. Maximum times shown in timing
presence mode.
5. Set all detector units to
4. Phase 3 may be lagged.
lagged.
3. Phase 1 and/or phase 5 may be
the Engineer.
unless otherwise directed by
night flashing operation
2. Do not program signal for late
Structures" dated January 2012.
Specifications for Roads and
2012 and "Standard
Drawings NCDOT" dated January
1. Refer to "Roadway Standard
FY
ex
ex
Disable phases 2 and 6 call during alternate phasing operation.
for each phasing plan.
will determine the hours of use
6. The Division Traffic Engineer
NO
RTH CAR
O
LI
N
A
E NG IN E ER
P ROFESS
IO
NAL
P
A
MEL
A
L
. ALEXAN
D
E
R023489
SEAL
T N
T
T
I
N
D
E
P
A
R
T
ME
N
OF T R A SPORT
A
IO
N
S
T
A
E OF N ORTH
C
AROL
A
n
oi
s
i
v
i
D
ytefaS d
n
a ytiliboM noitatr
o
p
s
n
a
r
T
noitceS ngiseD
l
a
n
giS
750 N. Greenfield Pkwy, Garner, NC 27529
Prepared in the Offices of:
M
2A
2B
5A
3A 8A 1B
1A
6B
6A
4A
4B5B
S2
S1
2/16/16
ex
i
s
t
i
n
g
ex
i
s
t
i
n
g
ex
i
s
t
i
n
g
ex
i
s
t
i
n
g
existing
existing
ex
exex
ex
ex
ex
ex
e
x
e
x
ex
NOTES
SHEET NO.PROJECT REFERENCE NO.
SEAL
PREPARED BY:
SIG. INVENTORY NO.
SCALE REVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:
DATE
PLAN DATE:
0
Division 3 New Hanover County Wilmington
1"=40’
40
Signal Upgrade
I-5760
N
e
m
m
i
n
s
h
e
w
S
:
\
I
T
S
&
S
U
\
I
T
S
S
i
g
n
a
l
s
\
S
i
g
n
a
l
D
e
s
i
g
n
S
e
c
t
i
o
n
\
E
a
s
t
e
r
n
R
e
g
i
o
n
\
D
i
v
-
0
3
\
0
3
-
0
9
2
9
\
0
3
0
9
2
9
_
s
i
g
_
d
s
n
_
2
0
1
6
m
m
d
d
.
d
g
n
0
9
-
M
A
R
-
2
0
1
6
0
7
:
0
7
FEATURE
PHASE
1 2 86
ON
14 14
---
----
--
-
--40
--1515
40
6.06.0
3.0 3.0
--
ON ONON
be lower than 4 seconds.
phases 2 and 6 lower than what is shown. M in Green for all other phases should not
* These values m ay be field adjusted. Do not adjust M in G reen and Extension tim es for
-
-
MIN RECALL
YELLOW
-
-
--
Sim ultaneous Gap
Dual Entry
Vehicle Call M em ory
Recall M ode
M inim um Gap
Tim e To Reduce *
Tim e Before Reduction *
M ax Variable Initial *
Seconds Per Actuation *
Don’t W alk 1
W alk 1 *
Red Clearance
Yellow Clearance
M ax G reen 1 *
Extension 1 *
M in G reen 1 *
--30
--
30
25 20
Directional Arrow
Controller & Cabinet
Signal Pole with Guy
With Push Button & Sign
Signal Pole with Sidewalk Guy
Inductive Loop Detector
Traffic Signal Head
Pedestrian Signal Head
2-in Underground Conduit
LEGEND
PROPOSED EXISTING
Sign
Modified Signal Head N/A
Junction Box
N/A Right of Way
MIN RECALL
YELLOW
120 120
1.5
3.1
1.5
3.1
Metal Pole with Mastarm
existing
existing
2-2" Rigid Metal Conduit
OASIS 2070 TIMING CHART
SEAL
D O C U M EN T N O T C O N SID ER ED FIN A L
U N LESS A LL SIG N A TU R ES C O M PLETED
03-0929
January 2016
EM Minshew
exex
ex
ex
Sig. 3.0
7 7
2.0 2.0
PLA, PE
Guard RailN/A
SR 2841
2.6 2.3
NC 133 (Castle Hayne Rd) CLS
Fully Actuated
3 Phase
1.01.0
50 MPH 0% Grade
NC 133 (Castle Hayne Rd)
NC 133 (Castle Hayne Rd)
50 MPH -1% Grade
E
B
O
n
R
a
mp
3
5
MP
H
-
2
%
G
r
a
d
e
81 8262
61
11
21
22
I-140-US 17 EB Ramps
at
NC 133 (Castle Hayne Road)
E
B
O
f
f
R
a
mp
I
-
1
4
0
-
U
S
1
7
Case B6
See R-2633CB
MP #7
Case B3
See R-2633CB
MP #6
Case B3
See R-2633CB
MP #5
Controller Asset #0929.
7. Closed loop system data:
supersede these values.
signal system timing values
operation only. Coordinated
chart are for free-run
6. Maximum times shown in timing
presence mode.
4. Set all detector units to
3. Phase 1 may be lagged.
the Engineer.
unless otherwise directed by
night flashing operation
2. Do not program signal for late
Structures" dated January 2012.
Specifications for Roads and
2012 and "Standard
Drawings NCDOT" dated January
1. Refer to "Roadway Standard
4.8 4.8
TURNS
INDUCTIVE LOOPS
PHASE
DETECTOR PROGRAMMING
LOOP
TIME
DELAY
(FT)
STOPBAR
FROM
DISTANCE
(FT)
SIZE
TIME
STRETCH
N
E
W
C
A
R
D
N
E
W
L
O
O
P
FU
L
L
T
I
M
E
D
E
L
A
Y
EX
T
E
N
S
I
O
N
CA
L
L
I
N
G
S
Y
S
T
E
M
L
O
O
P
Y Y ---
Y
Y
Y
Y
Y
Y Y Y --
-
-
-
-
-Y
Y
Y
Y
Y ---
-
-
-
-
-
-
--
-
-
-
-
-Y
Y-
--
--
--
-
-
-
-
-
-
-
-
-
-
-
-
OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
-
-
-
-
-
-
1A
2A
2B
6A
6B
8A
S3
S4 6X6
6X6
6X40
6X6
6X6
6X6
6X6
6X40
355
0
355
355
355
0
+160
+160
2-4-2
4
4
4
4
2-4-2
4
4
8
6
6
2
2
6
1 20
3
10
Y
Y
FACE
SIGNAL
PHASE
02+60
1
+
6
FLASH
08
R
G
G
G
G
G
Y
Y
Y
R
R R
R
R R
R
R
Y
81,82
61,62
22
21
1102+6
01+6
08
DEFAULT TABLE OF OPERATION
FACE
SIGNAL
PHASE
02+60
1
+
6
FLASH
08
F
Y
R
G
G
G
G
G
Y
Y
Y
R
R R
R
R R
R
R
Y
81,82
61,62
22
21
11
SIGNAL FACE I.D.
All Heads L.E.D.
R
Y
FY
12"
R
Y
G
12"
R
Y Y
G
12"
81, 82
61, 62
21 2211
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
DEFAULT PHASING DIAGRAM
02+6
01+6
08
ALTERNATE PHASING DIAGRAM
ALTERNATE TABLE OF OPERATION
R
Disable delay during alternate phasing operation
Disable phase 6 call during alternate phasing operation
*
**
**
*
5. The Division Traffic Engineer
will determine the hours of use
for each phasing plan.
NO
RTH CAR
O
LI
N
A
E NGINE ER
P ROFESS
IO
NAL
P
A
MEL
A
L
. ALEXAN
D
E
R023489
SEAL
2A
2B
1A
6B
6A
8A
S3
S4
T N
T
T
I
N
D
E
P
A
R
T
ME
N
OF T R A SPORT
A
IO
N
S
T
A
E OF N ORTH
C
AROL
A
n
oi
s
i
v
i
D
ytefaS d
n
a ytiliboM noitatr
o
p
s
n
a
r
T
noitceS ngiseD
l
a
n
giS
750 N. Greenfield Pkwy, Garner, NC 27529
Prepared in the Offices of:
2/16/16
APPENDIX D
CAPACITY CALCUL AT ION
I-140/US 17 Westbound
Ramps/Centennial Drive and S R 133
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)24 21 48 161 139 82 111 382 121 205 577 22
Future Volume (vph)24 21 48 161 139 82 111 382 121 205 577 22
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-2%-1%-1%
Storage Length (ft)150 150 225 225 250 175 300 175
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1778 1872 1591 1787 1881 1599 1778 3557 1591 1778 3557 1591
Flt Permitted 0.640 0.742 0.352 0.482
Satd. Flow (perm)1198 1872 1591 1396 1881 1599 659 3557 1591 902 3557 1591
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph)25 35 50 50
Link Distance (ft)1119 1087 1136 1766
Travel Time (s)30.5 21.2 15.5 24.1
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)27 23 53 179 154 91 123 424 134 228 641 24
Shared Lane Traffic (%)
Lane Group Flow (vph)27 23 53 179 154 91 123 424 134 228 641 24
Turn Type D.Pm NA pm+ov pm+pt NA pm+ov D.P+P NA pm+ov D.P+P NA Perm
Protected Phases 4 5 3 8 1 5 2 3 1 6
Permitted Phases 8 4 8 8 6 2 2 6
Detector Phase 8 4 5 3 8 1 5 2 3 1 6 6
Switch Phase
Minimum Initial (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0
Minimum Split (s)13.8 13.8 12.8 12.4 13.8 12.8 12.8 20.2 12.4 12.8 20.2 20.2
Total Split (s)36.0 21.0 21.0 15.0 36.0 21.0 21.0 23.0 15.0 21.0 23.0 23.0
Total Split (%)45.0% 26.3% 26.3% 18.8% 45.0% 26.3% 26.3% 28.8% 18.8% 26.3% 28.8% 28.8%
Maximum Green (s)29.2 14.2 15.2 9.6 29.2 15.2 15.2 16.8 9.6 15.2 16.8 16.8
Yellow Time (s)3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9
All-Red Time (s)2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3
Lost Time Adjust (s)-1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2
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 5.0
Lead/Lag Lead Lag Lag Lag Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.1 0.2 0.2 3.1 3.1
Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0
Recall Mode None None None None None None None C-Max None None C-Max C-Max
Act Effct Green (s)16.1 8.8 15.2 16.1 16.1 30.7 49.9 39.3 54.8 48.9 41.8 41.8
Actuated g/C Ratio 0.20 0.11 0.19 0.20 0.20 0.38 0.62 0.49 0.68 0.61 0.52 0.52
v/c Ratio 0.11 0.11 0.18 0.54 0.41 0.15 0.23 0.24 0.12 0.35 0.34 0.03
Control Delay 23.4 33.5 24.6 33.5 29.1 14.0 3.5 5.8 2.6 9.7 14.9 15.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 23.4 33.5 24.6 33.5 29.1 14.0 3.5 5.8 2.6 9.7 14.9 15.3
LOS C C C C C B A A A A B B
Approach Delay 26.3 27.7 4.8 13.5
Approach LOS C C A B
Queue Length 50th (ft)12 11 25 84 71 32 0 12 7 30 86 5
Queue Length 95th (ft)28 32 42 119 103 41 m23 55 m13 90 188 24
Internal Link Dist (ft)1039 1007 1056 1686
Turn Bay Length (ft)150 150 225 225 250 175 300 175
Base Capacity (vph)464 374 386 342 728 603 687 1745 1059 798 1859 831
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.06 0.14 0.52 0.21 0.15 0.18 0.24 0.13 0.29 0.34 0.03
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 51 (64%), Referenced to phase 2:NBSB and 6:NBSB, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.54
Intersection Signal Delay: 14.2 Intersection LOS: B
Intersection Capacity Utilization 54.4%ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)21 28 207 149 4 40 4 585 127 160 400 4
Future Volume (vph)21 28 207 149 4 40 4 585 127 160 400 4
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-2%-1%-1%
Storage Length (ft)150 150 225 225 250 175 300 175
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1778 1872 1591 1787 1881 1599 1778 3557 1591 1778 3557 1591
Flt Permitted 0.755 0.737 0.470 0.323
Satd. Flow (perm)1413 1872 1591 1387 1881 1599 880 3557 1591 605 3557 1591
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph)25 35 50 50
Link Distance (ft)1119 1087 1136 1766
Travel Time (s)30.5 21.2 15.5 24.1
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)23 31 230 166 4 44 4 650 141 178 444 4
Shared Lane Traffic (%)
Lane Group Flow (vph)23 31 230 166 4 44 4 650 141 178 444 4
Turn Type D.Pm NA pm+ov pm+pt NA pm+ov D.P+P NA pm+ov D.P+P NA Perm
Protected Phases 4 5 3 8 1 5 2 3 1 6
Permitted Phases 8 4 8 8 6 2 2 6
Detector Phase 8 4 5 3 8 1 5 2 3 1 6 6
Switch Phase
Minimum Initial (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0
Minimum Split (s)13.8 13.8 12.8 12.4 13.8 12.8 12.8 20.2 12.4 12.8 20.2 20.2
Total Split (s)36.0 22.0 15.0 14.0 36.0 18.0 15.0 26.0 14.0 18.0 29.0 29.0
Total Split (%)45.0% 27.5% 18.8% 17.5% 45.0% 22.5% 18.8% 32.5% 17.5% 22.5% 36.3% 36.3%
Maximum Green (s)29.2 15.2 9.2 8.6 29.2 12.2 9.2 19.8 8.6 12.2 22.8 22.8
Yellow Time (s)3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9
All-Red Time (s)2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3
Lost Time Adjust (s)-1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2
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 5.0
Lead/Lag Lead Lag Lag Lag Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.1 0.2 0.2 3.1 3.1
Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0
Recall Mode None None None None None None None C-Max None None C-Max C-Max
Act Effct Green (s)16.1 9.0 15.7 16.1 16.1 34.1 48.9 35.9 51.3 48.9 38.9 38.9
Actuated g/C Ratio 0.20 0.11 0.20 0.20 0.20 0.43 0.61 0.45 0.64 0.61 0.49 0.49
v/c Ratio 0.08 0.15 0.74 0.50 0.01 0.06 0.01 0.41 0.14 0.32 0.26 0.01
Control Delay 22.3 33.8 44.1 32.2 20.0 11.2 2.8 5.2 2.0 11.3 14.2 15.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 22.3 33.8 44.1 32.2 20.0 11.2 2.8 5.2 2.0 11.3 14.2 15.0
LOS C C D C B B A A A B B B
Approach Delay 41.2 27.7 4.6 13.4
Approach LOS D C A B
Queue Length 50th (ft)10 14 ~138 79 2 14 0 23 4 22 57 1
Queue Length 95th (ft)24 39 158 109 8 23 m1 72 m8 74 121 7
Internal Link Dist (ft)1039 1007 1056 1686
Turn Bay Length (ft)150 150 225 225 250 175 300 175
Base Capacity (vph)547 397 311 331 728 681 650 1597 1001 560 1730 773
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.04 0.08 0.74 0.50 0.01 0.06 0.01 0.41 0.14 0.32 0.26 0.01
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 48 (60%), Referenced to phase 2:NBSB and 6:NBSB, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 15.5 Intersection LOS: B
Intersection Capacity Utilization 52.5%ICU Level of Service A
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)25 22 50 169 146 86 117 403 127 215 608 23
Future Volume (vph)25 22 50 169 146 86 117 403 127 215 608 23
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-2%-1%-1%
Storage Length (ft)150 150 225 225 250 175 300 175
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1778 1872 1591 1787 1881 1599 1778 3557 1591 1778 3557 1591
Flt Permitted 0.638 0.950 0.950 0.950
Satd. Flow (perm)1194 1872 1591 1787 1881 1599 1778 3557 1591 1778 3557 1591
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph)25 35 50 50
Link Distance (ft)1119 1087 1136 1766
Travel Time (s)30.5 21.2 15.5 24.1
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)28 24 56 188 162 96 130 448 141 239 676 26
Shared Lane Traffic (%)
Lane Group Flow (vph)28 24 56 188 162 96 130 448 141 239 676 26
Turn Type D.Pm NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm
Protected Phases 4 5 3 8 1 5 2 3 1 6
Permitted Phases 8 4 8 2 6
Detector Phase 8 4 5 3 8 1 5 2 3 1 6 6
Switch Phase
Minimum Initial (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0
Minimum Split (s)13.8 13.8 12.8 12.4 13.8 12.8 12.8 20.2 12.4 12.8 20.2 20.2
Total Split (s)36.0 21.0 21.0 15.0 36.0 21.0 21.0 23.0 15.0 21.0 23.0 23.0
Total Split (%)45.0% 26.3% 26.3% 18.8% 45.0% 26.3% 26.3% 28.8% 18.8% 26.3% 28.8% 28.8%
Maximum Green (s)29.2 14.2 15.2 9.6 29.2 15.2 15.2 16.8 9.6 15.2 16.8 16.8
Yellow Time (s)3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9
All-Red Time (s)2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3
Lost Time Adjust (s)-1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2
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 5.0
Lead/Lag Lead Lag Lag Lag Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.1 0.2 0.2 3.1 3.1
Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0
Recall Mode None None None None None None None C-Max None None C-Max C-Max
Act Effct Green (s)19.4 8.8 19.4 13.8 19.4 38.7 13.9 31.3 50.1 14.3 34.3 34.3
Actuated g/C Ratio 0.24 0.11 0.24 0.17 0.24 0.48 0.17 0.39 0.63 0.18 0.43 0.43
v/c Ratio 0.10 0.12 0.15 0.61 0.36 0.12 0.42 0.32 0.14 0.75 0.44 0.04
Control Delay 19.6 33.5 20.6 39.0 25.0 9.1 29.4 9.4 3.7 46.6 22.4 21.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 19.6 33.5 20.6 39.0 25.0 9.1 29.4 9.4 3.7 46.6 22.4 21.9
LOS B C C D C A C A A D C C
Approach Delay 23.2 27.5 11.9 28.5
Approach LOS C C B C
Queue Length 50th (ft)12 11 23 87 73 27 68 30 8 111 120 7
Queue Length 95th (ft)25 33 41 146 95 32 m118 78 m19 #202 #259 30
Internal Link Dist (ft)1039 1007 1056 1686
Turn Bay Length (ft)150 150 225 225 250 175 300 175
Base Capacity (vph)462 374 428 311 728 743 355 1392 979 355 1526 682
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.06 0.13 0.60 0.22 0.13 0.37 0.32 0.14 0.67 0.44 0.04
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 51 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 22.6 Intersection LOS: C
Intersection Capacity Utilization 55.4%ICU Level of Service B
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: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)22 29 218 157 4 42 5 616 133 168 421 4
Future Volume (vph)22 29 218 157 4 42 5 616 133 168 421 4
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-2%-1%-1%
Storage Length (ft)150 150 225 225 250 175 300 175
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1778 1872 1591 1787 1881 1599 1778 3557 1591 1778 3557 1591
Flt Permitted 0.755 0.950 0.950 0.950
Satd. Flow (perm)1413 1872 1591 1787 1881 1599 1778 3557 1591 1778 3557 1591
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph)25 35 50 50
Link Distance (ft)1119 1087 1136 1766
Travel Time (s)30.5 21.2 15.5 24.1
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)24 32 242 174 4 47 6 684 148 187 468 4
Shared Lane Traffic (%)
Lane Group Flow (vph)24 32 242 174 4 47 6 684 148 187 468 4
Turn Type D.Pm NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm
Protected Phases 4 5 3 8 1 5 2 3 1 6
Permitted Phases 8 4 8 2 6
Detector Phase 8 4 5 3 8 1 5 2 3 1 6 6
Switch Phase
Minimum Initial (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0
Minimum Split (s)13.8 13.8 12.8 12.4 13.8 12.8 12.8 20.2 12.4 12.8 20.2 20.2
Total Split (s)36.0 22.0 15.0 14.0 36.0 18.0 15.0 26.0 14.0 18.0 29.0 29.0
Total Split (%)45.0% 27.5% 18.8% 17.5% 45.0% 22.5% 18.8% 32.5% 17.5% 22.5% 36.3% 36.3%
Maximum Green (s)29.2 15.2 9.2 8.6 29.2 12.2 9.2 19.8 8.6 12.2 22.8 22.8
Yellow Time (s)3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9
All-Red Time (s)2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3
Lost Time Adjust (s)-1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2
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 5.0
Lead/Lag Lead Lag Lag Lag Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.1 0.2 0.2 3.1 3.1
Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0
Recall Mode None None None None None None None C-Max None None C-Max C-Max
Act Effct Green (s)19.1 9.0 15.7 13.4 19.1 37.1 10.0 32.9 51.3 13.0 35.9 35.9
Actuated g/C Ratio 0.24 0.11 0.20 0.17 0.24 0.46 0.12 0.41 0.64 0.16 0.45 0.45
v/c Ratio 0.07 0.15 0.78 0.58 0.01 0.06 0.03 0.47 0.15 0.65 0.29 0.01
Control Delay 19.2 33.9 47.2 38.3 16.8 9.2 28.2 7.6 2.0 43.3 17.0 18.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 19.2 33.9 47.2 38.3 16.8 9.2 28.2 7.6 2.0 43.3 17.0 18.2
LOS B C D D B A C A A D B B
Approach Delay 43.5 31.8 6.7 24.4
Approach LOS D C A C
Queue Length 50th (ft)10 15 ~151 80 2 14 3 31 4 89 65 1
Queue Length 95th (ft)22 40 167 137 7 21 m6 94 m9 #169 141 8
Internal Link Dist (ft)1039 1007 1056 1686
Turn Bay Length (ft)150 150 225 225 250 175 300 175
Base Capacity (vph)547 397 311 300 728 741 222 1461 1020 288 1595 713
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.04 0.08 0.78 0.58 0.01 0.06 0.03 0.47 0.15 0.65 0.29 0.01
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 48 (60%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 20.7 Intersection LOS: C
Intersection Capacity Utilization 54.2%ICU Level of Service A
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: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)25 22 50 169 146 125 117 489 127 222 623 23
Future Volume (vph)25 22 50 169 146 125 117 489 127 222 623 23
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-2%-1%-1%
Storage Length (ft)150 150 225 225 250 175 300 175
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1778 1872 1591 1787 1881 1599 1778 3557 1591 1778 3557 1591
Flt Permitted 0.638 0.950 0.950 0.950
Satd. Flow (perm)1194 1872 1591 1787 1881 1599 1778 3557 1591 1778 3557 1591
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph)25 35 50 50
Link Distance (ft)1119 1087 1136 1766
Travel Time (s)30.5 21.2 15.5 24.1
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)28 24 56 188 162 139 130 543 141 247 692 26
Shared Lane Traffic (%)
Lane Group Flow (vph)28 24 56 188 162 139 130 543 141 247 692 26
Turn Type D.Pm NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm
Protected Phases 4 5 3 8 1 5 2 3 1 6
Permitted Phases 8 4 8 2 6
Detector Phase 8 4 5 3 8 1 5 2 3 1 6 6
Switch Phase
Minimum Initial (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0
Minimum Split (s)13.8 13.8 12.8 12.4 13.8 12.8 12.8 20.2 12.4 12.8 20.2 20.2
Total Split (s)36.0 21.0 21.0 15.0 36.0 21.0 21.0 23.0 15.0 21.0 23.0 23.0
Total Split (%)45.0% 26.3% 26.3% 18.8% 45.0% 26.3% 26.3% 28.8% 18.8% 26.3% 28.8% 28.8%
Maximum Green (s)29.2 14.2 15.2 9.6 29.2 15.2 15.2 16.8 9.6 15.2 16.8 16.8
Yellow Time (s)3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9
All-Red Time (s)2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3
Lost Time Adjust (s)-1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2
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 5.0
Lead/Lag Lead Lag Lag Lag Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.1 0.2 0.2 3.1 3.1
Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0
Recall Mode None None None None None None None C-Max None None C-Max C-Max
Act Effct Green (s)19.4 8.8 19.5 13.8 19.4 38.9 14.0 31.1 49.9 14.5 34.2 34.2
Actuated g/C Ratio 0.24 0.11 0.24 0.17 0.24 0.49 0.18 0.39 0.62 0.18 0.43 0.43
v/c Ratio 0.10 0.12 0.14 0.61 0.36 0.18 0.42 0.39 0.14 0.77 0.45 0.04
Control Delay 19.6 33.5 20.6 39.0 25.0 10.0 28.4 10.5 4.2 47.7 22.7 21.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 19.6 33.5 20.6 39.0 25.0 10.0 28.4 10.5 4.2 47.7 22.7 21.9
LOS B C C D C B C B A D C C
Approach Delay 23.2 26.1 12.3 29.0
Approach LOS C C B C
Queue Length 50th (ft)12 11 23 87 73 41 68 37 8 116 123 7
Queue Length 95th (ft)25 33 41 146 95 44 m115 105 m25 #211 #268 30
Internal Link Dist (ft)1039 1007 1056 1686
Turn Bay Length (ft)150 150 225 225 250 175 300 175
Base Capacity (vph)462 374 428 311 728 764 355 1384 975 355 1522 680
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.06 0.13 0.60 0.22 0.18 0.37 0.39 0.14 0.70 0.45 0.04
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 51 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 22.4 Intersection LOS: C
Intersection Capacity Utilization 57.7%ICU Level of Service B
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: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)22 29 218 157 4 54 5 643 133 202 497 4
Future Volume (vph)22 29 218 157 4 54 5 643 133 202 497 4
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%-2%-1%-1%
Storage Length (ft)150 150 225 225 250 175 300 175
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1778 1872 1591 1787 1881 1599 1778 3557 1591 1778 3557 1591
Flt Permitted 0.755 0.950 0.950 0.950
Satd. Flow (perm)1413 1872 1591 1787 1881 1599 1778 3557 1591 1778 3557 1591
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph)25 35 50 50
Link Distance (ft)1119 1087 1136 1766
Travel Time (s)30.5 21.2 15.5 24.1
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)24 32 242 174 4 60 6 714 148 224 552 4
Shared Lane Traffic (%)
Lane Group Flow (vph)24 32 242 174 4 60 6 714 148 224 552 4
Turn Type D.Pm NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm
Protected Phases 4 5 3 8 1 5 2 3 1 6
Permitted Phases 8 4 8 2 6
Detector Phase 8 4 5 3 8 1 5 2 3 1 6 6
Switch Phase
Minimum Initial (s)7.0 7.0 7.0 7.0 7.0 7.0 7.0 14.0 7.0 7.0 14.0 14.0
Minimum Split (s)13.8 13.8 12.8 12.4 13.8 12.8 12.8 20.2 12.4 12.8 20.2 20.2
Total Split (s)36.0 22.0 15.0 14.0 36.0 18.0 15.0 26.0 14.0 18.0 29.0 29.0
Total Split (%)45.0% 27.5% 18.8% 17.5% 45.0% 22.5% 18.8% 32.5% 17.5% 22.5% 36.3% 36.3%
Maximum Green (s)29.2 15.2 9.2 8.6 29.2 12.2 9.2 19.8 8.6 12.2 22.8 22.8
Yellow Time (s)3.9 3.9 3.0 3.0 3.9 3.0 3.0 4.9 3.0 3.0 4.9 4.9
All-Red Time (s)2.9 2.9 2.8 2.4 2.9 2.8 2.8 1.3 2.4 2.8 1.3 1.3
Lost Time Adjust (s)-1.8 -1.8 -0.8 -0.4 -1.8 -0.8 -0.8 -1.2 -0.4 -0.8 -1.2 -1.2
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 5.0
Lead/Lag Lead Lag Lag Lag Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.1 0.2 0.2 3.1 3.1
Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 30.0
Recall Mode None None None None None None None C-Max None None C-Max C-Max
Act Effct Green (s)19.1 9.0 15.7 13.4 19.1 37.1 10.0 32.9 51.3 13.0 35.9 35.9
Actuated g/C Ratio 0.24 0.11 0.20 0.17 0.24 0.46 0.12 0.41 0.64 0.16 0.45 0.45
v/c Ratio 0.07 0.15 0.78 0.58 0.01 0.08 0.03 0.49 0.15 0.78 0.35 0.01
Control Delay 19.2 33.9 47.2 38.3 16.8 9.6 28.0 7.9 1.9 52.4 17.5 18.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 19.2 33.9 47.2 38.3 16.8 9.6 28.0 7.9 1.9 52.4 17.5 18.2
LOS B C D D B A C A A D B B
Approach Delay 43.5 30.7 7.0 27.5
Approach LOS D C A C
Queue Length 50th (ft)10 15 ~151 80 2 18 3 33 4 109 78 1
Queue Length 95th (ft)22 40 167 137 7 25 m6 117 m9 #217 167 8
Internal Link Dist (ft)1039 1007 1056 1686
Turn Bay Length (ft)150 150 225 225 250 175 300 175
Base Capacity (vph)547 397 311 300 728 741 222 1461 1020 288 1595 713
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.04 0.08 0.78 0.58 0.01 0.08 0.03 0.49 0.15 0.78 0.35 0.01
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 48 (60%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 21.9 Intersection LOS: C
Intersection Capacity Utilization 56.8%ICU Level of Service B
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: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
APPENDIX E
CAPACITY CALCULATIONS
I-140/US 17 Eastbou nd Ramps and SR
133
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
2: SR 133 & I-140/US 17 EB Ramps Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group WBL WBR NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (vph)156 198 415 135 4 94 691
Future Volume (vph)156 198 415 135 4 94 691
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900
Grade (%)-2%-1%0%
Storage Length (ft)0 0 150 275
Storage Lanes 1 0 1 1
Taper Length (ft)100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Frt 0.924 0.850
Flt Protected 0.978 0.950
Satd. Flow (prot)1700 0 3557 1591 0 1770 3539
Flt Permitted 0.978 0.456
Satd. Flow (perm)1700 0 3557 1591 0 849 3539
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph)35 50 50
Link Distance (ft)1300 1598 1136
Travel Time (s)25.3 21.8 15.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)173 220 461 150 4 104 768
Shared Lane Traffic (%)
Lane Group Flow (vph)393 0 461 150 0 108 768
Turn Type Prot NA pm+ov pm+pt pm+pt NA
Protected Phases 8 2 8 1 1 6
Permitted Phases 2 6 6
Detector Phase 8 2 8 1 1 6
Switch Phase
Minimum Initial (s)7.0 14.0 7.0 7.0 7.0 14.0
Minimum Split (s)13.0 20.0 13.0 13.0 13.0 20.0
Total Split (s)34.0 29.0 34.0 17.0 17.0 46.0
Total Split (%)42.5%36.3% 42.5% 21.3% 21.3% 57.5%
Maximum Green (s)28.7 23.2 28.7 11.4 11.4 40.2
Yellow Time (s)3.0 4.8 3.0 3.0 3.0 4.8
All-Red Time (s)2.3 1.0 2.3 2.6 2.6 1.0
Lost Time Adjust (s)-0.3 -0.8 -0.3 -0.6 -0.8
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 6.0 2.0 2.0 2.0 6.0
Minimum Gap (s)0.2 3.1 0.2 0.2 0.2 3.1
Time Before Reduce (s)0.0 15.0 0.0 0.0 0.0 15.0
Time To Reduce (s)0.0 30.0 0.0 0.0 0.0 30.0
Recall Mode None C-Max None None None C-Max
Act Effct Green (s)22.8 33.6 62.4 47.2 47.2
Actuated g/C Ratio 0.28 0.42 0.78 0.59 0.59
v/c Ratio 0.81 0.31 0.12 0.17 0.37
Control Delay 39.6 18.9 3.4 4.7 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
2: SR 133 & I-140/US 17 EB Ramps Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group WBL WBR NBT NBR SBU SBL SBT
Total Delay 39.6 18.9 3.4 4.7 4.8
LOS D B A A A
Approach Delay 39.6 15.1 4.8
Approach LOS D B A
Queue Length 50th (ft)180 85 18 17 64
Queue Length 95th (ft)255 139 34 21 65
Internal Link Dist (ft)1220 1518 1056
Turn Bay Length (ft)150 275
Base Capacity (vph)616 1492 1231 638 2086
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.64 0.31 0.12 0.17 0.37
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 41 (51%), Referenced to phase 2:NBT and 6:SBTL, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 15.4 Intersection LOS: B
Intersection Capacity Utilization 50.8%ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 2: SR 133 & I-140/US 17 EB Ramps
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
2: SR 133 & I-140/US 17 EB Ramps Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group WBL WBR NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (vph)119 173 540 196 3 209 544
Future Volume (vph)119 173 540 196 3 209 544
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900
Grade (%)-2%-1%0%
Storage Length (ft)0 0 150 275
Storage Lanes 1 0 1 1
Taper Length (ft)100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Frt 0.920 0.850
Flt Protected 0.980 0.950
Satd. Flow (prot)1696 0 3557 1591 0 1770 3539
Flt Permitted 0.980 0.358
Satd. Flow (perm)1696 0 3557 1591 0 667 3539
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph)35 50 50
Link Distance (ft)1300 1598 1136
Travel Time (s)25.3 21.8 15.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)132 192 600 218 3 232 604
Shared Lane Traffic (%)
Lane Group Flow (vph)324 0 600 218 0 235 604
Turn Type Prot NA pm+ov pm+pt pm+pt NA
Protected Phases 8 2 8 1 1 6
Permitted Phases 2 6 6
Detector Phase 8 2 8 1 1 6
Switch Phase
Minimum Initial (s)7.0 14.0 7.0 7.0 7.0 14.0
Minimum Split (s)13.0 20.0 13.0 13.0 13.0 20.0
Total Split (s)27.0 32.0 27.0 21.0 21.0 53.0
Total Split (%)33.8%40.0% 33.8% 26.3% 26.3% 66.3%
Maximum Green (s)21.7 26.2 21.7 15.4 15.4 47.2
Yellow Time (s)3.0 4.8 3.0 3.0 3.0 4.8
All-Red Time (s)2.3 1.0 2.3 2.6 2.6 1.0
Lost Time Adjust (s)-0.3 -0.8 -0.3 -0.6 -0.8
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 6.0 2.0 2.0 2.0 6.0
Minimum Gap (s)0.2 3.1 0.2 0.2 0.2 3.1
Time Before Reduce (s)0.0 15.0 0.0 0.0 0.0 15.0
Time To Reduce (s)0.0 30.0 0.0 0.0 0.0 30.0
Recall Mode None C-Max None None None C-Max
Act Effct Green (s)18.8 30.2 54.0 51.2 51.2
Actuated g/C Ratio 0.24 0.38 0.68 0.64 0.64
v/c Ratio 0.82 0.45 0.20 0.36 0.27
Control Delay 45.6 20.7 5.5 9.9 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
2: SR 133 & I-140/US 17 EB Ramps Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group WBL WBR NBT NBR SBU SBL SBT
Total Delay 45.6 20.7 5.5 9.9 5.9
LOS D C A A A
Approach Delay 45.6 16.7 7.0
Approach LOS D B A
Queue Length 50th (ft)150 118 35 42 63
Queue Length 95th (ft)#239 172 61 m70 86
Internal Link Dist (ft)1220 1518 1056
Turn Bay Length (ft)150 275
Base Capacity (vph)466 1344 1061 647 2266
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.70 0.45 0.21 0.36 0.27
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 32 (40%), Referenced to phase 2:NBT and 6:SBTL, Start of Green
Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 17.3 Intersection LOS: B
Intersection Capacity Utilization 56.4%ICU Level of Service B
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: 2: SR 133 & I-140/US 17 EB Ramps
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
2: SR 133 & I-140/US 17 EB Ramps Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group WBL WBR NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (vph)164 208 438 142 4 99 727
Future Volume (vph)164 208 438 142 4 99 727
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900
Grade (%)-2%-1%0%
Storage Length (ft)0 0 150 275
Storage Lanes 1 0 1 1
Taper Length (ft)100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Frt 0.924 0.850
Flt Protected 0.978 0.950
Satd. Flow (prot)1700 0 3557 1591 0 1770 3539
Flt Permitted 0.978 0.950
Satd. Flow (perm)1700 0 3557 1591 0 1770 3539
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph)35 50 50
Link Distance (ft)1300 1598 1136
Travel Time (s)25.3 21.8 15.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)182 231 487 158 4 110 808
Shared Lane Traffic (%)
Lane Group Flow (vph)413 0 487 158 0 114 808
Turn Type Prot NA pm+ov Prot Prot NA
Protected Phases 8 2 8 1 1 6
Permitted Phases 2
Detector Phase 8 2 8 1 1 6
Switch Phase
Minimum Initial (s)7.0 14.0 7.0 7.0 7.0 14.0
Minimum Split (s)13.0 20.0 13.0 13.0 13.0 20.0
Total Split (s)34.0 29.0 34.0 17.0 17.0 46.0
Total Split (%)42.5%36.3% 42.5% 21.3% 21.3% 57.5%
Maximum Green (s)28.7 23.2 28.7 11.4 11.4 40.2
Yellow Time (s)3.0 4.8 3.0 3.0 3.0 4.8
All-Red Time (s)2.3 1.0 2.3 2.6 2.6 1.0
Lost Time Adjust (s)-0.3 -0.8 -0.3 -0.6 -0.8
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 6.0 2.0 2.0 2.0 6.0
Minimum Gap (s)0.2 3.1 0.2 0.2 0.2 3.1
Time Before Reduce (s)0.0 15.0 0.0 0.0 0.0 15.0
Time To Reduce (s)0.0 30.0 0.0 0.0 0.0 30.0
Recall Mode None C-Max None None None C-Max
Act Effct Green (s)23.5 32.9 62.4 11.1 46.5
Actuated g/C Ratio 0.29 0.41 0.78 0.14 0.58
v/c Ratio 0.83 0.33 0.13 0.46 0.39
Control Delay 40.3 19.5 3.5 23.4 4.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
2: SR 133 & I-140/US 17 EB Ramps Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group WBL WBR NBT NBR SBU SBL SBT
Total Delay 40.3 19.5 3.5 23.4 4.3
LOS D B A C A
Approach Delay 40.3 15.6 6.7
Approach LOS D B A
Queue Length 50th (ft)188 93 19 55 35
Queue Length 95th (ft)270 147 36 m48 47
Internal Link Dist (ft)1220 1518 1056
Turn Bay Length (ft)150 275
Base Capacity (vph)616 1461 1226 265 2055
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.67 0.33 0.13 0.43 0.39
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 41 (51%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 16.6 Intersection LOS: B
Intersection Capacity Utilization 52.3%ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: SR 133 & I-140/US 17 EB Ramps
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
2: SR 133 & I-140/US 17 EB Ramps Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group WBL WBR NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (vph)125 182 569 206 4 220 573
Future Volume (vph)125 182 569 206 4 220 573
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900
Grade (%)-2%-1%0%
Storage Length (ft)0 0 150 275
Storage Lanes 1 0 1 1
Taper Length (ft)100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Frt 0.920 0.850
Flt Protected 0.980 0.950
Satd. Flow (prot)1696 0 3557 1591 0 1770 3539
Flt Permitted 0.980 0.950
Satd. Flow (perm)1696 0 3557 1591 0 1770 3539
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph)35 50 50
Link Distance (ft)1300 1598 1136
Travel Time (s)25.3 21.8 15.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)139 202 632 229 4 244 637
Shared Lane Traffic (%)
Lane Group Flow (vph)341 0 632 229 0 248 637
Turn Type Prot NA Perm Prot Prot NA
Protected Phases 8 2 1 1 6
Permitted Phases 2
Detector Phase 8 2 2 1 1 6
Switch Phase
Minimum Initial (s)7.0 14.0 14.0 7.0 7.0 14.0
Minimum Split (s)13.0 20.0 20.0 13.0 13.0 20.0
Total Split (s)27.0 32.0 32.0 21.0 21.0 53.0
Total Split (%)33.8%40.0% 40.0% 26.3% 26.3% 66.3%
Maximum Green (s)21.7 26.2 26.2 15.4 15.4 47.2
Yellow Time (s)3.0 4.8 4.8 3.0 3.0 4.8
All-Red Time (s)2.3 1.0 1.0 2.6 2.6 1.0
Lost Time Adjust (s)-0.3 -0.8 -0.8 -0.6 -0.8
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lag Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 6.0 6.0 2.0 2.0 6.0
Minimum Gap (s)0.2 3.1 3.1 0.2 0.2 3.1
Time Before Reduce (s)0.0 15.0 15.0 0.0 0.0 15.0
Time To Reduce (s)0.0 30.0 30.0 0.0 0.0 30.0
Recall Mode None C-Max C-Max None None C-Max
Act Effct Green (s)19.3 29.7 29.7 16.0 50.7
Actuated g/C Ratio 0.24 0.37 0.37 0.20 0.63
v/c Ratio 0.83 0.48 0.39 0.70 0.28
Control Delay 46.9 21.4 22.0 37.6 5.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
2: SR 133 & I-140/US 17 EB Ramps Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group WBL WBR NBT NBR SBU SBL SBT
Total Delay 46.9 21.4 22.0 37.6 5.7
LOS D C C D A
Approach Delay 46.9 21.6 14.6
Approach LOS D C B
Queue Length 50th (ft)157 128 85 127 76
Queue Length 95th (ft)#272 182 150 m#201 m73
Internal Link Dist (ft)1220 1518 1056
Turn Bay Length (ft)150 275
Base Capacity (vph)466 1319 590 354 2242
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.73 0.48 0.39 0.70 0.28
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 32 (40%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 22.8 Intersection LOS: C
Intersection Capacity Utilization 58.7%ICU Level of Service B
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: 2: SR 133 & I-140/US 17 EB Ramps
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
2: SR 133 & I-140/US 17 EB Ramps Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group WBL WBR NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (vph)164 247 485 142 4 106 735
Future Volume (vph)164 247 485 142 4 106 735
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900
Grade (%)-2%-1%0%
Storage Length (ft)0 0 150 275
Storage Lanes 1 0 1 1
Taper Length (ft)100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Frt 0.919 0.850
Flt Protected 0.980 0.950
Satd. Flow (prot)1694 0 3557 1591 0 1770 3539
Flt Permitted 0.980 0.950
Satd. Flow (perm)1694 0 3557 1591 0 1770 3539
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph)35 50 50
Link Distance (ft)1300 1598 1136
Travel Time (s)25.3 21.8 15.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)182 274 539 158 4 118 817
Shared Lane Traffic (%)
Lane Group Flow (vph)456 0 539 158 0 122 817
Turn Type Prot NA pm+ov Prot Prot NA
Protected Phases 8 2 8 1 1 6
Permitted Phases 2
Detector Phase 8 2 8 1 1 6
Switch Phase
Minimum Initial (s)7.0 14.0 7.0 7.0 7.0 14.0
Minimum Split (s)13.0 20.0 13.0 13.0 13.0 20.0
Total Split (s)34.0 29.0 34.0 17.0 17.0 46.0
Total Split (%)42.5%36.3% 42.5% 21.3% 21.3% 57.5%
Maximum Green (s)28.7 23.2 28.7 11.4 11.4 40.2
Yellow Time (s)3.0 4.8 3.0 3.0 3.0 4.8
All-Red Time (s)2.3 1.0 2.3 2.6 2.6 1.0
Lost Time Adjust (s)-0.3 -0.8 -0.3 -0.6 -0.8
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 6.0 2.0 2.0 2.0 6.0
Minimum Gap (s)0.2 3.1 0.2 0.2 0.2 3.1
Time Before Reduce (s)0.0 15.0 0.0 0.0 0.0 15.0
Time To Reduce (s)0.0 30.0 0.0 0.0 0.0 30.0
Recall Mode None C-Max None None None C-Max
Act Effct Green (s)25.1 31.3 62.4 11.1 44.9
Actuated g/C Ratio 0.31 0.39 0.78 0.14 0.56
v/c Ratio 0.86 0.39 0.13 0.50 0.41
Control Delay 42.0 21.0 3.5 24.4 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
2: SR 133 & I-140/US 17 EB Ramps Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group WBL WBR NBT NBR SBU SBL SBT
Total Delay 42.0 21.0 3.5 24.4 4.8
LOS D C A C A
Approach Delay 42.0 17.0 7.3
Approach LOS D B A
Queue Length 50th (ft)206 110 19 59 57
Queue Length 95th (ft)#315 164 36 m52 47
Internal Link Dist (ft)1220 1518 1056
Turn Bay Length (ft)150 275
Base Capacity (vph)614 1391 1231 265 1985
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.74 0.39 0.13 0.46 0.41
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 41 (51%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 18.1 Intersection LOS: B
Intersection Capacity Utilization 56.3%ICU Level of Service B
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: 2: SR 133 & I-140/US 17 EB Ramps
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
2: SR 133 & I-140/US 17 EB Ramps Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group WBL WBR NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (vph)125 194 584 206 4 255 614
Future Volume (vph)125 194 584 206 4 255 614
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900
Grade (%)-2%-1%0%
Storage Length (ft)0 0 150 275
Storage Lanes 1 0 1 1
Taper Length (ft)100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95
Frt 0.918 0.850
Flt Protected 0.981 0.950
Satd. Flow (prot)1694 0 3557 1591 0 1770 3539
Flt Permitted 0.981 0.950
Satd. Flow (perm)1694 0 3557 1591 0 1770 3539
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph)35 50 50
Link Distance (ft)1300 1598 1136
Travel Time (s)25.3 21.8 15.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)139 216 649 229 4 283 682
Shared Lane Traffic (%)
Lane Group Flow (vph)355 0 649 229 0 287 682
Turn Type Prot NA Perm Prot Prot NA
Protected Phases 8 2 1 1 6
Permitted Phases 2
Detector Phase 8 2 2 1 1 6
Switch Phase
Minimum Initial (s)7.0 14.0 14.0 7.0 7.0 14.0
Minimum Split (s)13.0 20.0 20.0 13.0 13.0 20.0
Total Split (s)27.0 32.0 32.0 21.0 21.0 53.0
Total Split (%)33.8%40.0% 40.0% 26.3% 26.3% 66.3%
Maximum Green (s)21.7 26.2 26.2 15.4 15.4 47.2
Yellow Time (s)3.0 4.8 4.8 3.0 3.0 4.8
All-Red Time (s)2.3 1.0 1.0 2.6 2.6 1.0
Lost Time Adjust (s)-0.3 -0.8 -0.8 -0.6 -0.8
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lag Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 6.0 6.0 2.0 2.0 6.0
Minimum Gap (s)0.2 3.1 3.1 0.2 0.2 3.1
Time Before Reduce (s)0.0 15.0 15.0 0.0 0.0 15.0
Time To Reduce (s)0.0 30.0 30.0 0.0 0.0 30.0
Recall Mode None C-Max C-Max None None C-Max
Act Effct Green (s)19.8 29.2 29.2 16.0 50.2
Actuated g/C Ratio 0.25 0.36 0.36 0.20 0.63
v/c Ratio 0.85 0.50 0.39 0.81 0.31
Control Delay 48.0 22.0 22.3 44.3 5.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
2: SR 133 & I-140/US 17 EB Ramps Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group WBL WBR NBT NBR SBU SBL SBT
Total Delay 48.0 22.0 22.3 44.3 5.7
LOS D C C D A
Approach Delay 48.0 22.1 17.1
Approach LOS D C B
Queue Length 50th (ft)163 135 87 148 82
Queue Length 95th (ft)#290 188 150 m#240 73
Internal Link Dist (ft)1220 1518 1056
Turn Bay Length (ft)150 275
Base Capacity (vph)465 1298 580 354 2220
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.76 0.50 0.39 0.81 0.31
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 32 (40%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 24.1 Intersection LOS: C
Intersection Capacity Utilization 61.8%ICU Level of Service B
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: 2: SR 133 & I-140/US 17 EB Ramps
APPENDIX F
CAPACITY CALCULATIONS
SR 133 and Hermitage Road
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
3: SR 133 & Hermitage Road Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 42 4 442 46 4 762
Future Vol, veh/h 42 4 442 46 4 762
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 --0 150 -
Veh in Median Storage, # 0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 47 4 491 51 4 847
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 923 491 0 0 542 0
Stage 1 491 -----
Stage 2 432 -----
Critical Hdwy 6.63 6.23 -- 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.83 -----
Follow-up Hdwy 3.519 3.319 -- 2.219 -
Pot Cap-1 Maneuver 284 577 -- 1025 -
Stage 1 614 -----
Stage 2 623 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 283 577 -- 1025 -
Mov Cap-2 Maneuver 411 -----
Stage 1 614 -----
Stage 2 621 -----
Approach WB NB SB
HCM Control Delay, s 14.7 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)-- 422 1025 -
HCM Lane V/C Ratio -- 0.121 0.004 -
HCM Control Delay (s)-- 14.7 8.5 -
HCM Lane LOS --B A -
HCM 95th %tile Q(veh)-- 0.4 0 -
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
3: SR 133 & Hermitage Road Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 58 6 612 34 4 502
Future Vol, veh/h 58 6 612 34 4 502
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 --0 150 -
Veh in Median Storage, # 0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 64 7 680 38 4 558
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 967 680 0 0 718 0
Stage 1 680 -----
Stage 2 287 -----
Critical Hdwy 6.63 6.23 -- 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.83 -----
Follow-up Hdwy 3.519 3.319 -- 2.219 -
Pot Cap-1 Maneuver 266 450 -- 881 -
Stage 1 502 -----
Stage 2 737 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 265 450 -- 881 -
Mov Cap-2 Maneuver 385 -----
Stage 1 502 -----
Stage 2 733 -----
Approach WB NB SB
HCM Control Delay, s 16.3 0 0.1
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)-- 390 881 -
HCM Lane V/C Ratio -- 0.182 0.005 -
HCM Control Delay (s)-- 16.3 9.1 -
HCM Lane LOS --C A -
HCM 95th %tile Q(veh)-- 0.7 0 -
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
3: SR 133 & Hermitage Road Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 45 4 465 49 4 801
Future Vol, veh/h 45 4 465 49 4 801
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 --0 150 -
Veh in Median Storage, # 0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 50 4 517 54 4 890
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 970 517 0 0 571 0
Stage 1 517 -----
Stage 2 453 -----
Critical Hdwy 6.63 6.23 -- 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.83 -----
Follow-up Hdwy 3.519 3.319 -- 2.219 -
Pot Cap-1 Maneuver 265 557 -- 1000 -
Stage 1 598 -----
Stage 2 608 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 264 557 -- 1000 -
Mov Cap-2 Maneuver 395 -----
Stage 1 598 -----
Stage 2 606 -----
Approach WB NB SB
HCM Control Delay, s 15.3 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)-- 405 1000 -
HCM Lane V/C Ratio -- 0.134 0.004 -
HCM Control Delay (s)-- 15.3 8.6 -
HCM Lane LOS --C A -
HCM 95th %tile Q(veh)-- 0.5 0 -
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
3: SR 133 & Hermitage Road Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 61 6 644 36 4 528
Future Vol, veh/h 61 6 644 36 4 528
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 --0 150 -
Veh in Median Storage, # 0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 68 7 716 40 4 587
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1018 716 0 0 756 0
Stage 1 716 -----
Stage 2 302 -----
Critical Hdwy 6.63 6.23 -- 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.83 -----
Follow-up Hdwy 3.519 3.319 -- 2.219 -
Pot Cap-1 Maneuver 248 429 -- 853 -
Stage 1 483 -----
Stage 2 724 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 247 429 -- 853 -
Mov Cap-2 Maneuver 369 -----
Stage 1 483 -----
Stage 2 720 -----
Approach WB NB SB
HCM Control Delay, s 17 0 0.1
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)-- 374 853 -
HCM Lane V/C Ratio -- 0.199 0.005 -
HCM Control Delay (s)-- 17 9.2 -
HCM Lane LOS --C A -
HCM 95th %tile Q(veh)-- 0.7 0 -
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
3: SR 133 & Hermitage Road Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 67 4 465 174 20 801
Future Vol, veh/h 67 4 465 174 20 801
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 --0 150 -
Veh in Median Storage, # 0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 74 4 517 193 22 890
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1006 517 0 0 710 0
Stage 1 517 -----
Stage 2 489 -----
Critical Hdwy 6.63 6.23 -- 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.83 -----
Follow-up Hdwy 3.519 3.319 -- 2.219 -
Pot Cap-1 Maneuver 252 557 -- 887 -
Stage 1 598 -----
Stage 2 583 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 246 557 -- 887 -
Mov Cap-2 Maneuver 378 -----
Stage 1 598 -----
Stage 2 568 -----
Approach WB NB SB
HCM Control Delay, s 16.7 0 0.2
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)-- 385 887 -
HCM Lane V/C Ratio -- 0.205 0.025 -
HCM Control Delay (s)-- 16.7 9.2 -
HCM Lane LOS --C A -
HCM 95th %tile Q(veh)-- 0.8 0.1 -
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
3: SR 133 & Hermitage Road Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 3.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 171 20 644 75 7 528
Future Vol, veh/h 171 20 644 75 7 528
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 --0 150 -
Veh in Median Storage, # 0 -0 --0
Grade, %0 -0 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 190 22 716 83 8 587
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1026 716 0 0 799 0
Stage 1 716 -----
Stage 2 310 -----
Critical Hdwy 6.63 6.23 -- 4.13 -
Critical Hdwy Stg 1 5.43 -----
Critical Hdwy Stg 2 5.83 -----
Follow-up Hdwy 3.519 3.319 -- 2.219 -
Pot Cap-1 Maneuver 245 429 -- 822 -
Stage 1 483 -----
Stage 2 718 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 243 429 -- 822 -
Mov Cap-2 Maneuver 367 -----
Stage 1 483 -----
Stage 2 711 -----
Approach WB NB SB
HCM Control Delay, s 26.6 0 0.1
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)-- 373 822 -
HCM Lane V/C Ratio -- 0.569 0.009 -
HCM Control Delay (s)-- 26.6 9.4 -
HCM Lane LOS --D A -
HCM 95th %tile Q(veh)-- 3.4 0 -
APPENDIX G
CAPACITY CALCULATIONS
SR 133 and Crowatan Road
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
4: SR 133 & Crowatan Road Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 0.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 10 413 31 39 757
Future Vol, veh/h 9 10 413 31 39 757
Conflicting Peds, #/hr 0 0 0 0 0 0
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 -0 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 10 11 459 34 43 841
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1403 476 0 0 493 0
Stage 1 476 -----
Stage 2 927 -----
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 154 589 -- 1071 -
Stage 1 625 -----
Stage 2 385 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 142 589 -- 1071 -
Mov Cap-2 Maneuver 142 -----
Stage 1 625 -----
Stage 2 356 -----
Approach WB NB SB
HCM Control Delay, s 21.7 0 0.4
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)-- 236 1071 -
HCM Lane V/C Ratio -- 0.089 0.04 -
HCM Control Delay (s)-- 21.7 8.5 0
HCM Lane LOS --C A A
HCM 95th %tile Q(veh)-- 0.3 0.1 -
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
4: SR 133 & Crowatan Road Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 17 37 609 9 9 487
Future Vol, veh/h 17 37 609 9 9 487
Conflicting Peds, #/hr 0 0 0 0 0 0
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 -0 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 19 41 677 10 10 541
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1243 682 0 0 687 0
Stage 1 682 -----
Stage 2 561 -----
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 193 450 -- 907 -
Stage 1 502 -----
Stage 2 571 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 190 450 -- 907 -
Mov Cap-2 Maneuver 190 -----
Stage 1 502 -----
Stage 2 562 -----
Approach WB NB SB
HCM Control Delay, s 19.1 0 0.2
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)-- 315 907 -
HCM Lane V/C Ratio -- 0.19 0.011 -
HCM Control Delay (s)-- 19.1 9 0
HCM Lane LOS --C A A
HCM 95th %tile Q(veh)-- 0.7 0 -
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
4: SR 133 & Crowatan Road Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 0.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 11 434 33 41 796
Future Vol, veh/h 9 11 434 33 41 796
Conflicting Peds, #/hr 0 0 0 0 0 0
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 -0 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 10 12 482 37 46 884
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1477 501 0 0 519 0
Stage 1 501 -----
Stage 2 976 -----
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 139 570 -- 1047 -
Stage 1 609 -----
Stage 2 365 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 127 570 -- 1047 -
Mov Cap-2 Maneuver 127 -----
Stage 1 609 -----
Stage 2 334 -----
Approach WB NB SB
HCM Control Delay, s 23 0 0.4
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)-- 222 1047 -
HCM Lane V/C Ratio -- 0.1 0.044 -
HCM Control Delay (s)-- 23 8.6 0
HCM Lane LOS --C A A
HCM 95th %tile Q(veh)-- 0.3 0.1 -
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
4: SR 133 & Crowatan Road Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 18 39 641 9 10 512
Future Vol, veh/h 18 39 641 9 10 512
Conflicting Peds, #/hr 0 0 0 0 0 0
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 -0 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 20 43 712 10 11 569
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1308 717 0 0 722 0
Stage 1 717 -----
Stage 2 591 -----
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 176 430 -- 880 -
Stage 1 484 -----
Stage 2 553 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 173 430 -- 880 -
Mov Cap-2 Maneuver 173 -----
Stage 1 484 -----
Stage 2 543 -----
Approach WB NB SB
HCM Control Delay, s 20.6 0 0.2
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)-- 293 880 -
HCM Lane V/C Ratio -- 0.216 0.013 -
HCM Control Delay (s)-- 20.6 9.1 0
HCM Lane LOS --C A A
HCM 95th %tile Q(veh)-- 0.8 0 -
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
4: SR 133 & Crowatan Road Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 9 14 436 33 56 812
Future Vol, veh/h 9 14 436 33 56 812
Conflicting Peds, #/hr 0 0 0 0 0 0
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 -0 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 10 16 484 37 62 902
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1529 503 0 0 521 0
Stage 1 503 -----
Stage 2 1026 -----
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 129 569 -- 1045 -
Stage 1 607 -----
Stage 2 346 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 114 569 -- 1045 -
Mov Cap-2 Maneuver 114 -----
Stage 1 607 -----
Stage 2 305 -----
Approach WB NB SB
HCM Control Delay, s 23.3 0 0.6
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)-- 222 1045 -
HCM Lane V/C Ratio -- 0.115 0.06 -
HCM Control Delay (s)-- 23.3 8.7 0
HCM Lane LOS --C A A
HCM 95th %tile Q(veh)-- 0.4 0.2 -
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
4: SR 133 & Crowatan Road Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 1.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 18 53 655 9 15 517
Future Vol, veh/h 18 53 655 9 15 517
Conflicting Peds, #/hr 0 0 0 0 0 0
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 -0 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 20 59 728 10 17 574
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1341 733 0 0 738 0
Stage 1 733 -----
Stage 2 608 -----
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 168 421 -- 868 -
Stage 1 475 -----
Stage 2 543 -----
Platoon blocked, %---
Mov Cap-1 Maneuver 163 421 -- 868 -
Mov Cap-2 Maneuver 163 -----
Stage 1 475 -----
Stage 2 527 -----
Approach WB NB SB
HCM Control Delay, s 21.2 0 0.3
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)-- 300 868 -
HCM Lane V/C Ratio -- 0.263 0.019 -
HCM Control Delay (s)-- 21.2 9.2 0
HCM Lane LOS --C A A
HCM 95th %tile Q(veh)--1 0.1 -
APPENDIX H
CAPACITY CALCULATIONS
Hermitage Road and Crowatan Road
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
5: Crowatan Road & Hermitage Road Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 5.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 35 4 4 19 4 13 4 4 9 49 12
Future Vol, veh/h 13 35 4 4 19 4 13 4 4 9 49 12
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 14 39 4 4 21 4 14 4 4 10 54 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 25 0 0 43 0 0 134 102 41 104 102 23
Stage 1 ------6969 -3131 -
Stage 2 ------6533 -7371 -
Critical Hdwy 4.12 -- 4.12 -- 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------ 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------ 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 -- 2.218 -- 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1589 -- 1566 -- 838 788 1030 876 788 1054
Stage 1 ------ 941 837 - 986 869 -
Stage 2 ------ 946 868 - 937 836 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1589 -- 1566 -- 776 779 1030 860 779 1054
Mov Cap-2 Maneuver ------ 776 779 - 860 779 -
Stage 1 ------ 933 829 - 977 866 -
Stage 2 ------ 873 865 - 920 828 -
Approach EB WB NB SB
HCM Control Delay, s 1.8 1.1 9.5 9.8
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)815 1589 -- 1566 -- 826
HCM Lane V/C Ratio 0.029 0.009 -- 0.003 -- 0.094
HCM Control Delay (s)9.5 7.3 0 - 7.3 0 - 9.8
HCM Lane LOS A A A -A A -A
HCM 95th %tile Q(veh)0.1 0 --0 -- 0.3
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
5: Crowatan Road & Hermitage Road Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 5.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 20 14 4 26 11 31 41 4 4 10 7
Future Vol, veh/h 4 20 14 4 26 11 31 41 4 4 10 7
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 4 22 16 4 29 12 34 46 4 4 11 8
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 41 0 0 38 0 0 91 87 30 106 89 35
Stage 1 ------3838 -4343 -
Stage 2 ------5349 -6346 -
Critical Hdwy 4.12 -- 4.12 -- 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------ 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------ 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 -- 2.218 -- 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1568 -- 1572 -- 893 803 1044 873 801 1038
Stage 1 ------ 977 863 - 971 859 -
Stage 2 ------ 960 854 - 948 857 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1568 -- 1572 -- 872 798 1044 828 796 1038
Mov Cap-2 Maneuver ------ 872 798 - 828 796 -
Stage 1 ------ 974 860 - 968 856 -
Stage 2 ------ 938 851 - 891 854 -
Approach EB WB NB SB
HCM Control Delay, s 0.8 0.7 9.8 9.3
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)837 1568 -- 1572 -- 870
HCM Lane V/C Ratio 0.101 0.003 -- 0.003 -- 0.027
HCM Control Delay (s)9.8 7.3 0 - 7.3 0 - 9.3
HCM Lane LOS A A A -A A -A
HCM 95th %tile Q(veh)0.3 0 --0 -- 0.1
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
5: Crowatan Road & Hermitage Road Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 14 37 4 4 20 4 14 4 4 9 52 13
Future Vol, veh/h 14 37 4 4 20 4 14 4 4 9 52 13
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 16 41 4 4 22 4 16 4 4 10 58 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 26 0 0 45 0 0 143 109 43 111 109 24
Stage 1 ------7575 -3232 -
Stage 2 ------6834 -7977 -
Critical Hdwy 4.12 -- 4.12 -- 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------ 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------ 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 -- 2.218 -- 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1588 -- 1563 -- 826 781 1027 867 781 1052
Stage 1 ------ 934 833 - 984 868 -
Stage 2 ------ 942 867 - 930 831 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1588 -- 1563 -- 761 771 1027 851 771 1052
Mov Cap-2 Maneuver ------ 761 771 - 851 771 -
Stage 1 ------ 925 825 - 974 865 -
Stage 2 ------ 864 864 - 912 823 -
Approach EB WB NB SB
HCM Control Delay, s 1.9 1 9.6 9.9
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)801 1588 -- 1563 -- 819
HCM Lane V/C Ratio 0.031 0.01 -- 0.003 -- 0.1
HCM Control Delay (s)9.6 7.3 0 - 7.3 0 - 9.9
HCM Lane LOS A A A -A A -A
HCM 95th %tile Q(veh)0.1 0 --0 -- 0.3
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
5: Crowatan Road & Hermitage Road Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 5.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 21 15 4 27 12 33 43 4 4 11 7
Future Vol, veh/h 4 21 15 4 27 12 33 43 4 4 11 7
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 4 23 17 4 30 13 37 48 4 4 12 8
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 43 0 0 40 0 0 95 91 32 111 93 37
Stage 1 ------4040 -4545 -
Stage 2 ------5551 -6648 -
Critical Hdwy 4.12 -- 4.12 -- 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------ 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------ 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 -- 2.218 -- 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1566 -- 1570 -- 888 799 1042 867 797 1035
Stage 1 ------ 975 862 - 969 857 -
Stage 2 ------ 957 852 - 945 855 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1566 -- 1570 -- 867 794 1042 820 792 1035
Mov Cap-2 Maneuver ------ 867 794 - 820 792 -
Stage 1 ------ 972 859 - 966 854 -
Stage 2 ------ 933 849 - 886 852 -
Approach EB WB NB SB
HCM Control Delay, s 0.7 0.7 9.8 9.3
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)833 1566 -- 1570 -- 862
HCM Lane V/C Ratio 0.107 0.003 -- 0.003 -- 0.028
HCM Control Delay (s)9.8 7.3 0 - 7.3 0 - 9.3
HCM Lane LOS A A A -A A -A
HCM 95th %tile Q(veh)0.4 0 --0 -- 0.1
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
5: Crowatan Road & Hermitage Road Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 6.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 17 37 4 4 20 4 14 4 4 9 52 28
Future Vol, veh/h 17 37 4 4 20 4 14 4 4 9 52 28
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 19 41 4 4 22 4 16 4 4 10 58 31
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 26 0 0 45 0 0 158 115 43 117 115 24
Stage 1 ------8181 -3232 -
Stage 2 ------7734 -8583 -
Critical Hdwy 4.12 -- 4.12 -- 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------ 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------ 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 -- 2.218 -- 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1588 -- 1563 -- 808 775 1027 859 775 1052
Stage 1 ------ 927 828 - 984 868 -
Stage 2 ------ 932 867 - 923 826 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1588 -- 1563 -- 730 763 1027 842 763 1052
Mov Cap-2 Maneuver ------ 730 763 - 842 763 -
Stage 1 ------ 916 818 - 972 865 -
Stage 2 ------ 841 864 - 903 816 -
Approach EB WB NB SB
HCM Control Delay, s 2.1 1 9.8 9.8
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)777 1588 -- 1563 -- 844
HCM Lane V/C Ratio 0.031 0.012 -- 0.003 -- 0.117
HCM Control Delay (s)9.8 7.3 0 - 7.3 0 - 9.8
HCM Lane LOS A A A -A A -A
HCM 95th %tile Q(veh)0.1 0 --0 -- 0.4
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
5: Crowatan Road & Hermitage Road Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 21 15 4 27 12 33 43 4 4 11 12
Future Vol, veh/h 16 21 15 4 27 12 33 43 4 4 11 12
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 18 23 17 4 30 13 37 48 4 4 12 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 43 0 0 40 0 0 125 119 32 139 121 37
Stage 1 ------6868 -4545 -
Stage 2 ------5751 -9476 -
Critical Hdwy 4.12 -- 4.12 -- 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------ 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------ 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 -- 2.218 -- 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1566 -- 1570 -- 849 771 1042 831 769 1035
Stage 1 ------ 942 838 - 969 857 -
Stage 2 ------ 955 852 - 913 832 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1566 -- 1570 -- 818 759 1042 779 757 1035
Mov Cap-2 Maneuver ------ 818 759 - 779 757 -
Stage 1 ------ 931 828 - 957 854 -
Stage 2 ------ 926 849 - 846 822 -
Approach EB WB NB SB
HCM Control Delay, s 2.3 0.7 10.1 9.3
HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)793 1566 -- 1570 -- 864
HCM Lane V/C Ratio 0.112 0.011 -- 0.003 -- 0.035
HCM Control Delay (s)10.1 7.3 0 - 7.3 0 - 9.3
HCM Lane LOS B A A -A A -A
HCM 95th %tile Q(veh)0.4 0 --0 -- 0.1
APPENDIX I
CAPACITY CALCULATIONS
Hermitage Road and Site Drive 1
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
6: Site Drive 1 & Hermitage Road Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 108 86 4 56 15 4
Future Vol, veh/h 108 86 4 56 15 4
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length ----0 -
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 120 96 4 62 17 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 216 0 238 168
Stage 1 ---- 168 -
Stage 2 ----70 -
Critical Hdwy -- 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ---- 5.42 -
Critical Hdwy Stg 2 ---- 5.42 -
Follow-up Hdwy -- 2.218 - 3.518 3.318
Pot Cap-1 Maneuver -- 1354 - 750 876
Stage 1 ---- 862 -
Stage 2 ---- 953 -
Platoon blocked, %---
Mov Cap-1 Maneuver -- 1354 - 748 876
Mov Cap-2 Maneuver ---- 748 -
Stage 1 ---- 862 -
Stage 2 ---- 950 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 9.8
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)772 -- 1354 -
HCM Lane V/C Ratio 0.027 -- 0.003 -
HCM Control Delay (s)9.8 -- 7.7 0
HCM Lane LOS A --A A
HCM 95th %tile Q(veh)0.1 --0 -
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
6: Site Drive 1 & Hermitage Road Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 55 27 4 115 76 4
Future Vol, veh/h 55 27 4 115 76 4
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length ----0 -
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 61 30 4 128 84 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 91 0 212 76
Stage 1 ----76 -
Stage 2 ---- 136 -
Critical Hdwy -- 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ---- 5.42 -
Critical Hdwy Stg 2 ---- 5.42 -
Follow-up Hdwy -- 2.218 - 3.518 3.318
Pot Cap-1 Maneuver -- 1504 - 776 985
Stage 1 ---- 947 -
Stage 2 ---- 890 -
Platoon blocked, %---
Mov Cap-1 Maneuver -- 1504 - 774 985
Mov Cap-2 Maneuver ---- 774 -
Stage 1 ---- 947 -
Stage 2 ---- 887 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 10.2
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)782 -- 1504 -
HCM Lane V/C Ratio 0.114 -- 0.003 -
HCM Control Delay (s)10.2 -- 7.4 0
HCM Lane LOS B --A A
HCM 95th %tile Q(veh)0.4 --0 -
APPENDIX J
CAPACITY CALCULATIONS
Hermitage Road and Site Drive 2
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
7: Site Drive 2 & Hermitage Road Timing Plan: AM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 54 55 12 50 9 4
Future Vol, veh/h 54 55 12 50 9 4
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length ----0 -
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 60 61 13 56 10 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 121 0 173 91
Stage 1 ----91 -
Stage 2 ----82 -
Critical Hdwy -- 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ---- 5.42 -
Critical Hdwy Stg 2 ---- 5.42 -
Follow-up Hdwy -- 2.218 - 3.518 3.318
Pot Cap-1 Maneuver -- 1467 - 817 967
Stage 1 ---- 933 -
Stage 2 ---- 941 -
Platoon blocked, %---
Mov Cap-1 Maneuver -- 1467 - 810 967
Mov Cap-2 Maneuver ---- 810 -
Stage 1 ---- 933 -
Stage 2 ---- 933 -
Approach EB WB NB
HCM Control Delay, s 0 1.4 9.3
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)853 -- 1467 -
HCM Lane V/C Ratio 0.017 -- 0.009 -
HCM Control Delay (s)9.3 -- 7.5 0
HCM Lane LOS A --A A
HCM 95th %tile Q(veh)0.1 --0 -
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
7: Site Drive 2 & Hermitage Road Timing Plan: PM Peak Hour
HCM 6th TWSC Synchro 10 Report
RKA Page 1
Intersection
Int Delay, s/veh 3.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 41 17 4 68 48 11
Future Vol, veh/h 41 17 4 68 48 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length ----0 -
Veh in Median Storage, # 0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 46 19 4 76 53 12
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 65 0 140 56
Stage 1 ----56 -
Stage 2 ----84 -
Critical Hdwy -- 4.12 - 6.42 6.22
Critical Hdwy Stg 1 ---- 5.42 -
Critical Hdwy Stg 2 ---- 5.42 -
Follow-up Hdwy -- 2.218 - 3.518 3.318
Pot Cap-1 Maneuver -- 1537 - 853 1011
Stage 1 ---- 967 -
Stage 2 ---- 939 -
Platoon blocked, %---
Mov Cap-1 Maneuver -- 1537 - 850 1011
Mov Cap-2 Maneuver ---- 850 -
Stage 1 ---- 967 -
Stage 2 ---- 936 -
Approach EB WB NB
HCM Control Delay, s 0 0.4 9.4
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)876 -- 1537 -
HCM Lane V/C Ratio 0.075 -- 0.003 -
HCM Control Delay (s)9.4 -- 7.3 0
HCM Lane LOS A --A A
HCM 95th %tile Q(veh)0.2 --0 -
APPENDIX K
SIMTRAFFIC QUE UING REPORTS
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
Existing (2020)AM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Movement EB EB EB WB WB WB NB NB NB NB SB SB
Directions Served L T R L T R L T T R L T
Maximum Queue (ft)52 58 91 197 173 101 91 152 139 88 152 120
Average Queue (ft)17 18 32 89 68 38 35 50 22 21 69 55
95th Queue (ft)46 48 71 164 131 77 72 108 77 59 123 108
Link Distance (ft)1062 1030 1063 1063 1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 150 225 225 250 175 300
Storage Blk Time (%)0 0 0
Queuing Penalty (veh)1 0 0
Intersection: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Movement SB SB
Directions Served T R
Maximum Queue (ft)136 26
Average Queue (ft)60 3
95th Queue (ft)118 14
Link Distance (ft)1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)175
Storage Blk Time (%)0
Queuing Penalty (veh)0
Intersection: 2: SR 133 & I-140/US 17 EB Ramps
Movement WB NB NB NB SB SB SB
Directions Served LR T T R UL T T
Maximum Queue (ft)302 147 119 50 79 106 107
Average Queue (ft)174 58 35 8 38 33 44
95th Queue (ft)278 114 85 32 69 76 84
Link Distance (ft)1240 1563 1563 1063 1063
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 275
Storage Blk Time (%)0
Queuing Penalty (veh)0
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
Existing (2020)AM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 2
Intersection: 3: SR 133 & Hermitage Road
Movement WB SB
Directions Served LR L
Maximum Queue (ft)55 25
Average Queue (ft)15 1
95th Queue (ft)37 12
Link Distance (ft)2742
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: SR 133 & Crowatan Road
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft)36 10 129
Average Queue (ft)13 0 15
95th Queue (ft)33 7 59
Link Distance (ft)2094 3917 1012
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Crowatan Road & Hermitage Road
Movement EB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft)5 35 50
Average Queue (ft)0 15 29
95th Queue (ft)5 40 45
Link Distance (ft)849 1299 2003
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
Queuing and Blocking Report PM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Movement EB EB EB WB WB WB NB NB NB NB SB SB
Directions Served L T R L T R L T T R L T
Maximum Queue (ft)59 220 225 186 30 63 26 159 112 80 121 127
Average Queue (ft)15 52 121 95 2 18 2 64 32 15 58 50
95th Queue (ft)45 166 203 162 14 51 14 128 86 50 105 100
Link Distance (ft)1062 1030 1063 1063 1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 150 225 225 250 175 300
Storage Blk Time (%)2 6
Queuing Penalty (veh)4 3
Intersection: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Movement SB SB
Directions Served T R
Maximum Queue (ft)106 9
Average Queue (ft)38 0
95th Queue (ft)81 4
Link Distance (ft)1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)175
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: SR 133 & I-140/US 17 EB Ramps
Movement WB NB NB NB SB SB SB
Directions Served LR T T R UL T T
Maximum Queue (ft)286 190 156 108 167 76 83
Average Queue (ft)155 90 58 28 80 23 34
95th Queue (ft)245 162 127 75 145 62 71
Link Distance (ft)1240 1563 1563 1063 1063
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 275
Storage Blk Time (%)0
Queuing Penalty (veh)0
Hermitage Road Flex Park - New Hanover County, NC Existing (2020)
Queuing and Blocking Report PM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 2
Intersection: 3: SR 133 & Hermitage Road
Movement WB SB
Directions Served LR L
Maximum Queue (ft)63 26
Average Queue (ft)19 2
95th Queue (ft)44 13
Link Distance (ft)2742
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: SR 133 & Crowatan Road
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)57 56
Average Queue (ft)28 4
95th Queue (ft)52 25
Link Distance (ft)2094 1012
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Crowatan Road & Hermitage Road
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft)10 5 60 31
Average Queue (ft)0 0 32 14
95th Queue (ft)6 3 53 37
Link Distance (ft)849 1309 1299 2003
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 7
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
Queuing and Blocking Report AM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Movement EB EB EB WB WB WB NB NB NB NB SB SB
Directions Served L T R L T R L T T R L T
Maximum Queue (ft)75 62 87 164 159 104 179 143 122 106 215 161
Average Queue (ft)22 18 32 96 79 32 72 63 36 27 113 77
95th Queue (ft)56 49 71 153 133 73 134 121 97 75 190 137
Link Distance (ft)1062 1030 1063 1063 1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 150 225 225 250 175 300
Storage Blk Time (%)0 0
Queuing Penalty (veh)0 0
Intersection: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Movement SB SB
Directions Served T R
Maximum Queue (ft)170 38
Average Queue (ft)81 5
95th Queue (ft)145 21
Link Distance (ft)1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)175
Storage Blk Time (%)0
Queuing Penalty (veh)0
Intersection: 2: SR 133 & I-140/US 17 EB Ramps
Movement WB NB NB NB SB SB SB
Directions Served LR T T R UL T T
Maximum Queue (ft)342 152 135 76 166 110 117
Average Queue (ft)188 82 52 20 74 32 45
95th Queue (ft)303 142 106 54 135 81 96
Link Distance (ft)1240 1563 1563 1063 1063
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 275
Storage Blk Time (%)0
Queuing Penalty (veh)0
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
Queuing and Blocking Report AM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 2
Intersection: 3: SR 133 & Hermitage Road
Movement WB SB
Directions Served LR L
Maximum Queue (ft)58 15
Average Queue (ft)17 1
95th Queue (ft)40 10
Link Distance (ft)2742
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: SR 133 & Crowatan Road
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)36 118
Average Queue (ft)12 17
95th Queue (ft)33 66
Link Distance (ft)2094 1012
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Crowatan Road & Hermitage Road
Movement EB NB SB
Directions Served LTR LTR LTR
Maximum Queue (ft)5 39 52
Average Queue (ft)0 13 27
95th Queue (ft)4 38 44
Link Distance (ft)849 1299 2003
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
Queuing and Blocking Report PM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Movement EB EB EB WB WB WB NB NB NB NB SB SB
Directions Served L T R L T R L T T R L T
Maximum Queue (ft)140 400 250 210 26 71 31 173 140 88 192 129
Average Queue (ft)16 123 151 96 3 18 3 68 37 21 96 54
95th Queue (ft)52 380 266 171 15 50 17 141 106 60 167 112
Link Distance (ft)1062 1030 1063 1063 1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 150 225 225 250 175 300
Storage Blk Time (%)2 25 0 0 0
Queuing Penalty (veh)4 12 0 0 0
Intersection: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Movement SB SB
Directions Served T R
Maximum Queue (ft)120 10
Average Queue (ft)50 1
95th Queue (ft)105 5
Link Distance (ft)1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)175
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: SR 133 & I-140/US 17 EB Ramps
Movement WB NB NB NB SB SB SB
Directions Served LR T T R UL T T
Maximum Queue (ft)272 182 188 161 293 82 102
Average Queue (ft)162 112 83 79 140 30 40
95th Queue (ft)251 171 155 135 250 69 81
Link Distance (ft)1240 1563 1563 1063 1063
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 275
Storage Blk Time (%)0 0 2
Queuing Penalty (veh)1 1 4
Hermitage Road Flex Park - New Hanover County, NC No-Build (2025)
Queuing and Blocking Report PM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 2
Intersection: 3: SR 133 & Hermitage Road
Movement WB SB
Directions Served LR L
Maximum Queue (ft)65 25
Average Queue (ft)23 1
95th Queue (ft)50 10
Link Distance (ft)2742
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: SR 133 & Crowatan Road
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)71 103
Average Queue (ft)26 6
95th Queue (ft)51 39
Link Distance (ft)2094 1012
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Crowatan Road & Hermitage Road
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft)5 5 70 30
Average Queue (ft)0 0 34 16
95th Queue (ft)4 4 58 38
Link Distance (ft)849 1309 1299 2003
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 23
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
Queuing and Blocking Report AM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Movement EB EB EB WB WB WB NB NB NB NB SB SB
Directions Served L T R L T R L T T R L T
Maximum Queue (ft)58 58 83 216 159 89 144 151 134 103 221 157
Average Queue (ft)22 16 36 96 73 38 63 61 44 27 119 84
95th Queue (ft)53 46 73 169 134 79 123 121 100 69 200 142
Link Distance (ft)1062 1030 1063 1063 1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 150 225 225 250 175 300
Storage Blk Time (%)0 0
Queuing Penalty (veh)1 0
Intersection: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Movement SB SB
Directions Served T R
Maximum Queue (ft)174 44
Average Queue (ft)91 7
95th Queue (ft)154 25
Link Distance (ft)1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)175
Storage Blk Time (%)0
Queuing Penalty (veh)0
Intersection: 2: SR 133 & I-140/US 17 EB Ramps
Movement WB NB NB NB SB SB SB
Directions Served LR T T R UL T T
Maximum Queue (ft)406 172 141 74 163 125 132
Average Queue (ft)198 88 62 24 80 38 52
95th Queue (ft)319 148 118 58 145 96 106
Link Distance (ft)1240 1563 1563 1063 1063
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 275
Storage Blk Time (%)0
Queuing Penalty (veh)0
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
Queuing and Blocking Report AM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 2
Intersection: 3: SR 133 & Hermitage Road
Movement WB NB SB
Directions Served LR R L
Maximum Queue (ft)71 4 28
Average Queue (ft)23 0 5
95th Queue (ft)54 3 22
Link Distance (ft)2738 1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: SR 133 & Crowatan Road
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)58 138
Average Queue (ft)16 24
95th Queue (ft)41 84
Link Distance (ft)2094 1012
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Crowatan Road & Hermitage Road
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft)5 5 38 52
Average Queue (ft)0 0 16 29
95th Queue (ft)4 0 41 45
Link Distance (ft)855 1309 1299 2003
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
Queuing and Blocking Report AM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 3
Intersection: 6: Site Drive 1 & Hermitage Road
Movement WB NB
Directions Served LT LR
Maximum Queue (ft)10 35
Average Queue (ft)1 13
95th Queue (ft)7 37
Link Distance (ft)561 1116
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Site Drive 2 & Hermitage Road
Movement WB NB
Directions Served LT LR
Maximum Queue (ft)25 29
Average Queue (ft)1 9
95th Queue (ft)8 31
Link Distance (ft)855 1140
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
Queuing and Blocking Report PM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Movement EB EB EB WB WB WB NB NB NB NB SB SB
Directions Served L T R L T R L T T R L T
Maximum Queue (ft)99 312 248 197 30 75 34 167 124 84 220 137
Average Queue (ft)17 78 144 91 3 24 4 66 38 21 113 66
95th Queue (ft)62 242 239 162 18 61 18 135 97 59 189 117
Link Distance (ft)1062 1030 1063 1063 1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 150 225 225 250 175 300
Storage Blk Time (%)1 15 0
Queuing Penalty (veh)3 8 0
Intersection: 1: SR 133 & Centennial Drive/I-140/US 17 WB Ramps
Movement SB SB
Directions Served T R
Maximum Queue (ft)117 9
Average Queue (ft)52 0
95th Queue (ft)96 4
Link Distance (ft)1678
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)175
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: SR 133 & I-140/US 17 EB Ramps
Movement WB NB NB NB SB SB SB
Directions Served LR T T R UL T T
Maximum Queue (ft)296 170 187 174 307 86 96
Average Queue (ft)170 110 93 84 161 34 45
95th Queue (ft)271 165 161 150 270 78 84
Link Distance (ft)1240 1563 1563 1063 1063
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150 275
Storage Blk Time (%)1 1 1
Queuing Penalty (veh)1 2 5
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
Queuing and Blocking Report PM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 2
Intersection: 3: SR 133 & Hermitage Road
Movement WB SB
Directions Served LR L
Maximum Queue (ft)184 27
Average Queue (ft)63 3
95th Queue (ft)128 16
Link Distance (ft)2738
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: SR 133 & Crowatan Road
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)71 120
Average Queue (ft)30 11
95th Queue (ft)58 66
Link Distance (ft)2094 1012
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Crowatan Road & Hermitage Road
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft)11 5 64 35
Average Queue (ft)1 0 32 17
95th Queue (ft)9 4 57 39
Link Distance (ft)855 1309 1299 2003
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Hermitage Road Flex Park - New Hanover County, NC Build (2025)
Queuing and Blocking Report PM Peak Hour
Hermitage Road Flex Park - New Hanover County, NC SimTraffic Report
RKA Page 3
Intersection: 6: Site Drive 1 & Hermitage Road
Movement NB
Directions Served LR
Maximum Queue (ft)61
Average Queue (ft)33
95th Queue (ft)54
Link Distance (ft)1116
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Site Drive 2 & Hermitage Road
Movement NB
Directions Served LR
Maximum Queue (ft)57
Average Queue (ft)28
95th Queue (ft)50
Link Distance (ft)1140
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 19
APPENDIX L
TURN LANE NOMOGRAPHS
AM Peak PM Peak
Right Turning Traffic (Horizontal Axis)17 16
Opposing Volume (Vertical Axis)24 40
1800
1600
1400
1200
1000
800
600
400
200
0 50 100 150 200 250 300 350 400 450 500 550 600
30 MPH = 75'
35 MPH = 75'
40 MPH = 100'
45 MPH = 100'
50 MPH = 100'
55 MPH = 150'
60 MPH = 200'
RIGHT TURN LANE STORAGE CALCULATION:
V:=+
V_R:
RIGHT TURN
TAPER DESIGN
SPEED
}*SPECIAL HIGH SPEED DESIGN REQUIRED. SEE ROADWAY DESIGN MANUAL FIGURE 1
*STORAGE LENGTH(S) DOES NOT INCLUDE DECELERATION LENGTH
60
V_R: RIGHT TURNING VOLUMN (VPH)
V_L: LEFT TURNING VOLUMN (VPH)Note: Where adjacent signalization may provide
opportunities for gaps In the traffic stream a
reduction in the above storage values
can be considered on a case by case basis.
NO TURN LANES WARRANTED FOR ROADS WITH LESS THAN 4,000 AADT
RIGHT TURNING TRAFFIC
Enter Values Here
OPPOSING VOLUMNE (VPH)ADJACENT VOLUME RIGHT TURN VOLUME (*100 VPH MINIMUM)
Build (2025) - Hermitage Road and Crowatan Road
Eastbound Left Turn Lane Warrant Left
AM Peak PM Peak
Right Turning Traffic (Horizontal Axis)2 15
Opposing Volume (Vertical Axis)56 52
1800
1600
1400
1200
1000
800
600
400
200
0 50 100 150 200 250 300 350 400 450 500 550 600
30 MPH = 75'
35 MPH = 75'
40 MPH = 100'
45 MPH = 100'
50 MPH = 100'
55 MPH = 150'
60 MPH = 200'
RIGHT TURN LANE STORAGE CALCULATION:
V:=+
V_R:RIGHT TURNING TRAFFIC
Enter Values Here
OPPOSING VOLUMNE (VPH)ADJACENT VOLUME RIGHT TURN VOLUME (*100 VPH MINIMUM)
RIGHT TURN
TAPER DESIGN
SPEED
}*SPECIAL HIGH SPEED DESIGN REQUIRED. SEE ROADWAY DESIGN MANUAL FIGURE 1
*STORAGE LENGTH(S) DOES NOT INCLUDE DECELERATION LENGTH
60
V_R: RIGHT TURNING VOLUMN (VPH)
V_L: LEFT TURNING VOLUMN (VPH)Note: Where adjacent signalization may provide
opportunities for gaps In the traffic stream a
reduction in the above storage values
can be considered on a case by case basis.
NO TURN LANES WARRANTED FOR ROADS WITH LESS THAN 4,000 AADT
AM Peak PM Peak
Right Turning Traffic (Horizontal Axis)0 1
Opposing Volume (Vertical Axis)24 40
1800
1600
1400
1200
1000
800
600
400
200
0 50 100 150 200 250 300 350 400 450 500 550 600
30 MPH = 75'
35 MPH = 75'
40 MPH = 100'
45 MPH = 100'
50 MPH = 100'
55 MPH = 150'
60 MPH = 200'
RIGHT TURN LANE STORAGE CALCULATION:
V:=+
V_R:RIGHT TURNING TRAFFIC
Enter Values Here
OPPOSING VOLUMNE (VPH)ADJACENT VOLUME RIGHT TURN VOLUME (*100 VPH MINIMUM)
RIGHT TURN
TAPER DESIGN
SPEED
}*SPECIAL HIGH SPEED DESIGN REQUIRED. SEE ROADWAY DESIGN MANUAL FIGURE 1
*STORAGE LENGTH(S) DOES NOT INCLUDE DECELERATION LENGTH
60
V_R: RIGHT TURNING VOLUMN (VPH)
V_L: LEFT TURNING VOLUMN (VPH)Note: Where adjacent signalization may provide
opportunities for gaps In the traffic stream a
reduction in the above storage values
can be considered on a case by case basis.
NO TURN LANES WARRANTED FOR ROADS WITH LESS THAN 4,000 AADT
Hermitage Road and Crowatan Road
Build (2025) Westbound Left Turn Lane Warrant Left
AM Peak PM Peak
Right Turning Traffic (Horizontal Axis)4 12
Opposing Volume (Vertical Axis)24 40
1800
1600
1400
1200
1000
800
600
400
200
0 50 100 150 200 250 300 350 400 450 500 550 600
30 MPH = 75'
35 MPH = 75'
40 MPH = 100'
45 MPH = 100'
50 MPH = 100'
55 MPH = 150'
60 MPH = 200'
RIGHT TURN LANE STORAGE CALCULATION:
V:=+
V_R:RIGHT TURNING TRAFFIC
Enter Values Here
OPPOSING VOLUMNE (VPH)ADJACENT VOLUME RIGHT TURN VOLUME (*100 VPH MINIMUM)
RIGHT TURN
TAPER DESIGN
SPEED
}*SPECIAL HIGH SPEED DESIGN REQUIRED. SEE ROADWAY DESIGN MANUAL FIGURE 1
*STORAGE LENGTH(S) DOES NOT INCLUDE DECELERATION LENGTH
60
V_R: RIGHT TURNING VOLUMN (VPH)
V_L: LEFT TURNING VOLUMN (VPH)Note: Where adjacent signalization may provide
opportunities for gaps In the traffic stream a
reduction in the above storage values
can be considered on a case by case basis.
NO TURN LANES WARRANTED FOR ROADS WITH LESS THAN 4,000 AADT
Hermitage Road and Crowatan Road
Build (2025) Westbound Right Turn Lane Warrant
AM Peak PM Peak
Right Turning Traffic (Horizontal Axis)33 9
Opposing Volume (Vertical Axis)469 664
1800
1600
1400
1200
1000
800
600
400
200
0 50 100 150 200 250 300 350 400 450 500 550 600
30 MPH = 75'
35 MPH = 75'
40 MPH = 100'
45 MPH = 100'
50 MPH = 100'
55 MPH = 150'
60 MPH = 200'
RIGHT TURN LANE STORAGE CALCULATION:
V:=+
V_R:
RIGHT TURN
TAPER DESIGN
SPEED
}*SPECIAL HIGH SPEED DESIGN REQUIRED. SEE ROADWAY DESIGN MANUAL FIGURE 1
*STORAGE LENGTH(S) DOES NOT INCLUDE DECELERATION LENGTH
60
V_R: RIGHT TURNING VOLUMN (VPH)
V_L: LEFT TURNING VOLUMN (VPH)Note: Where adjacent signalization may provide
opportunities for gaps In the traffic stream a
reduction in the above storage values
can be considered on a case by case basis.
NO TURN LANES WARRANTED FOR ROADS WITH LESS THAN 4,000 AADT
RIGHT TURNING TRAFFIC
Enter Values Here
OPPOSING VOLUMNE (VPH)ADJACENT VOLUME RIGHT TURN VOLUME (*100 VPH MINIMUM)
AM Peak PM Peak
Right Turning Traffic (Horizontal Axis)56 15
Opposing Volume (Vertical Axis)469 664
1800
1600
1400
1200
1000
800
600
400
200
0 50 100 150 200 250 300 350 400 450 500 550 600
30 MPH = 75'
35 MPH = 75'
40 MPH = 100'
45 MPH = 100'
50 MPH = 100'
55 MPH = 150'
60 MPH = 200'
RIGHT TURN LANE STORAGE CALCULATION:
V:=+
V_R:
RIGHT TURN
TAPER DESIGN
SPEED
}*SPECIAL HIGH SPEED DESIGN REQUIRED. SEE ROADWAY DESIGN MANUAL FIGURE 1
*STORAGE LENGTH(S) DOES NOT INCLUDE DECELERATION LENGTH
60
V_R: RIGHT TURNING VOLUMN (VPH)
V_L: LEFT TURNING VOLUMN (VPH)Note: Where adjacent signalization may provide
opportunities for gaps In the traffic stream a
reduction in the above storage values
can be considered on a case by case basis.
NO TURN LANES WARRANTED FOR ROADS WITH LESS THAN 4,000 AADT
RIGHT TURNING TRAFFIC
Enter Values Here
OPPOSING VOLUMNE (VPH)ADJACENT VOLUME RIGHT TURN VOLUME (*100 VPH MINIMUM)
Build (2025) - SR 133 and Crowatan Road
Southbound Left Turn Lane Warrant
Left
AM Peak PM Peak
Right Turning Traffic (Horizontal Axis)86 27
Opposing Volume (Vertical Axis)194 82
1800
1600
1400
1200
1000
800
600
400
200
0 50 100 150 200 250 300 350 400 450 500 550 600
30 MPH = 75'
35 MPH = 75'
40 MPH = 100'
45 MPH = 100'
50 MPH = 100'
55 MPH = 150'
60 MPH = 200'
RIGHT TURN LANE STORAGE CALCULATION:
V:=+
V_R:RIGHT TURNING TRAFFIC
Enter Values Here
OPPOSING VOLUMNE (VPH)ADJACENT VOLUME RIGHT TURN VOLUME (*100 VPH MINIMUM)
RIGHT TURN
TAPER DESIGN
SPEED
}*SPECIAL HIGH SPEED DESIGN REQUIRED. SEE ROADWAY DESIGN MANUAL FIGURE 1
*STORAGE LENGTH(S) DOES NOT INCLUDE DECELERATION LENGTH
60
V_R: RIGHT TURNING VOLUMN (VPH)
V_L: LEFT TURNING VOLUMN (VPH)Note: Where adjacent signalization may provide
opportunities for gaps In the traffic stream a
reduction in the above storage values
can be considered on a case by case basis.
NO TURN LANES WARRANTED FOR ROADS WITH LESS THAN 4,000 AADT
Build (2025) - Site Drive 1
Eastbound Right Turn Lane Warrant
AM Peak PM Peak
Right Turning Traffic (Horizontal Axis)3 1
Opposing Volume (Vertical Axis)194 82
1800
1600
1400
1200
1000
800
600
400
200
0 50 100 150 200 250 300 350 400 450 500 550 600
30 MPH = 75'
35 MPH = 75'
40 MPH = 100'
45 MPH = 100'
50 MPH = 100'
55 MPH = 150'
60 MPH = 200'
RIGHT TURN LANE STORAGE CALCULATION:
V:=+
V_R:RIGHT TURNING TRAFFIC
Enter Values Here
OPPOSING VOLUMNE (VPH)ADJACENT VOLUME RIGHT TURN VOLUME (*100 VPH MINIMUM)
RIGHT TURN
TAPER DESIGN
SPEED
}*SPECIAL HIGH SPEED DESIGN REQUIRED. SEE ROADWAY DESIGN MANUAL FIGURE 1
*STORAGE LENGTH(S) DOES NOT INCLUDE DECELERATION LENGTH
60
V_R: RIGHT TURNING VOLUMN (VPH)
V_L: LEFT TURNING VOLUMN (VPH)Note: Where adjacent signalization may provide
opportunities for gaps In the traffic stream a
reduction in the above storage values
can be considered on a case by case basis.
NO TURN LANES WARRANTED FOR ROADS WITH LESS THAN 4,000 AADT
Build (2025) - Site Drive 1
Westbound Left Turn Lane Warrant
Left
AM Peak PM Peak
Right Turning Traffic (Horizontal Axis)55 17
Opposing Volume (Vertical Axis)109 58
1800
1600
1400
1200
1000
800
600
400
200
0 50 100 150 200 250 300 350 400 450 500 550 600
30 MPH = 75'
35 MPH = 75'
40 MPH = 100'
45 MPH = 100'
50 MPH = 100'
55 MPH = 150'
60 MPH = 200'
RIGHT TURN LANE STORAGE CALCULATION:
V:=+
V_R:RIGHT TURNING TRAFFIC
Enter Values Here
OPPOSING VOLUMNE (VPH)ADJACENT VOLUME RIGHT TURN VOLUME (*100 VPH MINIMUM)
RIGHT TURN
TAPER DESIGN
SPEED
}*SPECIAL HIGH SPEED DESIGN REQUIRED. SEE ROADWAY DESIGN MANUAL FIGURE 1
*STORAGE LENGTH(S) DOES NOT INCLUDE DECELERATION LENGTH
60
V_R: RIGHT TURNING VOLUMN (VPH)
V_L: LEFT TURNING VOLUMN (VPH)Note: Where adjacent signalization may provide
opportunities for gaps In the traffic stream a
reduction in the above storage values
can be considered on a case by case basis.
NO TURN LANES WARRANTED FOR ROADS WITH LESS THAN 4,000 AADT
Build (2025) - Site Drive 2 East-
bound Right Turn Lane Warrant
AM Peak PM Peak
Right Turning Traffic (Horizontal Axis)50 68
Opposing Volume (Vertical Axis)109 58
1800
1600
1400
1200
1000
800
600
400
200
0 50 100 150 200 250 300 350 400 450 500 550 600
30 MPH = 75'
35 MPH = 75'
40 MPH = 100'
45 MPH = 100'
50 MPH = 100'
55 MPH = 150'
60 MPH = 200'
RIGHT TURN LANE STORAGE CALCULATION:
V:=+
V_R:RIGHT TURNING TRAFFIC
Enter Values Here
OPPOSING VOLUMNE (VPH)ADJACENT VOLUME RIGHT TURN VOLUME (*100 VPH MINIMUM)
RIGHT TURN
TAPER DESIGN
SPEED
}*SPECIAL HIGH SPEED DESIGN REQUIRED. SEE ROADWAY DESIGN MANUAL FIGURE 1
*STORAGE LENGTH(S) DOES NOT INCLUDE DECELERATION LENGTH
60
V_R: RIGHT TURNING VOLUMN (VPH)
V_L: LEFT TURNING VOLUMN (VPH)Note: Where adjacent signalization may provide
opportunities for gaps In the traffic stream a
reduction in the above storage values
can be considered on a case by case basis.
NO TURN LANES WARRANTED FOR ROADS WITH LESS THAN 4,000 AADT
Build (2025) - Site Drive 2 West-
bound Left Turn Lane Warrant
Left