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TRANSPORTATION IMPACT ANALYSIS
November 28, 2018
BRC Castle Hayne Development
New Hanover County, NC
Prepared for Blue Ridge Companies
Project #: 180243
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 1
BRC Castle Hayne – Transportation Impact Analysis
Prepared for Blue Ridge Companies
New Hanover County, NC
November 28, 2018
Table of Contents
1.0 Introduction ............................................................................................................. 2
Figure 1 – Site Plan ..................................................................................................... 3
Figure 2 – Vicinity Map ................................................................................................ 4
2.0 Existing Conditions ................................................................................................ 5
2.1 Inventory ................................................................................................................ 5
2.2 Existing Traffic Volumes ........................................................................................ 5
Figure 3 – Existing Lane Geometry ............................................................................. 6
Figure 4 – 2018 Existing Traffic Volumes .................................................................... 7
3.0 Approved Developments and Committed Improvements ................................... 8
3.1 Approved Developments ........................................................................................ 8
3.2 Committed Improvements ...................................................................................... 8
4.0 Methodology ........................................................................................................... 9
4.1 Base Assumptions and Standards ......................................................................... 9
5.0 Capacity Analysis ................................................................................................. 10
5.1 Level of Service Evaluation Criteria ..................................................................... 10
6.0 2021 Phase 1 Build Conditions ........................................................................... 11
6.1 Trip Generation .................................................................................................... 11
6.2 Trip Distribution .................................................................................................... 11
6.3 2021 Future No Build Traffic ................................................................................ 11
6.4 2021 Phase 1 Build Total Traffic .......................................................................... 11
Figure 5 – Phase 1 Trip Distribution .......................................................................... 12
Figure 6 – 2021 Future No Build Volumes ................................................................. 13
Figure 7 – Phase 1 Site Trips .................................................................................... 14
Figure 8 – 2021 Phase 1 Build Volumes .................................................................... 15
6.5 Phase 1 Discussion of Results ............................................................................ 16
Figure 9 – Phase 1 Recommended Improvements.................................................... 18
7.0 2023 Full Build Conditions ................................................................................... 19
7.1 Trip Generation .................................................................................................... 19
7.2 Trip Distribution .................................................................................................... 19
7.3 2023 Future No Build Traffic ................................................................................ 19
7.4 2023 Full Build Total Traffic ................................................................................. 19
Figure 10 – Full Build Trip Distribution ....................................................................... 20
Figure 11 – 2023 Future No Build Volumes ............................................................... 21
Figure 12 – Full Build Site Trips ................................................................................. 22
Figure 13 – 2023 Full Build Volumes ......................................................................... 23
7.5 Full Build Discussion of Results ........................................................................... 24
8.0 Queueing Results ................................................................................................. 26
Figure 14 – Full Build Recommended Improvements ................................................ 28
9.0 Summary and Conclusion ................................................................................... 29
Appendix ...................................................................................................................... 30
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 2
BRC Castle Hayne – Transportation Impact Analysis
Prepared for Blue Ridge Companies
New Hanover County, NC
November 28, 2018
1.0 Introduction
The proposed BRC Castle Hayne development is to be located west of Castle Hayne
Road on both the north and south sides of the planned Riverside Drive in New Hanover
County, North Carolina. The development is planned to consist of 360 apartments in full
build. The development will utilize four (4) access points on Riverside Drive, and one
existing access on Castle Hayne Road. Figure 1 shows the site plan and Figure 2
shows the vicinity map.
The BRC Castle Hayne development will be analyzed for two (2) phases:
• Phase 1 will consist of the south side of the development, which is 216
apartment units. The build year for Phase 1 is assumed to be 2021.
• Full Build, including Phase 1, will add 144 apartments to the north side of the
development and will consist of 360 total apartment units. The build year for Full
Build is assumed to be 2023.
DAVENPORT was retained to determine the potential traffic impacts of
this development and to identify transportation improvements that may be required to
accommodate the impacts of both background traffic and new development traffic. The
following intersections were included in the study:
• NC 133 (Castle Hayne Road) at North Kerr Avenue (west side of
intersection is planned to be named Riverside Drive)
• NC 133 (Castle Hayne Road) at Existing Site Access
The above-mentioned intersections were analyzed for the following scenarios:
• 2018 Existing Conditions
• 2021 Future No Build Conditions
• 2021 Phase 1 Build Conditions
• 2021 Phase 1 Build Conditions with Improvements (as necessary)
• 2023 Future No Build Conditions
• 2023 Full Build Conditions
• 2023 Full Build Conditions with Improvements (as necessary)
The WMPO was contacted to obtain background information and to ascertain the
elements to be covered in this Transportation Impact Analysis (TIA). The approved
scope for this TIA is included in th e appendix. Information regarding the property was
provided by Blue Ridge Companies and CPT Engineering and Surveying, Inc.
FIGURE 1
SITE PLAN
FIGURE 2
VICINITY MAP
STUDY INTERSECTIONS
BACKGROUND
PROPOSED
SITE
SITE
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 5
2.0 Existing Conditions
2.1 Inventory
A field investigation was conducted by DAVENPORT staff to determine the existing
roadway conditions in the study area. Table 2.1 presents a summary of this review.
Figure 3 illustrates the existing lane geometry.
Table 2.1 - Street Inventory
Facility Name Route # Typical Cross
Section Pavement Width Speed
Limit
Maintained
By
Castle Hayne Road NC 133
Varies between 2-lane
undivided and 2-lane
with TWLTL
Approx. 22’-36’ 45 MPH NCDOT
North Kerr Avenue SR 1322 2-lane undivided Approx. 22’ 45 MPH NCDOT
Existing Site
Access N/A 2-lane undivided Approx. 22’ Not Posted Local
2.2 Existing Traffic Volumes
Existing traffic volumes for this project were collected by DAVENPORT. Table 2.2
below contains the date the count was conducted. Schools were in session at the time
of traffic counts. Figure 4 shows existing AM and PM peak hour volumes. The full
reports for these volumes can be found in the appendix.
Table 2.2 - Traffic Volume Data
Count Location: Date Taken:
NC 133 (Castle Hayne Road) at North Kerr Avenue 10/18/18
NC 133 (Castle Hayne Road) at Existing Site Access 10/18/18
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
FIGURE 3EXISTING LANE GEOMETRY
BLACK = EXISTING
AADT 2017
VOLUME####
15
0
'
16
,
0
0
0
SPEED
LIMIT
45
North Kerr
Avenue
~4
5
0
'
SPEED
LIMIT
458,500
16
,
0
0
0
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
FU
L
L
TW
L
T
L
TW
L
T
L
47
5
'
FULL
27
5
'
FULL
FULL
Riverside
Drive
200'
250'
275' internal stem
SPEED
LIMIT
25
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
FIGURE 4
2018 EXISTING
TRAFFIC VOLUMES
27 / 13
76
4
/
5
0
8
12
/
1
2
14
/
1
0
10
9
3
/
6
7
3
SIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
BLACK = EXISTING
UNSIGNALIZED
INTERSECTION
AM / PM PEAKS
North Kerr
Avenue
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
20
6
/
2
1
1
195 / 288
35 / 99
34 / 49
60 / 60
251 / 198
13
/
5
9
41
0
/
6
8
3
87
/
9
0
4
/
6
55
4
/
8
7
8
2 / 3
5 / 2
Riverside
Drive
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 8
3.0 Approved Developments and Committed Improvements
3.1 Approved Developments
Approved developments are developments that have been recently approved in
the area, but not yet constructed. Per NCDOT staff, there is one (1) approved
development in the vicinity of this project.
This development is the Riverside development. Full Build of the development consists of
165 single family homes and 72 apartments. However, the 72 apartments are now a part
of this BRC Castle Hayne development. Therefore, the full build of the Riverside
development consists of 165 single family homes, with a build year of 2019. Trips due to
this approved development have been incorporated in the analysis for both Phase 1 and
Full Build. The trip distribution and trip generation for the Riverside development can be
found in the appendix, along with Figure A Approved Development Trips.
3.2 Committed Improvements
Committed Improvements are improvements that are planned by NCDOT, a local
municipality, or a developer in the area, but not yet constructed. Per WMPO and
NCDOT staff, there is one (1) committed improvement in the vicinity of this project. This
committed improvement is due to the Riverside approved development. Part of the
improvements were to construct eastbound and westbound right turn lanes for the Castle
Hayne Road at North Kerr Avenue/Riverside Drive intersection, which have been
completed. Additionally, the signal was to be modified to reflect the roadway changes.
This signal modification has not been installed but is expected to be done prior to our
Phase 1 build year. However, the signal plan has been completed and approved and
was provided to us to use in analysis.
The completed roadway plans and new signal plan can both be found in the appendix.
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 9
4.0 Methodology
4.1 Base Assumptions and Standards
In general, the analysis for this project was conducted utilizing commonly accepted
NCDOT standards. The following table contains a summary of the base assumptions:
Table 4.1 - Assumptions
Peak Hour Factor 0.90
Background Traffic Annual Growth Rate 1% per year for all roadways
Analysis Software Synchro/SimTraffic Version 9.0
Signal Plans/Timings Provided by NCDOT/WMPO
Lane widths 12-feet
Truck percentages 2%
A 2016 signal plan, which is currently in use, was used for existing analysis. The
already constructed westbound and eastbound right turn lanes were also included in the
analysis, even though the 2016 signal plan does not reflect these additional lanes. For
all future analysis, the provided newly approved 2018 signal plan was used since it is
expected to be utilized prior to this project’s Phase 1 build year.
Both signal plans can be found in the appendix.
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 10
5.0 Capacity Analysis
5.1 Level of Service Evaluation Criteria
The Transportation Research Board’s Highway Capacity Manual (HCM) utilizes a term
“level of service” to measure how traffic operates in intersections and on roadway
segments. There are currently six levels of service ranging from A to F. Level of
service “A” represents the best conditions and Level of Service “F” represents the worst.
Synchro Traffic Modeling software was used to determine the level of service for studied
intersections. Note for unsignalized intersection analysis, the level of service noted is
for the worst approach of the intersection. This is typically the left turn movement for
the side street approach, due to the number of opposing movements. All worksheet
reports from the analyses can be found in the Appendix.
Table 5.1 – Highway Capacity Manual
Levels of Service and Control Delay Criteria
Signalized Intersection Unsignalized Intersection
Level of Service Control Delay Per vehicle (sec) Level of Service Delay Range
(sec)
A 10 A 10
B 10 and 20 B 10 and 15
C 20 and 35 C 15 and 25
D 35 and 55 D 25 and 35
E 55 and 80 E 35 and 50
F 80 F 50
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 11
6.0 2021 Phase 1 Build Conditions
Phase 1 consists of 216 apartment units in 2021.
6.1 Trip Generation
Trips for this development were projected based on the 10th Edition of ITE Trip
Generation Manual. Table 6.1 contains the results.
Table 6.1 - ITE Trip Generation
BRC Castle Hayne (Phase 1)
Average Weekday Driveway Volumes 24 Hour AM Peak
Hour
PM Peak
Hour Two-Way
Land Use
ITE
Land
Code
Size Data
Source Volume Enter Exit Enter Exit
Apartments 220 216 Dwelling
Units
Adjacent
/Equation 1,592 23 76 74 43
Total Trips 1,592 23 76 74 43
6.2 Trip Distribution
Site trips for this proposed development were distributed based on the existing traffic
patterns and engineering judgment. These distributions were reviewed and approved
by WMPO. The directional distributions for Phase 1 site trips are as follows:
• 40% to and from the north on Castle Hayne Road
• 40% to and from the south on Castle Hayne Road
• 20% to and from the east on North Kerr Avenue
The site trip distributions for Phase 1 are shown in Figure 5.
6.3 2021 Future No Build Traffic
The 2021 future no build traffic volumes were computed by applying a 1.0%
compounded annual growth rate to the 2018 existing traffic volumes and adding
approved development traffic. Figure 6 shows the 2021 future no build traffic volumes
for AM and PM peaks.
6.4 2021 Phase 1 Build Total Traffic
The 2021 build-out traffic volumes were obtained by summing 2021 future no build
volumes and Phase 1 site trips due to the proposed project. Phase 1 site trips are
shown in Figure 7. The resulting Phase 1 build volume totals for AM and PM peaks are
shown in Figure 8. More information can be found in the Traffic Volume Data section of
the appendix.
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
BLACK = EXISTING
1%
DESTINATION
NODE%
FIGURE 5PHASE 1TRIP DISTRIBUTION
North Kerr
Avenue
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
Riverside
Drive
40%
20%
40%
30
%
I
N
30
%
I
N
20% IN
30% OUT
40% OUT
20% OUT
10
%
I
N
10
%
O
U
T
10
%
I
N
10% OUT
10
%
I
N
10
%
I
N
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
FIGURE 6
2021 FUTURE NO
BUILD VOLUMES
66 / 37
78
7
/
5
2
3
21
/
4
3
14
/
1
0
11
6
4
/
7
1
7
SIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
BLACK = EXISTING
UNSIGNALIZED
INTERSECTION
AM / PM PEAKS
North Kerr
Avenue
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
21
2
/
2
1
7
201 / 297
64 / 120
63 / 68
71 / 93
259 / 204
25
/
1
0
3
42
2
/
7
0
4
90
/
9
3
4
/
6
58
3
/
9
4
7
2 / 3
5 / 2
Riverside
Drive
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
FIGURE 7
PHASE 1 SITE TRIPS
8 / 4
2
/
7
7
/
2
2
2
/
7
8
/
4
SIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
BLACK = EXISTING
UNSIGNALIZED
INTERSECTION
AM / PM PEAKS
North Kerr
Avenue
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
0
/
0 0 / 0
30 / 17
15 / 9
5 / 15
0 / 0
2
/
7
0
/
0
0
/
0
7
/
2
2
2
/
7
0 / 0
23 / 13
Riverside
Drive
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
FIGURE 8
2021 PHASE 1 BUILD
VOLUMES
73 / 42
78
9
/
5
3
0
28
/
6
5
16
/
1
7
11
7
1
/
7
2
2
SIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
BLACK = EXISTING
UNSIGNALIZED
INTERSECTION
AM / PM PEAKS
North Kerr
Avenue
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
21
2
/
2
1
7
201 / 297
95 / 138
78 / 77
76 / 108
259 / 204
28
/
1
1
0
42
2
/
7
0
4
90
/
9
3
11
/
2
8
58
6
/
9
5
4
2 / 3
28 / 15
Riverside
Drive
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 16
6.5 Phase 1 Discussion of Results
The following section discusses 2021 Phase 1 level of service for each intersection.
NC 133 (Castle Hayne Road) at North Kerr Avenue/Riverside Drive
This signalized intersection currently operates at LOS C during the AM and PM peaks.
In 2021 future no build conditions, it is expected to operate at LOS D during the AM
peak and LOS E during the PM peak. In 2021 Phase 1 build conditions, it is expected to
operate at LOS E during the AM and PM peaks. It is recommended to re-stripe the
northbound left turn lane to extend the storage from 150 feet to 250 feet with
appropriate taper. Additionally, it is recommended to provide “time of day” timings for
both the AM and PM peaks. With this recommendation in place, this intersection is
expected to operate at LOS D during the AM peak and LOS E during the PM peak.
Table 6.2 - NC 133 (Castle Hayne Road) at North Kerr Avenue/Riverside Drive
Scenario Overall
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2018 Existing C
(26.7)
L T R L T R L T R L T R
C
(27.7)
C
(27.0)
C
(27.2)
D
(45.8)
C
(27.4)
B
(18.0)
A
(9.1)
C
(27.2)
C
(27.2)
B
(13.2)
C
(26.3)
B
(13.2)
C (27.3) C (32.9) C (26.8) C (23.4)
2021 Future
No Build
D
(50.7)
L T R L T R L T R L T R
E
(63.7)
E
(59.5)
D
(44.4)
F
(123.1)
D
(54.8)
D
(39.1)
E
(62.5)
C
(28.2)
C
(28.2)
F
(94.4)
C
(31.7)
A
(6.5)
E (55.7) F (82.2) C (29.8) D (44.3)
2021 Phase 1
Build
E
(60.3)
L T R L T R L T R L T R
E
(68.8)
E
(61.7)
D
(44.1)
F
(157.8)
E
(57.4)
D
(42.1)
E
(64.6)
C
(29.1)
C
(29.1)
F
(118.4)
D
(39.8)
A
(6.4)
E (59.3) F (100.3) C (30.9) E (55.1)
2021 Phase 1
Build with
Improvements
D
(47.0)
L T R L T R L T R L T R
E
(61.7)
E
(72.9)
D
(46.1)
E
(66.8)
D
(48.4)
C
(30.0)
E
(60.2)
D
(39.6)
D
(39.6)
E
(70.3)
D
(39.9)
A
(6.3)
E (60.7) D (50.4) D (40.7) D (45.3)
PM Peak Hour
2018 Existing C
(32.6)
L T R L T R L T R L T R
D
(40.0)
C
(34.2)
C
(32.6)
E
(58.9)
C
(34.7)
C
(28.6)
A
(7.7)
D
(37.2)
D
(37.2)
D
(38.7)
B
(16.7)
B
(12.3)
D (37.7) D (40.2) D (35.1) C (23.0)
2021 Future
No Build
E
(66.8)
L T R L T R L T R L T R
F
(84.8)
E
(66.3)
D
(43.8)
F
(136.4)
E
(68.4)
E
(64.0)
F
(80.5)
D
(46.6)
D
(46.6)
F
(180.2)
C
(24.3)
A
(7.8)
E (72.5) F (89.6) D (50.5) E (66.6)
2021 Phase 1
Build
E
(68.9)
L T R L T R L T R L T R
F
(90.9)
E
(65.9)
D
(43.5)
F
(142.2)
E
(71.0)
E
(64.6)
F
(84.1)
D
(48.2)
D
(48.2)
F
(188.8)
C
(25.5)
A
(8.4)
E (75.6) F (91.8) D (52.6) E (67.8)
2021 Phase 1
Build with
Improvements
E
(57.6)
L T R L T R L T R L T R
F
(93.4)
F
(81.7)
D
(37.6)
F
(98.6)
E
(73.1)
D
(51.1)
E
(64.1)
E
(55.3)
E
(55.3)
F
(96.7)
C
(23.2)
A
(7.5)
F (80.7) E (70.9) E (56.4) D (41.6)
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 17
NC 133 (Castle Hayne Road) at Existing Site Access
This unsignalized intersection currently operates at LOS C during the AM and PM
peaks. In 2021 future no build conditions, it is expected to remain the same. In 2021
Phase 1 build conditions, it is expected to operate at LOS D during the AM peak and
LOS C during the PM peak. While the LOS in the AM peak does increase by a letter, it
is only due to a 3 second increase in delay that is not expected to cause issues.
Therefore, no improvements are recommended to accommodate Phase 1 traffic. Based
on NCDOT turn lane warrant charts, no turn lanes are warranted.
Table 6.3 - NC 133 (Castle Hayne Road) at Site Access
Scenario
LOS of
Worst
Approach
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2018 Existing
C (22.4)
EB
Approach
L T R L T R L T R L T R
C
(22.4) C
(22.4) B
(11.3)
A
(0.0) A
(0.0)
A
(0.0)
C (22.4) A (0.1) A (0.0)
2021 Future No
Build
C (24.3)
EB
Approach
L T R L T R L T R L T R
C
(24.3) C
(24.3) B
(11.8)
A
(0.0) A
(0.0)
A
(0.0)
C (24.3) A (0.1) A (0.0)
2021 Phase 1 Build
D (27.1)
EB
Approach
L T R L T R L T R L T R
D
(27.1) D
(27.1) B
(11.9)
A
(0.0) A
(0.0)
A
(0.0)
D (27.1) A (0.2) A (0.0)
PM Peak Hour
2018 Existing
C (18.3)
EB
Approach
L T R L T R L T R L T R
C
(18.3) C
(18.3) A
(9.2)
A
(0.0) A
(0.0)
A
(0.0)
C (18.3) A (0.1) A (0.0)
2021 Future No
Build
C (19.6)
EB
Approach
L T R L T R L T R L T R
C
(19.6) C
(19.6) A
(9.4)
A
(0.0) A
(0.0)
A
(0.0)
C (19.6) A (0.1) A (0.0)
2021 Phase 1 Build
C (16.8)
EB
Approach
L T R L T R L T R L T R
C
(16.8) C
(16.8) A
(9.6)
A
(0.0) A
(0.0)
A
(0.0)
C (16.8) A (0.3) A (0.0)
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
FIGURE 9PHASE 1 RECOMMENDED IMPROVEMENTS
25
0
'
r
e
-
s
t
r
i
p
e
SPEED
LIMIT
45
North Kerr
Avenue
SPEED
LIMIT
45
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
FU
L
L
TW
L
T
L
TW
L
T
L
47
5
'
FULL
27
5
'
FULL
FULL
Riverside
Drive
200'
250'
SPEED
LIMIT
25
BLACK = EXISTING
GREEN = COMMITTED
BLUE = PROPOSED IN
PHASE 1
New signal plan to be installed
prior to Phase 1
Provide AM/PM peak "time of day"
timings
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 19
7.0 2023 Full Build Conditions
Full Build consists of 360 apartment units in 2023.
7.1 Trip Generation
Trips for this development were projected based on the 10th Edition of ITE Trip
Generation Manual. Table 7.1 contains the results.
Table 7.1 - ITE Trip Generation
BRC Castle Hayne (Full Build)
Average Weekday Driveway Volumes 24 Hour AM Peak
Hour
PM Peak
Hour Two-Way
Land Use
ITE
Land
Code
Size Data
Source Volume Enter Exit Enter Exit
Apartments 220 360 Dwelling
Units
Adjacent
/Equation 2,681 37 124 116 68
Total Trips 2,681 37 124 116 68
7.2 Trip Distribution
Site trips for this proposed development were distributed based on the existing traffic
patterns and engineering judgment. These distributions were reviewed and approved
by WMPO. The directional distributions for Full Build site trips are as follows:
• 40% to and from the north on Castle Hayne Road
• 40% to and from the south on Castle Hayne Road
• 20% to and from the east on North Kerr Avenue
The site trip distributions for Full Build are shown in Figure 10.
7.3 2023 Future No Build Traffic
The 2023 future no build traffic volumes were computed by applying a 1.0%
compounded annual growth rate to the 2018 existing traffic volumes and adding the
approved development trips. Figure 11 shows the 2023 future no build traffic volumes
for AM and PM peaks.
7.4 2023 Full Build Total Traffic
The 2023 Full Build traffic volumes were obtained by summing 2023 future no build
volumes and Full Build site trips due to the proposed development. Full Build site trips
are shown in Figure 12. The resulting Full build volume totals for AM and PM peaks are
shown in Figure 13.
More information can be found in the Traffic Volume Data section of the appendix.
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
BLACK = EXISTING
1%
DESTINATION
NODE%
FIGURE 10FULL BUILDTRIP DISTRIBUTION
North Kerr
Avenue
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
Riverside
Drive
40%
20%
40%
20
%
I
N
30
%
I
N
20% IN
20% OUT
40% OUT
20% OUT
20
%
I
N
20
%
I
N
20% OUT
20
%
O
U
T
10
%
I
N
10
%
I
N
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
FIGURE 11
2023 FUTURE NO
BUILD VOLUMES
66 / 38
80
3
/
5
3
4
22
/
4
4
15
/
1
1
11
8
7
/
7
3
1
SIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
BLACK = EXISTING
UNSIGNALIZED
INTERSECTION
AM / PM PEAKS
North Kerr
Avenue
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
21
7
/
2
2
2
205 / 303
65 / 122
64 / 69
72 / 94
264 / 208
26
/
1
0
4
43
1
/
7
1
8
91
/
9
5
4
/
6
59
4
/
9
6
5
2 / 3
5 / 2
Riverside
Drive
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
FIGURE 12
FULL BUILD SITE
TRIPS
25 / 14
4
/
1
2
11
/
3
5
4
/
1
2
25
/
1
4
SIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
BLACK = EXISTING
UNSIGNALIZED
INTERSECTION
AM / PM PEAKS
North Kerr
Avenue
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
0
/
0 0 / 0
50 / 27
25 / 14
7 / 23
0 / 0
7
/
2
3
0
/
0
0
/
0
7
/
2
3
7
/
2
3
0 / 0
25 / 14
Riverside
Drive
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
FIGURE 13
2023 FULL BUILD
VOLUMES
90 / 52
80
7
/
5
4
6
33
/
7
9
19
/
2
3
12
1
1
/
7
4
5
SIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
BLACK = EXISTING
UNSIGNALIZED
INTERSECTION
AM / PM PEAKS
North Kerr
Avenue
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
21
7
/
2
2
2
205 / 303
115 / 150
89 / 83
80 / 117
264 / 208
34
/
1
2
7
43
1
/
7
1
8
91
/
9
5
11
/
2
9
60
2
/
9
8
8
2 / 3
30 / 16
Riverside
Drive
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 24
7.5 Full Build Discussion of Results
The following section discusses 2023 Full Build level of service for each intersection.
NC 133 (Castle Hayne Road) at North Kerr Avenue/Riverside Drive
In 2023 future no build conditions, this intersection is expected to operate at LOS D in
the AM peak and LOS E during the PM peak. In 2023 full build conditions, it is expected
to remain unchanged. Therefore, no improvements are recommended to accommodate
full build traffic.
Table 7.2 - NC 133 (Castle Hayne Road) at North Kerr Avenue/Riverside Drive
Scenario Overall
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2023
Future No
Build
D
(53.4)
L T R L T R L T R L T R
E
(65.4)
E
(60.9)
D
(45.5)
F
(136.4)
E
(56.3)
D
(40.7)
E
(63.8)
C
(27.9)
C
(27.9)
F
(104.6)
C
(32.0)
A
(6.4)
E (57.2) F (89.4) C (29.6) D (46.6)
2023 Full
Build
D
(50.7)
L T R L T R L T R L T R
D
(54.7)
F
(85.9)
D
(47.9)
E
(71.2)
D
(52.3)
D
(35.1)
E
(63.6)
D
(38.2)
D
(38.2)
E
(75.1)
D
(46.5)
A
(6.2)
E (62.1) D (54.9) D (39.8) D (51.1)
PM Peak Hour
2023
Future No
Build
E
(71.1)
L T R L T R L T R L T R
F
(87.7)
E
(67.3)
D
(44.5)
F
(150.9)
E
(70.2)
E
(68.9)
F
(83.2)
D
(47.1)
D
(47.1)
F
(203.5)
C
(24.3)
A
(7.8)
E (74.4) F (97.3) D (51.2) E (73.2)
2023 Full
Build
E
(61.4)
L T R L T R L T R L T R
F
(108.4)
F
(88.2)
D
(37.8)
F
(105.7)
F
(81.2)
D
(53.6)
E
(67.9)
E
(57.6)
E
(57.6)
F
(105.8)
C
(24.0)
A
(7.7)
F (89.6) E (76.0) E (59.0) D (43.9)
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 25
NC 133 (Castle Hayne Road) at Existing Site Access
In 2023 future no build conditions, this intersection is expected to operate at LOS D in
the AM peak and LOS C in the PM peak. In 2023 full build conditions, it is expected to
remain the same. Therefore, no improvements are recommended to accommodate full
build traffic. Based on NCDOT turn lane warrant charts, no turn lanes are warranted.
Table 7.3 - NC 133 (Castle Hayne Road) at Site Access
Scenario
LOS of
Worst
Approach
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2023 Future No
Build
D (25.0)
EB
Approach
L T R L T R L T R L T R
D
(25.0) D
(25.0) B
(11.9)
A
(0.0) A
(0.0)
A
(0.0)
D (25.0) A (0.1) A (0.0)
2023 Full Build
D (29.2)
EB
Approach
L T R L T R L T R L T R
D
(29.2) D
(29.2) B
(12.2)
A
(0.0) A
(0.0)
A
(0.0)
D (29.2) A (0.2) A (0.0)
PM Peak Hour
2023 Future No
Build
C (19.9)
EB
Approach
L T R L T R L T R L T R
C
(19.9) C
(19.9) A
(9.5)
A
(0.0) A
(0.0)
A
(0.0)
C (19.9) A (0.1) A (0.0)
2023 Full Build
C (17.2)
EB
Approach
L T R L T R L T R L T R
C
(17.2) C
(17.2) A
(9.7)
A
(0.0) A
(0.0)
A
(0.0)
C (17.2) A (0.3) A (0.0)
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 26
8.0 Queueing Results
Below in Table 8.1 are the queue results for all exclusive turn lanes. Full Build
recommended improvements are illustrated in Figure 14.
Table 8.1 - Queue Results
AM Peak Hour Queues
Scenario NC 133 (Castle Hayne Road) at North Kerr Avenue
NC 133
(Castle
Hayne Road)
at Site
Access
2018 Existing EBL EBR WBL WBR NBL SBL SBR SBR
Max Queue (ft) 74 52 205 184 174 299 15 0
95th Percentile
Queue (ft) 47 38 276 146 12 111 15 0
Storage Bay
(ft) FULL FULL FULL 200 150 275 475 FULL
2021 Future
No Build EBL EBR WBL WBR NBL SBL SBR SBR
Max Queue (ft) 118 96 448 174 175 300 41 0
95th Percentile
Queue (ft) 118 105 573 280 60 469 15 0
Storage Bay
(ft) FULL FULL FULL 200 150 275 475 FULL
2021 Phase 1
Build EBL EBR WBL WBR NBL SBL SBR SBR
Max Queue (ft) 180 96 395 208 175 300 42 0
95th Percentile
Queue (ft) 167 115 581 134 65 474 19 0
Storage Bay
(ft) FULL FULL FULL 200 150 275 475 FULL
2021 Phase 1
Build + Imps EBL EBR WBL WBR NBL SBL SBR SBR
Max Queue (ft) 136 135 267 236 250 300 61
95th Percentile
Queue (ft) 137 105 367 208 57 305 16
Storage Bay
(ft) FULL FULL FULL 200 250 275 475
2023 Future
No Build EBL EBR WBL WBR NBL SBL SBR SBR
Max Queue (ft) 96 137 326 245 175 299 15 0
95th Percentile
Queue (ft) 121 105 587 288 62 481 16 0
Storage Bay
(ft) FULL FULL FULL 200 150 275 475 FULL
2023 Full
Build EBL EBR WBL WBR NBL SBL SBR SBR
Max Queue (ft) 131 156 381 220 249 299 40 0
95th Percentile
Queue (ft) 161 125 375 213 66 315 19 0
Storage Bay
(ft) FULL FULL FULL 200 250 275 475 FULL
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 27
PM Peak Hour Queues
Scenario NC 133 (Castle Hayne Road) at North Kerr Avenue
NC 133
(Castle
Hayne Road)
at Site
Access
2018 Existing EBL EBR WBL WBR NBL SBL SBR SBR
Max Queue (ft) 336 52 203 250 174 189 39 0
95th Percentile
Queue (ft) 118 24 230 246 35 222 15 0
Storage Bay
(ft) FULL FULL FULL 200 150 275 475 FULL
2021 Future
No Build EBL EBR WBL WBR NBL SBL SBR SBR
Max Queue (ft) 286 118 584 250 175 300 42 0
95th Percentile
Queue (ft) 244 66 461 467 196 509 30 0
Storage Bay
(ft) FULL FULL FULL 200 150 275 475 FULL
2021 Phase 1
Build EBL EBR WBL WBR NBL SBL SBR SBR
Max Queue (ft) 222 93 549 250 175 300 41 0
95th Percentile
Queue (ft) 299 73 470 444 220 516 43 0
Storage Bay
(ft) FULL FULL FULL 200 150 275 475 FULL
2021 Phase 1
Build + Imps EBL EBR WBL WBR NBL SBL SBR SBR
Max Queue (ft) 242 118 351 250 250 299 42
95th Percentile
Queue (ft) 241 62 337 366 153 351 36
Storage Bay
(ft) FULL FULL FULL 200 250 275 475
2023 Future
No Build EBL EBR WBL WBR NBL SBL SBR SBR
Max Queue (ft) 286 118 699 250 175 300 700 0
95th Percentile
Queue (ft) 251 67 472 481 201 524 31 0
Storage Bay
(ft) FULL FULL FULL 200 150 275 475 FULL
2023 Full
Build EBL EBR WBL WBR NBL SBL SBR SBR
Max Queue (ft) 304 115 608 245 250 300 61 0
95th Percentile
Queue (ft) 268 73 343 378 174 362 43 0
Storage Bay
(ft) FULL FULL FULL 200 250 275 475 FULL
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
FIGURE 14FULL BUILD RECOMMENDED IMPROVEMENTS
25
0
'
r
e
-
s
t
r
i
p
e
SPEED
LIMIT
45
North Kerr
Avenue
SPEED
LIMIT
45
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
FU
L
L
TW
L
T
L
TW
L
T
L
47
5
'
FULL
27
5
'
FULL
FULL
Riverside
Drive
200'
250'
SPEED
LIMIT
25
BLACK = EXISTING
GREEN = COMMITTED
BLUE = PROPOSED IN
PHASE 1
PURPLE = PROPOSED IN
FULL BUILD
New signal plan to be installed
prior to Phase 1
No additional improvements
recommended for Full Build
Provide AM/PM peak "time of day"
timings
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 29
9.0 Summary and Conclusion
The proposed BRC Castle Hayne development is to be located west of Castle Hayne
Road on both the north and south sides of the planned Riverside Drive in New Hanover
County, North Carolina. The development is planned to consist of 360 apartments in full
build. The development will utilize four (4) access points on Riverside Drive, and one
existing access on Castle Hayne Road.
The trip generation indicates that the proposed development is expected to generate
1,592 daily trips, 99 trips in the AM peak, and 117 trips in the PM peak for Phase 1
Build. The trip generation indicates that the proposed development is expected to
generate 2,681 daily trips, 161 trips in the AM peak, and 184 trips in the PM peak for
Full Build.
DAVENPORT was retained to determine the potential traffic impacts of this
development and to identify transportation improvements that may be required to
accommodate the impacts of both background traffic and new development traffic.
It is recommended in Phase 1 to re-stripe the northbound left turn lane for the Castle
Hayne Road at North Kerr Avenue/Riverside Drive intersection from 150 feet to 250 feet
of storage with appropriate taper. Additionally, it is recommended to implement “time of
day” timings for both the AM and PM peaks.
There are no additional recommended improvements to accommodate the full build.
In conclusion, this study has reviewed the impacts of both background traffic and
proposed development traffic and has provided recommendations to accommodate
future traffic. Please note the proposed site accesses should be designed according to
NCDOT standards.
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis 30
Appendix
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis
Level of Service Analysis
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis
NC 133 (Castle Hayne Road) at
North Kerr Avenue
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne AM Exist
C. Steiss Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 35 34 27 251 60 195 13 410 87 206 764 12
Future Volume (vph) 35 34 27 251 60 195 13 410 87 206 764 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 150 0 275 475
Storage Lanes 1 1 1 2 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.974 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 1814 0 1770 1863 1583
Flt Permitted 0.713 0.732 0.138 0.243
Satd. Flow (perm) 1328 1863 1583 1364 1863 1583 257 1814 0 453 1863 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45 45
Link Distance (ft) 409 1017 454 884
Travel Time (s) 11.2 15.4 6.9 13.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 39 38 30 279 67 217 14 456 97 229 849 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 39 38 30 279 67 217 14 553 0 229 849 13
Turn Type Perm NA Perm Perm NA pm+ov pm+pt NA pm+pt NA Perm
Protected Phases 4 8152 16
Permitted Phases 4 4 8 8 2 6 6
Detector Phase 44488152 166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 12.0 7.0 12.0 12.0
Minimum Split (s) 12.4 12.4 12.4 12.5 12.5 11.9 13.2 18.2 11.9 18.2 18.2
Total Split (s) 30.0 30.0 30.0 40.0 40.0 20.0 20.0 60.0 20.0 60.0 60.0
Total Split (%) 25.0% 25.0% 25.0% 33.3% 33.3% 16.7% 16.7% 50.0% 16.7% 50.0% 50.0%
Maximum Green (s) 24.6 24.6 24.6 34.5 34.5 15.1 13.8 53.8 15.1 53.8 53.8
Yellow Time (s) 3.2 3.2 3.2 4.5 4.5 3.0 3.0 4.5 3.0 4.5 4.5
All-Red Time (s) 2.2 2.2 2.2 1.0 1.0 1.9 3.2 1.7 1.9 1.7 1.7
Lost Time Adjust (s) -0.4 -0.4 -0.4 -0.5 -0.5 0.1 -1.2 -1.2 0.1 -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
Lead/Lag Lead Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 40.0
Recall Mode None None None None None None None Min None Min Min
Act Effct Green (s) 23.7 23.7 23.7 23.7 23.7 39.2 46.9 38.2 53.6 49.6 49.6
Actuated g/C Ratio 0.27 0.27 0.27 0.27 0.27 0.45 0.53 0.43 0.61 0.56 0.56
v/c Ratio 0.11 0.08 0.07 0.76 0.13 0.31 0.05 0.70 0.53 0.81 0.01
Control Delay 27.7 27.0 27.2 45.8 27.4 18.0 9.1 27.2 13.2 26.3 13.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.7 27.0 27.2 45.8 27.4 18.0 9.1 27.2 13.2 26.3 13.2
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne AM Exist
C. Steiss Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS CCCDCBAC BCB
Approach Delay 27.3 32.9 26.8 23.4
Approach LOS CCCC
Queue Length 50th (ft) 15 15 12 132 26 69 3 228 48 286 2
Queue Length 95th (ft) 47 45 38 276 70 146 12 460 111 #842 15
Internal Link Dist (ft) 329 937 374 804
Turn Bay Length (ft) 200 150 275 475
Base Capacity (vph) 556 780 662 571 780 804 425 1193 513 1226 1042
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 0.07 0.05 0.05 0.49 0.09 0.27 0.03 0.46 0.45 0.69 0.01
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 88
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 26.7 Intersection LOS: C
Intersection Capacity Utilization 79.1% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne AM 2021 FNB
C. Steiss Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 64 63 66 259 71 201 25 422 90 212 787 21
Future Volume (vph) 64 63 66 259 71 201 25 422 90 212 787 21
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 150 0 275 475
Storage Lanes 1 1 1 2 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.974 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 1814 0 1770 1863 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 1583 1770 1863 1583 1770 1814 0 1770 1863 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45 45
Link Distance (ft) 409 1017 454 884
Travel Time (s) 11.2 15.4 6.9 13.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 71 70 73 288 79 223 28 469 100 236 874 23
Shared Lane Traffic (%)
Lane Group Flow (vph) 71 70 73 288 79 223 28 569 0 236 874 23
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 74538152 167
Permitted Phases 4 8 6
Detector Phase 74538152 167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0
Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.1 11.2 18.2 10.1 18.2 10.8
Total Split (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0
Total Split (%) 12.5% 18.8% 12.5% 12.5% 18.8% 12.5% 12.5% 56.3% 12.5% 56.3% 12.5%
Maximum Green (s) 14.2 22.9 13.8 14.9 22.9 14.9 13.8 83.8 14.9 83.8 14.2
Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0
All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.1 3.2 1.7 2.1 1.7 2.8
Lost Time Adjust (s) -0.8 -2.1 -1.2 -1.1 -2.1 -0.1 -1.2 -1.2 -0.1 -1.2 -0.8
Total Lost Time (s) 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0
Recall Mode None None None None None None None Min None Min None
Act Effct Green (s) 10.6 11.8 21.3 17.1 16.9 38.3 8.2 51.2 16.1 62.7 78.6
Actuated g/C Ratio 0.09 0.10 0.19 0.15 0.15 0.34 0.07 0.46 0.14 0.56 0.70
v/c Ratio 0.43 0.36 0.24 1.07 0.28 0.41 0.22 0.69 0.94 0.84 0.02
Control Delay 63.7 59.5 44.4 123.1 54.8 39.1 62.5 28.2 94.4 31.7 6.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 63.7 59.5 44.4 123.1 54.8 39.1 62.5 28.2 94.4 31.7 6.5
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne AM 2021 FNB
C. Steiss Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS E E D F D D E C F C A
Approach Delay 55.7 82.2 29.8 44.3
Approach LOS E F C D
Queue Length 50th (ft) 50 49 45 ~253 53 131 20 320 ~185 552 5
Queue Length 95th (ft) 118 115 105 #573 127 280 60 469 #469 856 15
Internal Link Dist (ft) 329 937 374 804
Turn Bay Length (ft) 200 150 275 475
Base Capacity (vph) 252 443 409 269 443 539 252 1384 252 1421 1207
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 0.28 0.16 0.18 1.07 0.18 0.41 0.11 0.41 0.94 0.62 0.02
Intersection Summary
Area Type: Other
Cycle Length: 160
Actuated Cycle Length: 112.4
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.07
Intersection Signal Delay: 50.7 Intersection LOS: D
Intersection Capacity Utilization 79.1% ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne AM 2021 Ph1 Build
C. Steiss Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 95 78 73 259 76 201 28 422 90 212 789 28
Future Volume (vph) 95 78 73 259 76 201 28 422 90 212 789 28
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 150 0 275 475
Storage Lanes 1 1 1 2 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.974 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 1814 0 1770 1863 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 1583 1770 1863 1583 1770 1814 0 1770 1863 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45 45
Link Distance (ft) 409 1017 454 884
Travel Time (s) 11.2 15.4 6.9 13.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 106 87 81 288 84 223 31 469 100 236 877 31
Shared Lane Traffic (%)
Lane Group Flow (vph) 106 87 81 288 84 223 31 569 0 236 877 31
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 74538152 167
Permitted Phases 4 8 6
Detector Phase 74538152 167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0
Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.1 11.2 18.2 10.1 18.2 10.8
Total Split (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0
Total Split (%) 12.5% 18.8% 12.5% 12.5% 18.8% 12.5% 12.5% 56.3% 12.5% 56.3% 12.5%
Maximum Green (s) 14.2 22.9 13.8 14.9 22.9 14.9 13.8 83.8 14.9 83.8 14.2
Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0
All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.1 3.2 1.7 2.1 1.7 2.8
Lost Time Adjust (s) -0.8 -2.1 -1.2 -1.1 -2.1 -0.1 -1.2 -1.2 -0.1 -1.2 -0.8
Total Lost Time (s) 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0
Recall Mode None None None None None None None Min None Min None
Act Effct Green (s) 12.3 12.7 26.2 16.5 15.9 36.6 8.3 54.6 15.5 61.8 79.3
Actuated g/C Ratio 0.10 0.11 0.22 0.14 0.13 0.31 0.07 0.46 0.13 0.52 0.67
v/c Ratio 0.58 0.44 0.23 1.17 0.34 0.46 0.25 0.68 1.03 0.91 0.03
Control Delay 68.8 61.7 44.1 157.8 57.4 42.1 64.6 29.1 118.4 39.8 6.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 68.8 61.7 44.1 157.8 57.4 42.1 64.6 29.1 118.4 39.8 6.4
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne AM 2021 Ph1 Build
C. Steiss Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS EEDFEDEC FDA
Approach Delay 59.3 100.3 30.9 55.1
Approach LOS E F C E
Queue Length 50th (ft) 77 63 51 ~267 60 140 23 327 ~197 575 7
Queue Length 95th (ft) 167 138 115 #581 134 282 65 474 #474 879 19
Internal Link Dist (ft) 329 937 374 804
Turn Bay Length (ft) 200 150 275 475
Base Capacity (vph) 230 404 443 246 404 486 230 1339 230 1375 1097
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 0.46 0.22 0.18 1.17 0.21 0.46 0.13 0.42 1.03 0.64 0.03
Intersection Summary
Area Type: Other
Cycle Length: 160
Actuated Cycle Length: 119
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.17
Intersection Signal Delay: 60.3 Intersection LOS: E
Intersection Capacity Utilization 79.2% ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/20/2018
180243 BRC Castle Hayne AM 2021 Ph1 Build + Imps
C. Steiss Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 95 78 73 259 76 201 28 422 90 212 789 28
Future Volume (vph) 95 78 73 259 76 201 28 422 90 212 789 28
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 250 0 275 475
Storage Lanes 1 1 1 2 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.974 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 1814 0 1770 1863 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 1583 1770 1863 1583 1770 1814 0 1770 1863 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45 45
Link Distance (ft) 409 1017 454 884
Travel Time (s) 11.2 15.4 6.9 13.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 106 87 81 288 84 223 31 469 100 236 877 31
Shared Lane Traffic (%)
Lane Group Flow (vph) 106 87 81 288 84 223 31 569 0 236 877 31
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 74538152 167
Permitted Phases 4 8 6
Detector Phase 74538152 167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0
Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.1 11.2 18.2 10.1 18.2 10.8
Total Split (s) 20.0 13.0 12.0 27.0 20.0 25.0 12.0 55.0 25.0 68.0 20.0
Total Split (%) 16.7% 10.8% 10.0% 22.5% 16.7% 20.8% 10.0% 45.8% 20.8% 56.7% 16.7%
Maximum Green (s) 14.2 5.9 5.8 21.9 12.9 19.9 5.8 48.8 19.9 61.8 14.2
Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0
All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.1 3.2 1.7 2.1 1.7 2.8
Lost Time Adjust (s) -0.8 -2.1 -1.2 -1.1 -2.1 -0.1 -1.2 -1.2 -0.1 -1.2 -0.8
Total Lost Time (s) 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0
Recall Mode None None None None None None None Min None Min None
Act Effct Green (s) 11.5 8.3 20.4 21.0 20.1 42.8 6.9 42.3 17.5 56.1 72.7
Actuated g/C Ratio 0.11 0.08 0.19 0.19 0.18 0.39 0.06 0.39 0.16 0.52 0.67
v/c Ratio 0.57 0.62 0.27 0.84 0.24 0.36 0.27 0.81 0.83 0.91 0.03
Control Delay 61.7 72.9 46.1 66.8 48.4 30.0 60.2 39.6 70.3 39.9 6.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 61.7 72.9 46.1 66.8 48.4 30.0 60.2 39.6 70.3 39.9 6.3
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/20/2018
180243 BRC Castle Hayne AM 2021 Ph1 Build + Imps
C. Steiss Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS EEDEDCED EDA
Approach Delay 60.7 50.4 40.7 45.3
Approach LOS E D D D
Queue Length 50th (ft) 80 67 56 217 59 129 24 368 178 587 7
Queue Length 95th (ft) 137 #148 105 #367 112 208 57 514 #305 #872 16
Internal Link Dist (ft) 329 937 374 804
Turn Bay Length (ft) 200 250 275 475
Base Capacity (vph) 252 141 300 386 344 668 117 861 336 1114 1117
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 0.42 0.62 0.27 0.75 0.24 0.33 0.26 0.66 0.70 0.79 0.03
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 108.7
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 47.0 Intersection LOS: D
Intersection Capacity Utilization 79.2% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne AM 2023 FNB
C. Steiss Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 65 64 66 264 72 205 26 431 91 217 803 22
Future Volume (vph) 65 64 66 264 72 205 26 431 91 217 803 22
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 150 0 275 475
Storage Lanes 1 1 1 2 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.974 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 1814 0 1770 1863 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 1583 1770 1863 1583 1770 1814 0 1770 1863 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45 45
Link Distance (ft) 409 1017 454 884
Travel Time (s) 11.2 15.4 6.9 13.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 72 71 73 293 80 228 29 479 101 241 892 24
Shared Lane Traffic (%)
Lane Group Flow (vph) 72 71 73 293 80 228 29 580 0 241 892 24
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 74538152 167
Permitted Phases 4 8 6
Detector Phase 74538152 167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0
Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.1 11.2 18.2 10.1 18.2 10.8
Total Split (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0
Total Split (%) 12.5% 18.8% 12.5% 12.5% 18.8% 12.5% 12.5% 56.3% 12.5% 56.3% 12.5%
Maximum Green (s) 14.2 22.9 13.8 14.9 22.9 14.9 13.8 83.8 14.9 83.8 14.2
Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0
All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.1 3.2 1.7 2.1 1.7 2.8
Lost Time Adjust (s) -0.8 -2.1 -1.2 -1.1 -2.1 -0.1 -1.2 -1.2 -0.1 -1.2 -0.8
Total Lost Time (s) 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0
Recall Mode None None None None None None None Min None Min None
Act Effct Green (s) 10.7 11.9 21.4 17.1 16.9 38.3 8.3 53.6 16.1 65.0 81.1
Actuated g/C Ratio 0.09 0.10 0.19 0.15 0.15 0.33 0.07 0.47 0.14 0.57 0.71
v/c Ratio 0.44 0.37 0.25 1.11 0.29 0.43 0.23 0.69 0.98 0.85 0.02
Control Delay 65.4 60.9 45.5 136.4 56.3 40.7 63.8 27.9 104.6 32.0 6.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.4 60.9 45.5 136.4 56.3 40.7 63.8 27.9 104.6 32.0 6.4
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne AM 2023 FNB
C. Steiss Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS EEDFEDEC FCA
Approach Delay 57.2 89.4 29.6 46.6
Approach LOS E F C D
Queue Length 50th (ft) 53 52 47 ~275 56 141 21 330 ~205 579 6
Queue Length 95th (ft) 121 116 105 #587 129 288 62 482 #481 894 16
Internal Link Dist (ft) 329 937 374 804
Turn Bay Length (ft) 200 150 275 475
Base Capacity (vph) 247 433 401 263 433 528 247 1356 247 1393 1213
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 0.29 0.16 0.18 1.11 0.18 0.43 0.12 0.43 0.98 0.64 0.02
Intersection Summary
Area Type: Other
Cycle Length: 160
Actuated Cycle Length: 114.9
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.11
Intersection Signal Delay: 53.4 Intersection LOS: D
Intersection Capacity Utilization 80.2% ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/20/2018
180243 BRC Castle Hayne AM 2023 Build
C. Steiss Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 115 89 90 264 80 205 34 431 91 217 807 33
Future Volume (vph) 115 89 90 264 80 205 34 431 91 217 807 33
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 250 0 275 475
Storage Lanes 1 1 1 2 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.974 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 1814 0 1770 1863 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 1583 1770 1863 1583 1770 1814 0 1770 1863 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45 45
Link Distance (ft) 409 1017 454 884
Travel Time (s) 11.2 15.4 6.9 13.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 128 99 100 293 89 228 38 479 101 241 897 37
Shared Lane Traffic (%)
Lane Group Flow (vph) 128 99 100 293 89 228 38 580 0 241 897 37
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 74538152 167
Permitted Phases 4 8 6
Detector Phase 74538152 167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0
Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.1 11.2 18.2 10.1 18.2 10.8
Total Split (s) 20.0 13.0 12.0 27.0 20.0 25.0 12.0 55.0 25.0 68.0 20.0
Total Split (%) 16.7% 10.8% 10.0% 22.5% 16.7% 20.8% 10.0% 45.8% 20.8% 56.7% 16.7%
Maximum Green (s) 14.2 5.9 5.8 21.9 12.9 19.9 5.8 48.8 19.9 61.8 14.2
Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0
All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.1 3.2 1.7 2.1 1.7 2.8
Lost Time Adjust (s) -0.8 -2.1 -1.2 -1.1 -2.1 -0.1 -1.2 -1.2 -0.1 -1.2 -0.8
Total Lost Time (s) 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0
Recall Mode None None None None None None None Min None Min None
Act Effct Green (s) 17.5 8.1 20.0 21.6 14.2 34.1 6.9 46.3 18.0 57.4 80.0
Actuated g/C Ratio 0.15 0.07 0.18 0.19 0.13 0.30 0.06 0.41 0.16 0.51 0.71
v/c Ratio 0.47 0.74 0.36 0.87 0.38 0.48 0.36 0.78 0.86 0.95 0.03
Control Delay 54.7 85.9 47.9 71.2 52.3 35.1 63.6 38.2 75.1 46.5 6.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.7 85.9 47.9 71.2 52.3 35.1 63.6 38.2 75.1 46.5 6.2
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/20/2018
180243 BRC Castle Hayne AM 2023 Build
C. Steiss Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS DFDEDDED EDA
Approach Delay 62.1 54.9 39.8 51.1
Approach LOS E D D D
Queue Length 50th (ft) 96 77 70 222 64 135 29 379 182 613 8
Queue Length 95th (ft) 161 #174 125 #375 118 213 66 527 #315 #904 19
Internal Link Dist (ft) 329 937 374 804
Turn Bay Length (ft) 200 250 275 475
Base Capacity (vph) 289 133 282 364 264 509 110 810 316 1049 1131
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 0.44 0.74 0.35 0.80 0.34 0.45 0.35 0.72 0.76 0.86 0.03
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 113.1
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 50.7 Intersection LOS: D
Intersection Capacity Utilization 80.4% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne PM Exist
C. Steiss Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 99 49 13 198 60 288 59 683 90 211 508 12
Future Volume (vph) 99 49 13 198 60 288 59 683 90 211 508 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 150 0 275 475
Storage Lanes 1 1 1 2 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.983 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 1831 0 1770 1863 1583
Flt Permitted 0.713 0.722 0.379 0.087
Satd. Flow (perm) 1328 1863 1583 1345 1863 1583 706 1831 0 162 1863 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45 45
Link Distance (ft) 409 1017 454 884
Travel Time (s) 11.2 15.4 6.9 13.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 110 54 14 220 67 320 66 759 100 234 564 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 110 54 14 220 67 320 66 859 0 234 564 13
Turn Type Perm NA Perm Perm NA pm+ov pm+pt NA pm+pt NA Perm
Protected Phases 4 8152 16
Permitted Phases 4 4 8 8 2 6 6
Detector Phase 44488152 166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 12.0 7.0 12.0 12.0
Minimum Split (s) 12.4 12.4 12.4 12.5 12.5 11.9 13.2 18.2 11.9 18.2 18.2
Total Split (s) 30.0 30.0 30.0 40.0 40.0 20.0 20.0 60.0 20.0 60.0 60.0
Total Split (%) 25.0% 25.0% 25.0% 33.3% 33.3% 16.7% 16.7% 50.0% 16.7% 50.0% 50.0%
Maximum Green (s) 24.6 24.6 24.6 34.5 34.5 15.1 13.8 53.8 15.1 53.8 53.8
Yellow Time (s) 3.2 3.2 3.2 4.5 4.5 3.0 3.0 4.5 3.0 4.5 4.5
All-Red Time (s) 2.2 2.2 2.2 1.0 1.0 1.9 3.2 1.7 1.9 1.7 1.7
Lost Time Adjust (s) -0.4 -0.4 -0.4 -0.5 -0.5 0.1 -1.2 -1.2 0.1 -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
Lead/Lag Lead Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 3.0 3.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 40.0
Recall Mode None None None None None None None Min None Min Min
Act Effct Green (s) 22.0 22.0 22.0 22.0 22.0 39.5 63.9 55.5 72.6 62.6 62.6
Actuated g/C Ratio 0.21 0.21 0.21 0.21 0.21 0.38 0.61 0.53 0.69 0.60 0.60
v/c Ratio 0.40 0.14 0.04 0.78 0.17 0.54 0.13 0.89 0.77 0.51 0.01
Control Delay 40.0 34.2 32.6 58.9 34.7 28.6 7.7 37.2 38.7 16.7 12.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.0 34.2 32.6 58.9 34.7 28.6 7.7 37.2 38.7 16.7 12.3
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne PM Exist
C. Steiss Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS D C C E C C A D D B B
Approach Delay 37.7 40.2 35.1 23.0
Approach LOS DDDC
Queue Length 50th (ft) 65 30 8 143 38 164 13 514 84 221 4
Queue Length 95th (ft) 118 63 24 230 75 246 35 #927 #222 399 15
Internal Link Dist (ft) 329 937 374 804
Turn Bay Length (ft) 200 150 275 475
Base Capacity (vph) 446 625 531 451 625 635 623 966 343 1110 943
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 0.25 0.09 0.03 0.49 0.11 0.50 0.11 0.89 0.68 0.51 0.01
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 105.1
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 32.6 Intersection LOS: C
Intersection Capacity Utilization 83.2% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne PM 2021 FNB
C. Steiss Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 120 68 37 204 93 297 103 704 93 217 523 43
Future Volume (vph) 120 68 37 204 93 297 103 704 93 217 523 43
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 150 0 275 475
Storage Lanes 1 1 1 2 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.983 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 1831 0 1770 1863 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 1583 1770 1863 1583 1770 1831 0 1770 1863 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45 45
Link Distance (ft) 409 1017 454 884
Travel Time (s) 11.2 15.4 6.9 13.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 133 76 41 227 103 330 114 782 103 241 581 48
Shared Lane Traffic (%)
Lane Group Flow (vph) 133 76 41 227 103 330 114 885 0 241 581 48
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 74538152 167
Permitted Phases 4 8 6
Detector Phase 74538152 167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0
Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.1 11.2 18.2 10.1 18.2 10.8
Total Split (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0
Total Split (%) 12.5% 18.8% 12.5% 12.5% 18.8% 12.5% 12.5% 56.3% 12.5% 56.3% 12.5%
Maximum Green (s) 14.2 22.9 13.8 14.9 22.9 14.9 13.8 83.8 14.9 83.8 14.2
Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0
All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.1 3.2 1.7 2.1 1.7 2.8
Lost Time Adjust (s) -0.8 -2.1 -1.2 -1.1 -2.1 -0.1 -1.2 -1.2 -0.1 -1.2 -0.8
Total Lost Time (s) 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0
Recall Mode None None None None None None None Min None Min None
Act Effct Green (s) 14.0 13.9 32.3 16.3 15.2 35.6 13.3 70.4 15.3 72.4 91.5
Actuated g/C Ratio 0.10 0.10 0.24 0.12 0.11 0.26 0.10 0.52 0.11 0.54 0.68
v/c Ratio 0.73 0.40 0.11 1.07 0.49 0.79 0.66 0.93 1.21 0.58 0.04
Control Delay 84.8 66.3 43.8 136.4 68.4 64.0 80.5 46.6 180.2 24.3 7.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 84.8 66.3 43.8 136.4 68.4 64.0 80.5 46.6 180.2 24.3 7.8
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne PM 2021 FNB
C. Steiss Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FEDFEEFD FCA
Approach Delay 72.5 89.6 50.5 66.6
Approach LOS E F D E
Queue Length 50th (ft) 118 65 29 ~236 90 286 100 698 ~274 344 13
Queue Length 95th (ft) #244 126 66 #461 162 #467 #196 #1014 #509 494 30
Internal Link Dist (ft) 329 937 374 804
Turn Bay Length (ft) 200 150 275 475
Base Capacity (vph) 200 351 400 213 351 416 200 1173 200 1193 1086
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 0.67 0.22 0.10 1.07 0.29 0.79 0.57 0.75 1.21 0.49 0.04
Intersection Summary
Area Type: Other
Cycle Length: 160
Actuated Cycle Length: 135.3
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.21
Intersection Signal Delay: 66.8 Intersection LOS: E
Intersection Capacity Utilization 85.2% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne PM 2021 Ph1 Build
C. Steiss Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 138 77 42 204 108 297 110 704 93 217 530 65
Future Volume (vph) 138 77 42 204 108 297 110 704 93 217 530 65
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 150 0 275 475
Storage Lanes 1 1 1 2 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.983 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 1831 0 1770 1863 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 1583 1770 1863 1583 1770 1831 0 1770 1863 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45 45
Link Distance (ft) 409 1017 454 884
Travel Time (s) 11.2 15.4 6.9 13.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 153 86 47 227 120 330 122 782 103 241 589 72
Shared Lane Traffic (%)
Lane Group Flow (vph) 153 86 47 227 120 330 122 885 0 241 589 72
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 74538152 167
Permitted Phases 4 8 6
Detector Phase 74538152 167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0
Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.1 11.2 18.2 10.1 18.2 10.8
Total Split (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0
Total Split (%) 12.5% 18.8% 12.5% 12.5% 18.8% 12.5% 12.5% 56.3% 12.5% 56.3% 12.5%
Maximum Green (s) 14.2 22.9 13.8 14.9 22.9 14.9 13.8 83.8 14.9 83.8 14.2
Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0
All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.1 3.2 1.7 2.1 1.7 2.8
Lost Time Adjust (s) -0.8 -2.1 -1.2 -1.1 -2.1 -0.1 -1.2 -1.2 -0.1 -1.2 -0.8
Total Lost Time (s) 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0
Recall Mode None None None None None None None Min None Min None
Act Effct Green (s) 14.9 15.4 34.1 16.3 15.7 36.1 13.6 71.3 15.3 72.9 92.9
Actuated g/C Ratio 0.11 0.11 0.25 0.12 0.11 0.26 0.10 0.52 0.11 0.53 0.68
v/c Ratio 0.80 0.42 0.12 1.08 0.57 0.80 0.70 0.93 1.23 0.60 0.07
Control Delay 90.9 65.9 43.5 142.2 71.0 64.6 84.1 48.2 188.8 25.5 8.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 90.9 65.9 43.5 142.2 71.0 64.6 84.1 48.2 188.8 25.5 8.4
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne PM 2021 Ph1 Build
C. Steiss Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FEDFEEFD FCA
Approach Delay 75.6 91.8 52.6 67.8
Approach LOS E F D E
Queue Length 50th (ft) 141 75 34 ~245 107 290 110 715 ~284 360 21
Queue Length 95th (ft) #299 139 73 #470 184 #444 #220 #1088 #516 517 43
Internal Link Dist (ft) 329 937 374 804
Turn Bay Length (ft) 200 150 275 475
Base Capacity (vph) 196 345 411 210 345 415 196 1153 196 1173 1073
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 0.78 0.25 0.11 1.08 0.35 0.80 0.62 0.77 1.23 0.50 0.07
Intersection Summary
Area Type: Other
Cycle Length: 160
Actuated Cycle Length: 137.6
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.23
Intersection Signal Delay: 68.9 Intersection LOS: E
Intersection Capacity Utilization 85.2% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/20/2018
180243 BRC Castle Hayne PM 2021 Ph1 Build + Imps
C. Steiss Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 138 77 42 204 108 297 110 704 93 217 530 65
Future Volume (vph) 138 77 42 204 108 297 110 704 93 217 530 65
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 250 0 275 475
Storage Lanes 1 1 1 2 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.983 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 1831 0 1770 1863 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 1583 1770 1863 1583 1770 1831 0 1770 1863 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45 45
Link Distance (ft) 409 1017 454 884
Travel Time (s) 11.2 15.4 6.9 13.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 153 86 47 227 120 330 122 782 103 241 589 72
Shared Lane Traffic (%)
Lane Group Flow (vph) 153 86 47 227 120 330 122 885 0 241 589 72
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 74538152 167
Permitted Phases 4 8 6
Detector Phase 74538152 167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0
Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.1 11.2 18.2 10.1 18.2 10.8
Total Split (s) 17.0 13.0 21.0 20.0 16.0 22.0 21.0 65.0 22.0 66.0 17.0
Total Split (%) 14.2% 10.8% 17.5% 16.7% 13.3% 18.3% 17.5% 54.2% 18.3% 55.0% 14.2%
Maximum Green (s) 11.2 5.9 14.8 14.9 8.9 16.9 14.8 58.8 16.9 59.8 11.2
Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0
All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.1 3.2 1.7 2.1 1.7 2.8
Lost Time Adjust (s) -0.8 -2.1 -1.2 -1.1 -2.1 -0.1 -1.2 -1.2 -0.1 -1.2 -0.8
Total Lost Time (s) 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0
Recall Mode None None None None None None None Min None Min None
Act Effct Green (s) 11.8 8.0 26.2 16.0 11.2 33.2 13.2 58.6 17.0 62.4 79.2
Actuated g/C Ratio 0.10 0.07 0.22 0.13 0.09 0.28 0.11 0.49 0.14 0.53 0.67
v/c Ratio 0.86 0.69 0.13 0.95 0.69 0.74 0.62 0.98 0.95 0.60 0.07
Control Delay 93.4 81.7 37.6 98.6 73.1 51.1 64.1 55.3 96.7 23.2 7.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 93.4 81.7 37.6 98.6 73.1 51.1 64.1 55.3 96.7 23.2 7.5
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/20/2018
180243 BRC Castle Hayne PM 2021 Ph1 Build + Imps
C. Steiss Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS F F D F E D E E F C A
Approach Delay 80.7 70.9 56.4 41.6
Approach LOS F E E D
Queue Length 50th (ft) 119 66 29 177 92 235 91 643 188 305 18
Queue Length 95th (ft) #241 #147 62 #337 #180 #366 153 #935 #351 439 36
Internal Link Dist (ft) 329 937 374 804
Turn Bay Length (ft) 200 250 275 475
Base Capacity (vph) 179 125 387 239 175 443 239 926 253 980 1059
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 0.85 0.69 0.12 0.95 0.69 0.74 0.51 0.96 0.95 0.60 0.07
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 118.6
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 57.6 Intersection LOS: E
Intersection Capacity Utilization 85.2% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne PM 2023 FNB
C. Steiss Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 122 69 38 208 94 303 104 718 95 222 534 44
Future Volume (vph) 122 69 38 208 94 303 104 718 95 222 534 44
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 150 0 275 475
Storage Lanes 1 1 1 2 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.982 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 1829 0 1770 1863 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 1583 1770 1863 1583 1770 1829 0 1770 1863 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45 45
Link Distance (ft) 409 1017 454 884
Travel Time (s) 11.2 15.4 6.9 13.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 136 77 42 231 104 337 116 798 106 247 593 49
Shared Lane Traffic (%)
Lane Group Flow (vph) 136 77 42 231 104 337 116 904 0 247 593 49
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 74538152 167
Permitted Phases 4 8 6
Detector Phase 74538152 167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0
Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.1 11.2 18.2 10.1 18.2 10.8
Total Split (s) 20.0 30.0 20.0 20.0 30.0 20.0 20.0 90.0 20.0 90.0 20.0
Total Split (%) 12.5% 18.8% 12.5% 12.5% 18.8% 12.5% 12.5% 56.3% 12.5% 56.3% 12.5%
Maximum Green (s) 14.2 22.9 13.8 14.9 22.9 14.9 13.8 83.8 14.9 83.8 14.2
Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0
All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.1 3.2 1.7 2.1 1.7 2.8
Lost Time Adjust (s) -0.8 -2.1 -1.2 -1.1 -2.1 -0.1 -1.2 -1.2 -0.1 -1.2 -0.8
Total Lost Time (s) 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0
Recall Mode None None None None None None None Min None Min None
Act Effct Green (s) 14.2 14.2 32.7 16.3 15.2 35.6 13.4 73.4 15.2 75.2 94.5
Actuated g/C Ratio 0.10 0.10 0.24 0.12 0.11 0.26 0.10 0.53 0.11 0.54 0.68
v/c Ratio 0.75 0.40 0.11 1.11 0.51 0.83 0.68 0.93 1.27 0.59 0.05
Control Delay 87.7 67.3 44.5 150.9 70.2 68.9 83.2 47.1 203.5 24.3 7.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 87.7 67.3 44.5 150.9 70.2 68.9 83.2 47.1 203.5 24.3 7.8
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/15/2018
180243 BRC Castle Hayne PM 2023 FNB
C. Steiss Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FEDFEEFD FCA
Approach Delay 74.4 97.3 51.2 73.2
Approach LOS E F D E
Queue Length 50th (ft) 127 69 31 ~261 95 310 107 730 ~305 355 14
Queue Length 95th (ft) #251 127 67 #472 164 #481 #201 #1107 #524 508 31
Internal Link Dist (ft) 329 937 374 804
Turn Bay Length (ft) 200 150 275 475
Base Capacity (vph) 195 342 394 208 342 406 195 1142 195 1163 1092
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 0.70 0.23 0.11 1.11 0.30 0.83 0.59 0.79 1.27 0.51 0.04
Intersection Summary
Area Type: Other
Cycle Length: 160
Actuated Cycle Length: 138.4
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.27
Intersection Signal Delay: 71.1 Intersection LOS: E
Intersection Capacity Utilization 86.5% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/20/2018
180243 BRC Castle Hayne PM 2023 Full Build
C. Steiss Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 150 83 52 208 117 303 127 718 95 222 546 79
Future Volume (vph) 150 83 52 208 117 303 127 718 95 222 546 79
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 250 0 275 475
Storage Lanes 1 1 1 2 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.982 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 1770 1863 1583 1770 1829 0 1770 1863 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 1583 1770 1863 1583 1770 1829 0 1770 1863 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45 45
Link Distance (ft) 409 1017 454 884
Travel Time (s) 11.2 15.4 6.9 13.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 167 92 58 231 130 337 141 798 106 247 607 88
Shared Lane Traffic (%)
Lane Group Flow (vph) 167 92 58 231 130 337 141 904 0 247 607 88
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA Prot NA pm+ov
Protected Phases 74538152 167
Permitted Phases 4 8 6
Detector Phase 74538152 167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 12.0 5.0
Minimum Split (s) 10.8 12.1 11.2 10.1 12.1 10.1 11.2 18.2 10.1 18.2 10.8
Total Split (s) 17.0 13.0 21.0 20.0 16.0 22.0 21.0 65.0 22.0 66.0 17.0
Total Split (%) 14.2% 10.8% 17.5% 16.7% 13.3% 18.3% 17.5% 54.2% 18.3% 55.0% 14.2%
Maximum Green (s) 11.2 5.9 14.8 14.9 8.9 16.9 14.8 58.8 16.9 59.8 11.2
Yellow Time (s) 3.0 4.5 3.0 3.0 4.5 3.0 3.0 4.5 3.0 4.5 3.0
All-Red Time (s) 2.8 2.6 3.2 2.1 2.6 2.1 3.2 1.7 2.1 1.7 2.8
Lost Time Adjust (s) -0.8 -2.1 -1.2 -1.1 -2.1 -0.1 -1.2 -1.2 -0.1 -1.2 -0.8
Total Lost Time (s) 5.0 5.0 5.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 5.5 2.0
Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 40.0 0.0
Recall Mode None None None None None None None Min None Min None
Act Effct Green (s) 12.0 8.0 26.9 16.0 11.0 33.0 13.9 60.0 17.0 63.1 80.1
Actuated g/C Ratio 0.10 0.07 0.22 0.13 0.09 0.28 0.12 0.50 0.14 0.53 0.67
v/c Ratio 0.94 0.74 0.16 0.98 0.76 0.77 0.69 0.99 0.99 0.62 0.08
Control Delay 108.4 88.2 37.8 105.7 81.2 53.6 67.9 57.6 105.8 24.0 7.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 108.4 88.2 37.8 105.7 81.2 53.6 67.9 57.6 105.8 24.0 7.7
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/20/2018
180243 BRC Castle Hayne PM 2023 Full Build
C. Steiss Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFDFFDEE FCA
Approach Delay 89.6 76.0 59.0 43.9
Approach LOS F E E D
Queue Length 50th (ft) 131 71 36 181 100 241 105 671 193 326 23
Queue Length 95th (ft) #268 #158 73 #343 #201 #378 174 #968 #362 458 43
Internal Link Dist (ft) 329 937 374 804
Turn Bay Length (ft) 200 250 275 475
Base Capacity (vph) 177 124 382 236 170 435 236 914 250 979 1055
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 0.94 0.74 0.15 0.98 0.76 0.77 0.60 0.99 0.99 0.62 0.08
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.99
Intersection Signal Delay: 61.4 Intersection LOS: E
Intersection Capacity Utilization 86.5% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis
NC 133 (Castle Hayne Road) at
Existing Site Access
HCM 2010 TWSC
200: Castle Hayne Road & Site Access 11/15/2018
180243 BRC Castle Hayne AM Exist
C. Steiss Page 4
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 5 4 554 1093 14
Future Vol, veh/h 2 5 4 554 1093 14
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 ----0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 2 6 4 616 1214 16
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1838 1214 1214 0 - 0
Stage 1 1214 -----
Stage 2 624 -----
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 83 221 575 - - -
Stage 1 281 -----
Stage 2 534 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 82 221 575 - - -
Mov Cap-2 Maneuver 200 -----
Stage 1 281 -----
Stage 2 528 -----
Approach EB NB SB
HCM Control Delay, s 22.4 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 575 - 215 - -
HCM Lane V/C Ratio 0.008 - 0.036 - -
HCM Control Delay (s) 11.3 0 22.4 - -
HCM Lane LOS B A C - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
HCM 2010 TWSC
200: Castle Hayne Road & Site Access 11/15/2018
180243 BRC Castle Hayne AM 2021 FNB
C. Steiss Page 4
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 5 4 583 1164 14
Future Vol, veh/h 2 5 4 583 1164 14
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 ----0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 2 6 4 648 1293 16
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1950 1293 1293 0 - 0
Stage 1 1293 -----
Stage 2 657 -----
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 71 199 536 - - -
Stage 1 257 -----
Stage 2 516 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 70 199 536 - - -
Mov Cap-2 Maneuver 184 -----
Stage 1 257 -----
Stage 2 510 -----
Approach EB NB SB
HCM Control Delay, s 24.3 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 536 - 194 - -
HCM Lane V/C Ratio 0.008 - 0.04 - -
HCM Control Delay (s) 11.8 0 24.3 - -
HCM Lane LOS B A C - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
HCM 2010 TWSC
200: Castle Hayne Road & Site Access 11/15/2018
180243 BRC Castle Hayne AM 2021 Ph1 Build
C. Steiss Page 4
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 28 11 586 1171 16
Future Vol, veh/h 2 28 11 586 1171 16
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 ----0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 2 31 12 651 1301 18
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1977 1301 1301 0 - 0
Stage 1 1301 -----
Stage 2 676 -----
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 68 197 532 - - -
Stage 1 255 -----
Stage 2 505 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 66 197 532 - - -
Mov Cap-2 Maneuver 179 -----
Stage 1 255 -----
Stage 2 487 -----
Approach EB NB SB
HCM Control Delay, s 27.1 0.2 0
HCM LOS D
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 532 - 196 - -
HCM Lane V/C Ratio 0.023 - 0.17 - -
HCM Control Delay (s) 11.9 0 27.1 - -
HCM Lane LOS B A D - -
HCM 95th %tile Q(veh) 0.1 - 0.6 - -
HCM 2010 TWSC
200: Castle Hayne Road & Site Access 11/15/2018
180243 BRC Castle Hayne AM 2023 FNB
C. Steiss Page 4
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 5 4 594 1187 15
Future Vol, veh/h 2 5 4 594 1187 15
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 ----0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 2 6 4 660 1319 17
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1988 1319 1319 0 - 0
Stage 1 1319 -----
Stage 2 669 -----
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 67 192 524 - - -
Stage 1 250 -----
Stage 2 509 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 66 192 524 - - -
Mov Cap-2 Maneuver 178 -----
Stage 1 250 -----
Stage 2 503 -----
Approach EB NB SB
HCM Control Delay, s 25 0.1 0
HCM LOS D
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 524 - 188 - -
HCM Lane V/C Ratio 0.008 - 0.041 - -
HCM Control Delay (s) 11.9 0 25 - -
HCM Lane LOS B A D - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
HCM 2010 TWSC
200: Castle Hayne Road & Site Access 11/20/2018
180243 BRC Castle Hayne AM 2023 Build
C. Steiss Page 4
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 30 11 602 1211 19
Future Vol, veh/h 2 30 11 602 1211 19
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 ----0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 2 33 12 669 1346 21
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2039 1346 1346 0 - 0
Stage 1 1346 -----
Stage 2 693 -----
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 62 185 512 - - -
Stage 1 242 -----
Stage 2 496 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 60 185 512 - - -
Mov Cap-2 Maneuver 171 -----
Stage 1 242 -----
Stage 2 478 -----
Approach EB NB SB
HCM Control Delay, s 29.2 0.2 0
HCM LOS D
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 512 - 184 - -
HCM Lane V/C Ratio 0.024 - 0.193 - -
HCM Control Delay (s) 12.2 0 29.2 - -
HCM Lane LOS B A D - -
HCM 95th %tile Q(veh) 0.1 - 0.7 - -
HCM 2010 TWSC
200: Castle Hayne Road & Site Access 11/15/2018
180243 BRC Castle Hayne PM Exist
C. Steiss Page 4
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 2 6 878 673 10
Future Vol, veh/h 3 2 6 878 673 10
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 ----0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 3 2 7 976 748 11
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1737 748 748 0 - 0
Stage 1 748 -----
Stage 2 989 -----
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 96 412 861 - - -
Stage 1 468 -----
Stage 2 360 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 94 412 861 - - -
Mov Cap-2 Maneuver 226 -----
Stage 1 468 -----
Stage 2 354 -----
Approach EB NB SB
HCM Control Delay, s 18.3 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 861 - 276 - -
HCM Lane V/C Ratio 0.008 - 0.02 - -
HCM Control Delay (s) 9.2 0 18.3 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
HCM 2010 TWSC
200: Castle Hayne Road & Site Access 11/15/2018
180243 BRC Castle Hayne PM 2021 FNB
C. Steiss Page 4
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 2 6 947 717 10
Future Vol, veh/h 3 2 6 947 717 10
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 ----0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 3 2 7 1052 797 11
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1863 797 797 0 - 0
Stage 1 797 -----
Stage 2 1066 -----
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 80 387 825 - - -
Stage 1 444 -----
Stage 2 331 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 78 387 825 - - -
Mov Cap-2 Maneuver 205 -----
Stage 1 444 -----
Stage 2 324 -----
Approach EB NB SB
HCM Control Delay, s 19.6 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 825 - 252 - -
HCM Lane V/C Ratio 0.008 - 0.022 - -
HCM Control Delay (s) 9.4 0 19.6 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
HCM 2010 TWSC
200: Castle Hayne Road & Site Access 11/15/2018
180243 BRC Castle Hayne PM 2021 Ph1 Build
C. Steiss Page 4
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 15 28 954 722 17
Future Vol, veh/h 3 15 28 954 722 17
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 ----0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 3 17 31 1060 802 19
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1924 802 802 0 - 0
Stage 1 802 -----
Stage 2 1122 -----
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 73 384 822 - - -
Stage 1 441 -----
Stage 2 311 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 66 384 822 - - -
Mov Cap-2 Maneuver 185 -----
Stage 1 441 -----
Stage 2 282 -----
Approach EB NB SB
HCM Control Delay, s 16.8 0.3 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 822 - 326 - -
HCM Lane V/C Ratio 0.038 - 0.061 - -
HCM Control Delay (s) 9.6 0 16.8 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 2010 TWSC
200: Castle Hayne Road & Site Access 11/15/2018
180243 BRC Castle Hayne PM 2023 FNB
C. Steiss Page 4
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 2 6 965 731 11
Future Vol, veh/h 3 2 6 965 731 11
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 ----0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 3 2 7 1072 812 12
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1898 812 812 0 - 0
Stage 1 812 -----
Stage 2 1086 -----
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 76 379 814 - - -
Stage 1 437 -----
Stage 2 324 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 74 379 814 - - -
Mov Cap-2 Maneuver 200 -----
Stage 1 437 -----
Stage 2 317 -----
Approach EB NB SB
HCM Control Delay, s 19.9 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 814 - 247 - -
HCM Lane V/C Ratio 0.008 - 0.022 - -
HCM Control Delay (s) 9.5 0 19.9 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
HCM 2010 TWSC
200: Castle Hayne Road & Site Access 11/20/2018
180243 BRC Castle Hayne PM 2023 Full Build
C. Steiss Page 4
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 16 29 988 745 23
Future Vol, veh/h 3 16 29 988 745 23
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 ----0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 3 18 32 1098 828 26
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1990 828 828 0 - 0
Stage 1 828 -----
Stage 2 1162 -----
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 67 371 803 - - -
Stage 1 429 -----
Stage 2 298 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 60 371 803 - - -
Mov Cap-2 Maneuver 176 -----
Stage 1 429 -----
Stage 2 268 -----
Approach EB NB SB
HCM Control Delay, s 17.2 0.3 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 803 - 316 - -
HCM Lane V/C Ratio 0.04 - 0.067 - -
HCM Control Delay (s) 9.7 0 17.2 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis
Queueing and Blocking Reports
Queuing and Blocking Report
AM Exist 11/15/2018
180243 BRC Castle Hayne SimTraffic Report
C. Steiss Page 1
Intersection: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served L T R L T R L TR L T R
Maximum Queue (ft) 74 53 52 205 76 184 174 388 299 484 15
Average Queue (ft) 24 21 13 115 26 70 37 262 82 181 4
95th Queue (ft) 60 54 41 175 60 118 140 420 188 361 14
Link Distance (ft) 362 362 362 981 374 836
Upstream Blk Time (%) 1
Queuing Penalty (veh) 8
Storage Bay Dist (ft) 200 200 150 275 475
Storage Blk Time (%) 0 0 31 1
Queuing Penalty (veh)1043
Intersection: 200: Castle Hayne Road & Site Access
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 42 322
Average Queue (ft) 5 32
95th Queue (ft) 23 144
Link Distance (ft) 309 469
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 16
Queuing and Blocking Report
AM 2021 FNB 11/15/2018
180243 BRC Castle Hayne SimTraffic Report
C. Steiss Page 1
Intersection: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served L T R L T R L TR L T R
Maximum Queue (ft) 118 96 96 448 300 174 175 390 300 372 41
Average Queue (ft) 52 54 51 186 85 99 27 267 159 217 6
95th Queue (ft) 97 95 86 332 234 163 96 409 270 342 21
Link Distance (ft) 362 362 362 981 374 836
Upstream Blk Time (%) 2
Queuing Penalty (veh) 10
Storage Bay Dist (ft) 200 200 150 275 475
Storage Blk Time (%) 12 32 1 4
Queuing Penalty (veh) 33 8 8 8
Intersection: 200: Castle Hayne Road & Site Access
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 42 154
Average Queue (ft) 6 17
95th Queue (ft) 24 80
Link Distance (ft) 309 469
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 68
Queuing and Blocking Report
AM 2021 Ph1 Build 11/15/2018
180243 BRC Castle Hayne SimTraffic Report
C. Steiss Page 1
Intersection: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served L T R L T R L TR L T R
Maximum Queue (ft) 180 116 96 395 300 208 175 381 300 656 42
Average Queue (ft) 79 65 57 197 72 101 30 245 194 291 9
95th Queue (ft) 147 111 93 321 213 185 104 406 315 514 30
Link Distance (ft) 362 362 362 981 374 836
Upstream Blk Time (%) 1
Queuing Penalty (veh) 4
Storage Bay Dist (ft) 200 200 150 275 475
Storage Blk Time (%) 20 0 1 25 2 8
Queuing Penalty (veh) 55 1 1 7 13 18
Intersection: 200: Castle Hayne Road & Site Access
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 64 416
Average Queue (ft) 20 52
95th Queue (ft) 44 223
Link Distance (ft) 309 469
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 99
Queuing and Blocking Report
AM 2021 Ph1 Build + Imps 11/16/2018
180243 BRC Castle Hayne SimTraffic Report
C. Steiss Page 1
Intersection: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served L T R L T R L TR L T R
Maximum Queue (ft) 136 135 135 267 118 236 250 385 300 590 61
Average Queue (ft) 70 68 64 163 48 109 43 267 178 285 7
95th Queue (ft) 124 116 116 235 95 184 161 387 314 465 27
Link Distance (ft) 362 362 362 981 374 836
Upstream Blk Time (%) 1
Queuing Penalty (veh) 4
Storage Bay Dist (ft) 200 200 225 275 475
Storage Blk Time (%) 5 1 17 0 9
Queuing Penalty (veh) 13 4 5 0 21
Intersection: 200: Castle Hayne Road & Site Access
Movement EB NB SB
Directions Served LR LT R
Maximum Queue (ft) 44 293 20
Average Queue (ft) 22 37 1
95th Queue (ft) 45 159 6
Link Distance (ft) 309 469 374
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 47
Queuing and Blocking Report
AM 2023 FNB 11/15/2018
180243 BRC Castle Hayne SimTraffic Report
C. Steiss Page 1
Intersection: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served L T R L T R L TR L T R
Maximum Queue (ft) 96 96 137 326 300 245 175 377 299 616 15
Average Queue (ft) 54 57 52 176 54 110 33 253 184 243 4
95th Queue (ft) 96 96 97 269 142 183 115 403 317 435 15
Link Distance (ft) 362 362 362 981 374 836
Upstream Blk Time (%) 0
Queuing Penalty (veh) 2
Storage Bay Dist (ft) 200 200 150 275 475
Storage Blk Time (%) 7 1 29 4 5
Queuing Penalty (veh) 20 2 8 31 12
Intersection: 200: Castle Hayne Road & Site Access
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 42 125
Average Queue (ft) 7 13
95th Queue (ft) 25 69
Link Distance (ft) 309 469
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 74
Queuing and Blocking Report
AM 2023 Build 11/16/2018
180243 BRC Castle Hayne SimTraffic Report
C. Steiss Page 1
Intersection: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served L T R L T R L TR L T R
Maximum Queue (ft) 131 163 156 381 300 220 249 389 299 558 40
Average Queue (ft) 72 79 68 160 76 109 31 231 182 298 7
95th Queue (ft) 120 133 123 273 196 200 107 365 313 494 24
Link Distance (ft) 362 362 362 981 374 836
Upstream Blk Time (%) 2
Queuing Penalty (veh) 13
Storage Bay Dist (ft) 200 200 225 275 475
Storage Blk Time (%) 7 0 1 10 0 10
Queuing Penalty (veh) 20 0 2 3 0 24
Intersection: 200: Castle Hayne Road & Site Access
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 70 484
Average Queue (ft) 16 61
95th Queue (ft) 43 264
Link Distance (ft) 309 469
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 62
Queuing and Blocking Report
PM Exist 11/15/2018
180243 BRC Castle Hayne SimTraffic Report
C. Steiss Page 1
Intersection: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served L T R L T R L TR L T R
Maximum Queue (ft) 336 53 52 203 278 250 174 391 189 210 39
Average Queue (ft) 172 25 10 131 63 142 63 386 100 121 3
95th Queue (ft) 317 56 35 198 166 226 177 392 158 195 17
Link Distance (ft) 362 362 362 981 374 836
Upstream Blk Time (%) 31
Queuing Penalty (veh) 274
Storage Bay Dist (ft) 200 200 150 275 475
Storage Blk Time (%) 1 0 3 50
Queuing Penalty (veh) 2 0 5 29
Intersection: 200: Castle Hayne Road & Site Access
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 86 521
Average Queue (ft) 31 372
95th Queue (ft) 76 612
Link Distance (ft) 309 469
Upstream Blk Time (%) 30
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 310
Queuing and Blocking Report
PM 2021 FNB 11/15/2018
180243 BRC Castle Hayne SimTraffic Report
C. Steiss Page 1
Intersection: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served L T R L T R L TR L T R
Maximum Queue (ft) 286 141 118 584 300 250 175 392 300 870 42
Average Queue (ft) 124 67 46 262 180 190 109 366 215 288 8
95th Queue (ft) 221 129 98 502 353 272 191 452 329 616 29
Link Distance (ft) 362 362 362 981 374 836
Upstream Blk Time (%) 18 3
Queuing Penalty (veh) 172 0
Storage Bay Dist (ft) 200 200 150 275 475
Storage Blk Time (%) 17 3 20 4 37 11 3
Queuing Penalty (veh) 66 5 41 33 39 63 8
Intersection: 200: Castle Hayne Road & Site Access
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 40 484
Average Queue (ft) 8 258
95th Queue (ft) 29 575
Link Distance (ft) 309 469
Upstream Blk Time (%) 7
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 427
Queuing and Blocking Report
PM 2021 Ph1 Build 11/15/2018
180243 BRC Castle Hayne SimTraffic Report
C. Steiss Page 1
Intersection: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served L T R L T R L TR L T R
Maximum Queue (ft) 222 151 93 549 300 250 175 390 300 542 41
Average Queue (ft) 125 69 36 251 186 182 109 372 208 246 10
95th Queue (ft) 209 126 80 457 345 246 201 435 318 420 31
Link Distance (ft) 362 362 362 981 374 836
Upstream Blk Time (%) 12
Queuing Penalty (veh) 117
Storage Bay Dist (ft) 200 200 150 275 475
Storage Blk Time (%) 18 2 10 2 36 2 5
Queuing Penalty (veh) 74 4 19 16 39 14 13
Intersection: 200: Castle Hayne Road & Site Access
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 66 484
Average Queue (ft) 16 206
95th Queue (ft) 44 466
Link Distance (ft) 309 469
Upstream Blk Time (%) 4
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 296
Queuing and Blocking Report
PM 2021 Ph1 Build + Imps 11/16/2018
180243 BRC Castle Hayne SimTraffic Report
C. Steiss Page 1
Intersection: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served L T R L T R L TR L T R
Maximum Queue (ft) 242 162 118 351 300 250 250 390 299 411 42
Average Queue (ft) 106 80 40 202 131 176 144 383 166 189 9
95th Queue (ft) 174 145 86 323 283 230 305 392 264 335 30
Link Distance (ft) 362 362 362 981 374 836
Upstream Blk Time (%) 26
Queuing Penalty (veh) 245
Storage Bay Dist (ft) 200 200 225 275 475
Storage Blk Time (%) 15 2 6 0 41 0 2
Queuing Penalty (veh) 60 5 12 3 45 0 7
Intersection: 200: Castle Hayne Road & Site Access
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 212 508
Average Queue (ft) 55 399
95th Queue (ft) 146 647
Link Distance (ft) 309 469
Upstream Blk Time (%) 32
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 378
Queuing and Blocking Report
PM 2023 FNB 11/15/2018
180243 BRC Castle Hayne SimTraffic Report
C. Steiss Page 1
Intersection: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served L T R L T R L TR L T R
Maximum Queue (ft) 286 160 118 699 300 250 175 392 300 870 700
Average Queue (ft) 132 70 32 382 227 193 109 349 255 425 75
95th Queue (ft) 248 135 80 683 392 283 196 444 354 881 416
Link Distance (ft) 362 362 362 981 374 836
Upstream Blk Time (%) 14 7
Queuing Penalty (veh) 133 0
Storage Bay Dist (ft) 200 200 150 275 475
Storage Blk Time (%) 42 4 27 7 35 26 2
Queuing Penalty (veh) 167 8 55 60 36 148 6
Intersection: 200: Castle Hayne Road & Site Access
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 22 503
Average Queue (ft) 4 201
95th Queue (ft) 16 511
Link Distance (ft) 309 469
Upstream Blk Time (%) 6
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 614
Queuing and Blocking Report
PM 2023 Full Build 11/16/2018
180243 BRC Castle Hayne SimTraffic Report
C. Steiss Page 1
Intersection: 100: Castle Hayne Road & Riverside Drive/N Kerr Avenue
Movement EB EB EB WB WB WB NB NB SB SB SB
Directions Served L T R L T R L TR L T R
Maximum Queue (ft) 304 162 115 608 300 245 250 391 300 427 61
Average Queue (ft) 139 82 47 201 125 176 142 382 202 220 11
95th Queue (ft) 258 141 99 397 236 236 275 391 310 382 32
Link Distance (ft) 362 362 362 981 374 836
Upstream Blk Time (%) 28
Queuing Penalty (veh) 282
Storage Bay Dist (ft) 200 200 225 275 475
Storage Blk Time (%) 11 1 7 0 44 1 4
Queuing Penalty (veh) 47 2 15 0 56 5 14
Intersection: 200: Castle Hayne Road & Site Access
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 65 532
Average Queue (ft) 13 477
95th Queue (ft) 38 552
Link Distance (ft) 309 469
Upstream Blk Time (%) 49
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 421
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis
Trip Generation
24 Hour
Two-Way
Land Use ITE Land
Code
Data
Source Volume Enter Exit Enter Exit
Apartments 220 216
Dwelling
Units
Adjacent
/Equation 1,592 23 76 74 43
1,592 23 76 74 43
24 Hour
Two-Way
Land Use ITE Land
Code
Data
Source Volume Enter Exit Enter Exit
Apartments 220 360
Dwelling
Units
Adjacent
/Equation 2,681 37 124 116 68
2,681 37 124 116 68
ITE Trip Generation
Size
Average Weekday Driveway Volumes
Total Trips
BRC Castle Hayne (Phase 1)
AM Peak
Hour
PM Peak
Hour
Total Trips
ITE Trip Generation
BRC Castle Hayne (Full Build)
Average Weekday Driveway Volumes AM Peak
Hour
PM Peak
Hour
Size
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis
Traffic Volume Data
100
AM Peak 2018
TMC Balancing 2018
Existing
2021
Projected
Appd
Dev
2021
Future No
Build
Phase 1 Site
Trips
2021 Phase
1 Build
2023
Projected Appd Dev 2023 Future
No Build
Full Build
Site Trips
2023 Full
Build
EBL 35 35 36 28 64 30 95 37 28 65 50 115
EBT 34 34 35 28 63 15 78 36 28 64 25 89
EBR 27 27 28 38 66 8 73 28 38 66 25 90
WBL 251 251 259 259 259 264 264 264
WBT 60 60 62 9 71 5 76 63 9 72 7 80
WBR 195 195 201 201 201 205 205 205
NBL 13 13 13 12 25 2 28 14 12 26 7 34
NBT 410 410 422 422 422 431 431 431
NBR 87 87 90 90 90 91 91 91
SBL 206 206 212 212 212 217 217 217
SBT 764 764 787 787 2 789 803 803 4 807
SBR 12 12 12 9 21 7 28 13 9 22 11 33
Total 2094 0 2094 2157 125 2282 69 2351 2202 125 2327 129 2456
200
AM Peak 2018
TMC Balancing 2018
Existing
2021
Projected
Appd
Dev
2021
Future No
Build
Phase 1 Site
Trips
2021 Phase
1 Build
2023
Projected Appd Dev 2023 Future
No Build
Full Build
Site Trips
2023 Full
Build
EBL 2 2 2 2 2 2 2 2
EBT 0 0 0 0 0 0 0 0
EBR 5 5 5 5 23 28 5 5 25 30
WBL 0 0 0 0 0 0 0 0
WBT 0 0 0 0 0 0 0 0
WBR 0 0 0 0 0 0 0 0
NBL 4 4 4 4 7 11 4 4 7 11
NBT 554 554 571 12 583 2 586 582 12 594 7 602
NBR 0 0 0 0 0 0 0 0
SBL 0 0 0 0 0 0 0 0
SBT 1093 1093 1126 38 1164 8 1171 1149 38 1187 25 1211
SBR 14 14 14 14 2 16 15 15 4 19
Total 1672 0 1672 1722 50 1772 42 1814 1757 50 1807 68 1875
NC 133 (Castle Hayne Road) at North Kerr Avenue/Riverside Drive
NC 133 (Castle Hayne Road) at Site Access
100
PM Peak 2018
TMC Balancing 2018
Existing
2021
Projected
Appd
Dev
2021
Future No
Build
Phase 1 Site
Trips
2021 Phase
1 Build
2023
Projected Appd Dev 2023 Future
No Build
Full Build
Site Trips
2023 Full
Build
EBL 99 99 102 18 120 17 138 104 18 122 27 150
EBT 49 49 50 18 68 9 77 51 18 69 14 83
EBR 13 13 13 24 37 4 42 14 24 38 14 52
WBL 198 198 204 204 204 208 208 208
WBT 60 60 62 31 93 15 108 63 31 94 23 117
WBR 288 288 297 297 297 303 303 303
NBL 59 59 61 42 103 7 110 62 42 104 23 127
NBT 683 683 704 704 704 718 718 718
NBR 90 90 93 93 93 95 95 95
SBL 211 211 217 217 217 222 222 222
SBT 508 508 523 523 7 530 534 534 12 546
SBR 12 12 12 31 43 22 65 13 31 44 35 79
Total 2270 0 2270 2338 165 2503 82 2585 2387 165 2552 147 2699
200
PM Peak 2018
TMC Balancing 2018
Existing
2021
Projected
Appd
Dev
2021
Future No
Build
Phase 1 Site
Trips
2021 Phase
1 Build
2023
Projected Appd Dev 2023 Future
No Build
Full Build
Site Trips
2023 Full
Build
EBL 3 3 3 3 3 3 3 3
EBT 0 0 0 0 0 0 0 0
EBR 2 2 2 2 13 15 2 2 14 16
WBL 0 0 0 0 0 0 0 0
WBT 0 0 0 0 0 0 0 0
WBR 0 0 0 0 0 0 0 0
NBL 6 6 6 6 22 28 6 6 23 29
NBT 878 878 905 42 947 7 954 923 42 965 23 988
NBR 0 0 0 0 0 0 0 0
SBL 0 0 0 0 0 0 0 0
SBT 673 673 693 24 717 4 722 707 24 731 14 745
SBR 10 10 10 10 7 17 11 11 12 23
Total 1572 0 1572 1619 66 1685 54 1739 1652 66 1718 85 1803
NC 133 (Castle Hayne Road) at North Kerr Avenue/Riverside Drive
NC 133 (Castle Hayne Road) at Site Access
File Name : 180243 NC 133 at North Kerr Avenue
Site Code : 00180243
Start Date : 10/18/2018
Page No : 1
Counted By: N. Baskett
Weather: Clear
Groups Printed- Cars - Trucks and Buses - Bicycles
NC 133 (Castle Hayne
Road)
Southbound
N Kerr Avenue
Westbound
NC 133 (Castle Hayne
Road)
Northbound
N Kerr Avenue
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Exclu. Total Inclu. Total Int. Total
07:00 AM 7 187 46 0 240 47 2 34 0 83 21 73 5 0 99 3 9 4 0 16 0 438 438
07:15 AM 5 233 55 0 293 72 11 59 0 142 28 92 2 0 122 6 16 12 0 34 0 591 591
07:30 AM 2 160 39 0 201 30 11 59 0 100 26 92 7 0 125 4 9 11 0 24 0 450 450
07:45 AM 1 186 62 0 249 57 10 85 0 152 23 101 2 0 126 4 6 14 0 24 0 551 551
Total 15 766 202 0 983 206 34 237 0 477 98 358 16 0 472 17 40 41 0 98 0 2030 2030
08:00 AM 3 188 48 0 239 51 15 47 0 113 21 100 1 0 122 5 11 7 0 23 0 497 497
08:15 AM 3 226 39 0 268 35 14 45 0 94 29 104 2 0 135 12 12 7 0 31 0 528 528
08:30 AM 5 164 57 0 226 52 21 74 0 147 14 105 8 0 127 6 5 7 0 18 0 518 518
08:45 AM 5 206 38 0 249 52 11 56 0 119 24 101 4 0 129 4 10 18 0 32 0 529 529
Total 16 784 182 0 982 190 61 222 0 473 88 410 15 0 513 27 38 39 0 104 0 2072 2072
***BREAK***
04:00 PM 1 128 62 0 191 44 14 29 0 87 19 146 8 0 173 11 8 21 0 40 0 491 491
04:15 PM 3 123 41 0 167 64 10 45 0 119 16 142 18 0 176 15 15 28 0 58 0 520 520
04:30 PM 2 150 43 0 195 95 12 42 0 149 26 188 19 0 233 5 11 22 0 38 0 615 615
04:45 PM 3 102 24 0 129 44 12 40 0 96 11 116 13 0 140 10 12 31 0 53 0 418 418
Total 9 503 170 0 682 247 48 156 0 451 72 592 58 0 722 41 46 102 0 189 0 2044 2044
05:00 PM 2 147 57 0 206 78 11 57 0 146 34 170 15 0 219 2 7 17 0 26 0 597 597
05:15 PM 5 135 41 0 181 78 20 55 0 153 20 178 9 0 207 6 12 35 0 53 0 594 594
05:30 PM 2 125 47 0 174 70 14 45 0 129 18 178 18 0 214 2 13 17 0 32 0 549 549
05:45 PM 3 101 66 0 170 62 15 41 0 118 18 157 17 0 192 3 17 30 0 50 0 530 530
Total 12 508 211 0 731 288 60 198 0 546 90 683 59 0 832 13 49 99 0 161 0 2270 2270
Grand Total 52 2561 765 0 3378 931 203 813 0 1947 348 2043 148 0 2539 98 173 281 0 552 0 8416 8416
Apprch %1.5 75.8 22.6 47.8 10.4 41.8 13.7 80.5 5.8 17.8 31.3 50.9
Total %0.6 30.4 9.1 40.1 11.1 2.4 9.7 23.1 4.1 24.3 1.8 30.2 1.2 2.1 3.3 6.6 0 100
Cars 50 2477 739 3266 896 203 773 1872 326 1990 146 2462 94 171 273 538 0 0 8138
% Cars 96.2 96.7 96.6 0 96.7 96.2 100 95.1 0 96.1 93.7 97.4 98.6 0 97 95.9 98.8 97.2 0 97.5 0 0 96.7
Trucks and Buses 2 84 26 112 35 0 40 75 22 53 2 77 4 2 8 14 0 0 278
% Trucks and Buses 3.8 3.3 3.4 0 3.3 3.8 0 4.9 0 3.9 6.3 2.6 1.4 0 3 4.1 1.2 2.8 0 2.5 0 0 3.3
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
** PDF file created with demo version of the ComponentOne VSPDF8 control. **
File Name : 180243 NC 133 at North Kerr Avenue
Site Code : 00180243
Start Date : 10/18/2018
Page No : 2
NC 133 (Castle Hayne Road)
N
K
e
r
r
A
v
e
n
u
e
N
K
e
r
r
A
v
e
n
u
e
NC 133 (Castle Hayne Road)
Right
50
2
0
52
Thru
2477
84
0
2561
Left
739
26
0
765
InOut Total
3159 3266 6425
96 112 208
0 0 0
3255 6633 3378
Ri
g
h
t
89
6
35
0
93
1
Th
r
u
20
3
0 0
20
3
Le
f
t
77
3
40
0
81
3
Ou
t
To
t
a
l
In
12
3
6
18
7
2
31
0
8
50
75
12
5
0
0
0
12
8
6
32
3
3
19
4
7
Left
146
2
0
148
Thru
1990
53
0
2043
Right
326
22
0
348
Out TotalIn
3344 2462 5806
128 77 205
0 0 0
3472 6011 2539
Le
f
t
27
3
8 0
28
1
Th
r
u
17
1
2 0
17
3
Ri
g
h
t
94
4 0
98
To
t
a
l
Ou
t
In
39
9
53
8
93
7
4
14
18
0
0
0
40
3
95
5
55
2
10/18/2018 07:00 AM
10/18/2018 05:45 PM
Cars
Trucks and Buses
Bicycles
North
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 180243 NC 133 at North Kerr Avenue
Site Code : 00180243
Start Date : 10/18/2018
Page No : 3
NC 133 (Castle Hayne Road)
Southbound
N Kerr Avenue
Westbound
NC 133 (Castle Hayne Road)
Northbound
N Kerr Avenue
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 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 1 186 62 249 57 10 85 152 23 101 2 126 4 6 14 24 551
08:00 AM 3 188 48 239 51 15 47 113 21 100 1 122 5 11 7 23 497
08:15 AM 3 226 39 268 35 14 45 94 29 104 2 135 12 12 7 31 528
08:30 AM 5 164 57 226 52 21 74 147 14 105 8 127 6 5 7 18 518
Total Volume 12 764 206 982 195 60 251 506 87 410 13 510 27 34 35 96 2094
% App. Total 1.2 77.8 21 38.5 11.9 49.6 17.1 80.4 2.5 28.1 35.4 36.5
PHF .600 .845 .831 .916 .855 .714 .738 .832 .750 .976 .406 .944 .563 .708 .625 .774 .950
Cars 11 729 195 935 185 60 239 484 82 387 13 482 24 34 35 93 1994
% Cars 91.7 95.4 94.7 95.2 94.9 100 95.2 95.7 94.3 94.4 100 94.5 88.9 100 100 96.9 95.2
Trucks and Buses 1 35 11 47 10 0 12 22 5 23 0 28 3 0 0 3 100
% Trucks and Buses 8.3 4.6 5.3 4.8 5.1 0 4.8 4.3 5.7 5.6 0 5.5 11.1 0 0 3.1 4.8
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NC 133 (Castle Hayne Road)
N
K
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A
v
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n
u
e
N
K
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r
r
A
v
e
n
u
e
NC 133 (Castle Hayne Road)
Right
11
1
0
12
Thru
729
35
0
764
Left
195
11
0
206
InOut Total
607 935 1542
33 47 80
0 0 0
640 1622 982
Ri
g
h
t
18
5
10
0
19
5
Th
r
u
60
0 0
60
Le
f
t
23
9
12
0
25
1
Ou
t
To
t
a
l
In
31
1
48
4
79
5
16
22
38
0
0
0
32
7
83
3
50
6
Left
13
0
0
13
Thru
387
23
0
410
Right
82
5
0
87
Out TotalIn
992 482 1474
50 28 78
0 0 0
1042 1552 510
Le
f
t
35
0 0
35
Th
r
u
34
0 0
34
Ri
g
h
t
24
3 0
27
To
t
a
l
Ou
t
In
84
93
17
7
1
3
4
0
0
0
85
18
1
96
Peak Hour Begins at 07:45 AM
Cars
Trucks and Buses
Bicycles
Peak Hour Data
North
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 180243 NC 133 at North Kerr Avenue
Site Code : 00180243
Start Date : 10/18/2018
Page No : 4
NC 133 (Castle Hayne Road)
Southbound
N Kerr Avenue
Westbound
NC 133 (Castle Hayne Road)
Northbound
N Kerr Avenue
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 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 2 147 57 206 78 11 57 146 34 170 15 219 2 7 17 26 597
05:15 PM 5 135 41 181 78 20 55 153 20 178 9 207 6 12 35 53 594
05:30 PM 2 125 47 174 70 14 45 129 18 178 18 214 2 13 17 32 549
05:45 PM 3 101 66 170 62 15 41 118 18 157 17 192 3 17 30 50 530
Total Volume 12 508 211 731 288 60 198 546 90 683 59 832 13 49 99 161 2270
% App. Total 1.6 69.5 28.9 52.7 11 36.3 10.8 82.1 7.1 8.1 30.4 61.5
PHF .600 .864 .799 .887 .923 .750 .868 .892 .662 .959 .819 .950 .542 .721 .707 .759 .951
Cars 12 496 203 711 284 60 190 534 82 681 59 822 13 48 93 154 2221
% Cars 100 97.6 96.2 97.3 98.6 100 96.0 97.8 91.1 99.7 100 98.8 100 98.0 93.9 95.7 97.8
Trucks and Buses 0 12 8 20 4 0 8 12 8 2 0 10 0 1 6 7 49
% Trucks and Buses 0 2.4 3.8 2.7 1.4 0 4.0 2.2 8.9 0.3 0 1.2 0 2.0 6.1 4.3 2.2
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NC 133 (Castle Hayne Road)
N
K
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A
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n
u
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N
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r
A
v
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e
NC 133 (Castle Hayne Road)
Right
12
0
0
12
Thru
496
12
0
508
Left
203
8
0
211
InOut Total
1058 711 1769
12 20 32
0 0 0
1070 1801 731
Ri
g
h
t
28
4
4 0
28
8
Th
r
u
60
0 0
60
Le
f
t
19
0
8 0
19
8
Ou
t
To
t
a
l
In
33
3
53
4
86
7
17
12
29
0
0
0
35
0
89
6
54
6
Left
59
0
0
59
Thru
681
2
0
683
Right
82
8
0
90
Out TotalIn
699 822 1521
20 10 30
0 0 0
719 1551 832
Le
f
t
93
6 0
99
Th
r
u
48
1 0
49
Ri
g
h
t
13
0 0
13
To
t
a
l
Ou
t
In
13
1
15
4
28
5
0
7
7
0
0
0
13
1
29
2
16
1
Peak Hour Begins at 05:00 PM
Cars
Trucks and Buses
Bicycles
Peak Hour Data
North
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 180243 NC 133 at Dollar General Driveway
Site Code : 00180243
Start Date : 10/18/2018
Page No : 1
Counted By: N. Baskett
Weather: Clear
Groups Printed- Cars - Trucks and Buses - Bikes
(NC 133) Castle Hayne
Road
Southbound
N/A
Westbound
(NC 133) Castle Hayne
Road
Northbound
Dollar General Driveway
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Exclu. Total Inclu. Total Int. Total
07:00 AM 0 225 0 0 225 0 0 0 0 0 0 123 1 0 124 1 0 0 0 1 0 350 350
07:15 AM 0 276 0 0 276 0 0 0 0 0 0 124 1 0 125 0 0 0 0 0 0 401 401
07:30 AM 2 249 0 0 251 3 0 0 0 3 0 136 1 0 137 0 0 0 0 0 0 391 391
07:45 AM 2 284 0 0 286 0 0 1 2 1 0 155 1 0 156 0 0 1 0 1 2 444 446
Total 4 1034 0 0 1038 3 0 1 2 4 0 538 4 0 542 1 0 1 0 2 2 1586 1588
08:00 AM 4 274 0 0 278 0 0 0 0 0 0 130 2 0 132 2 0 0 0 2 0 412 412
08:15 AM 4 283 0 0 287 0 0 0 0 0 0 138 0 0 138 1 0 1 0 2 0 427 427
08:30 AM 4 252 0 0 256 0 0 1 0 1 0 131 1 0 132 2 0 0 0 2 0 391 391
08:45 AM 2 255 0 0 257 0 0 1 0 1 0 119 1 1 120 1 0 2 0 3 1 381 382
Total 14 1064 0 0 1078 0 0 2 0 2 0 518 4 1 522 6 0 3 0 9 1 1611 1612
***BREAK***
04:00 PM 2 170 0 0 172 0 0 2 0 2 0 175 1 0 176 4 0 0 0 4 0 354 354
04:15 PM 3 178 0 0 181 0 0 0 0 0 0 171 8 0 179 1 0 1 0 2 0 362 362
04:30 PM 2 141 0 0 143 0 0 0 0 0 0 196 6 0 202 1 0 1 0 2 0 347 347
04:45 PM 2 181 0 0 183 0 0 0 0 0 0 226 1 0 227 0 0 1 0 1 0 411 411
Total 9 670 0 0 679 0 0 2 0 2 0 768 16 0 784 6 0 3 0 9 0 1474 1474
05:00 PM 3 220 0 0 223 0 0 0 0 0 0 252 1 0 253 0 0 1 0 1 0 477 477
05:15 PM 2 166 0 0 168 0 0 0 0 0 0 213 2 0 215 1 0 0 0 1 0 384 384
05:30 PM 0 146 0 0 146 0 0 0 0 0 0 207 0 0 207 0 0 1 0 1 0 354 354
05:45 PM 5 141 0 0 146 0 0 0 0 0 0 206 3 0 209 1 0 1 0 2 0 357 357
Total 10 673 0 0 683 0 0 0 0 0 0 878 6 0 884 2 0 3 0 5 0 1572 1572
Grand Total 37 3441 0 0 3478 3 0 5 2 8 0 2702 30 1 2732 15 0 10 0 25 3 6243 6246
Apprch %1.1 98.9 0 37.5 0 62.5 0 98.9 1.1 60 0 40
Total %0.6 55.1 0 55.7 0 0 0.1 0.1 0 43.3 0.5 43.8 0.2 0 0.2 0.4 0 100
Cars 37 3326 0 3363 3 0 5 10 0 2621 30 2652 14 0 10 24 0 0 6049
% Cars 100 96.7 0 0 96.7 100 0 100 100 100 0 97 100 100 97 93.3 0 100 0 96 0 0 96.8
Trucks and Buses 0 115 0 115 0 0 0 0 0 81 0 81 1 0 0 1 0 0 197
% Trucks and Buses 0 3.3 0 0 3.3 0 0 0 0 0 0 3 0 0 3 6.7 0 0 0 4 0 0 3.2
Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 180243 NC 133 at Dollar General Driveway
Site Code : 00180243
Start Date : 10/18/2018
Page No : 2
(NC 133) Castle Hayne Road
D
o
l
l
a
r
G
e
n
e
r
a
l
D
r
i
v
e
w
a
y
N
/
A
(NC 133) Castle Hayne Road
Right
37
0
0
37
Thru
3326
115
0
3441
Left
0
0
0
0
InOut Total
2634 3363 5997
81 115 196
0 0 0
2715 6193 3478
Ri
g
h
t
3 0 0 3
Th
r
u
0 0 0 0
Le
f
t
5 0 0 5
Ou
t
To
t
a
l
In
0
8
8
0
0
0
0
0
0
0
8
8
Left
30
0
0
30
Thru
2621
81
0
2702
Right
0
0
0
0
Out TotalIn
3345 2651 5996
116 81 197
0 0 0
3461 6193 2732
Le
f
t
10
0 0
10
Th
r
u
0 0 0 0
Ri
g
h
t
14
1 0
15
To
t
a
l
Ou
t
In
67
24
91
0
1
1
0
0
0
67
92
25
10/18/2018 07:00 AM
10/18/2018 05:45 PM
Cars
Trucks and Buses
Bikes
North
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 180243 NC 133 at Dollar General Driveway
Site Code : 00180243
Start Date : 10/18/2018
Page No : 3
(NC 133) Castle Hayne Road
Southbound
N/A
Westbound
(NC 133) Castle Hayne Road
Northbound
Dollar General Driveway
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 07:45 AM to 08:30 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 2 284 0 286 0 0 1 1 0 155 1 156 0 0 1 1 444
08:00 AM 4 274 0 278 0 0 0 0 0 130 2 132 2 0 0 2 412
08:15 AM 4 283 0 287 0 0 0 0 0 138 0 138 1 0 1 2 427
08:30 AM 4 252 0 256 0 0 1 1 0 131 1 132 2 0 0 2 391
Total Volume 14 1093 0 1107 0 0 2 2 0 554 4 558 5 0 2 7 1674
% App. Total 1.3 98.7 0 0 0 100 0 99.3 0.7 71.4 0 28.6
PHF .875 .962 .000 .964 .000 .000 .500 .500 .000 .894 .500 .894 .625 .000 .500 .875 .943
Cars 14 1039 0 1053 0 0 2 2 0 526 4 530 5 0 2 7 1592
% Cars 100 95.1 0 95.1 0 0 100 100 0 94.9 100 95.0 100 0 100 100 95.1
Trucks and Buses 0 54 0 54 0 0 0 0 0 28 0 28 0 0 0 0 82
% Trucks and Buses 0 4.9 0 4.9 0 0 0 0 0 5.1 0 5.0 0 0 0 0 4.9
Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
(NC 133) Castle Hayne Road
D
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a
l
D
r
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v
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w
a
y
N
/
A
(NC 133) Castle Hayne Road
Right
14
0
0
14
Thru
1039
54
0
1093
Left
0
0
0
0
InOut Total
528 1053 1581
28 54 82
0 0 0
556 1663 1107
Ri
g
h
t
0 0 0 0
Th
r
u
0 0 0 0
Le
f
t
2 0 0 2
Ou
t
To
t
a
l
In
0
2
2
0
0
0
0
0
0
0
2
2
Left
4
0
0
4
Thru
526
28
0
554
Right
0
0
0
0
Out TotalIn
1046 530 1576
54 28 82
0 0 0
1100 1658 558
Le
f
t
2 0 0 2
Th
r
u
0 0 0 0
Ri
g
h
t
5 0 0 5
To
t
a
l
Ou
t
In
18
7
25
0
0
0
0
0
0
18
25
7
Peak Hour Begins at 07:45 AM
Cars
Trucks and Buses
Bikes
Peak Hour Data
North
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 180243 NC 133 at Dollar General Driveway
Site Code : 00180243
Start Date : 10/18/2018
Page No : 4
(NC 133) Castle Hayne Road
Southbound
N/A
Westbound
(NC 133) Castle Hayne Road
Northbound
Dollar General Driveway
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 05:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 3 220 0 223 0 0 0 0 0 252 1 253 0 0 1 1 477
05:15 PM 2 166 0 168 0 0 0 0 0 213 2 215 1 0 0 1 384
05:30 PM 0 146 0 146 0 0 0 0 0 207 0 207 0 0 1 1 354
05:45 PM 5 141 0 146 0 0 0 0 0 206 3 209 1 0 1 2 357
Total Volume 10 673 0 683 0 0 0 0 0 878 6 884 2 0 3 5 1572
% App. Total 1.5 98.5 0 0 0 0 0 99.3 0.7 40 0 60
PHF .500 .765 .000 .766 .000 .000 .000 .000 .000 .871 .500 .874 .500 .000 .750 .625 .824
Cars 10 662 0 672 0 0 0 0 0 870 6 876 2 0 3 5 1553
% Cars 100 98.4 0 98.4 0 0 0 0 0 99.1 100 99.1 100 0 100 100 98.8
Trucks and Buses 0 11 0 11 0 0 0 0 0 8 0 8 0 0 0 0 19
% Trucks and Buses 0 1.6 0 1.6 0 0 0 0 0 0.9 0 0.9 0 0 0 0 1.2
Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
(NC 133) Castle Hayne Road
D
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a
l
D
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i
v
e
w
a
y
N
/
A
(NC 133) Castle Hayne Road
Right
10
0
0
10
Thru
662
11
0
673
Left
0
0
0
0
InOut Total
873 672 1545
8 11 19
0 0 0
881 1564 683
Ri
g
h
t
0 0 0 0
Th
r
u
0 0 0 0
Le
f
t
0 0 0 0
Ou
t
To
t
a
l
In
0
0
0
0
0
0
0
0
0
0
0
0
Left
6
0
0
6
Thru
870
8
0
878
Right
0
0
0
0
Out TotalIn
664 876 1540
11 8 19
0 0 0
675 1559 884
Le
f
t
3 0 0 3
Th
r
u
0 0 0 0
Ri
g
h
t
2 0 0 2
To
t
a
l
Ou
t
In
16
5
21
0
0
0
0
0
0
16
21
5
Peak Hour Begins at 05:00 PM
Cars
Trucks and Buses
Bikes
Peak Hour Data
North
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
11/28/2018 180243 BRC Castle Hayne – Transportation Impact Analysis
Supporting Documentation
e
x
e
x
e
x
e
x
e
x
e
x
ex
e
x
4A
4B
5A
2A
8B8A
1A
SHEET NO.PROJECT REFERENCE NO.
SEAL
PREPARED BY:
SIG. INVENTORY NO.
SCALE REVISIONS INIT.DATE
REVIEWED BY:
DATESIGNATURE
PLAN DATE:
0
Division 3
1"=40'
40
Signal Upgrade
N
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
T N
T
T
I
N
D
E
P
A
R
T
ME
N
OF TR A SPORT
A
O
N
S
T
A
E OF NORTH
C
AROL
A
750 N. Greenfield Pkwy, Garner, NC 27529
WJ Hamilton
RKA PROJ. NO:
Prepared For:
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
PHASING DIAGRAM
02+6
02+5
01+6
01+5
04+8
SIGNAL FACE I.D.
All Heads L.E.D.
R
Y
F
Y
12"
R
Y
G
12"
51
11
R
Y
F
Y
12"
81
41
R R RGG Y
TABLE OF OPERATION
FACE
SIGNAL
PHASE
F
L
A
S
H
0
1
+
6
0
1
+
5
0
2
+
5
0
2
+
6
0
4
+
8
R R R YGG
R R R R RG
11
21,22
51
61,62
YF
Y
F
Y R
YRF
Y
F
Y
81 R R R R RF
Y
R R R R RG42,43
41 R R R R RF
Y
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
LO
O
P
S
Y
S
T
E
M
L
O
O
P
-
-
-
1
2
Y
Y
Y
Y
Y
Y
-
-
-
-
-
-
-
-
-
-
-Y Y --
6 Y Y ---
5A
-5 Y Y --
2 Y Y --
F
U
L
L
T
I
M
E
D
E
L
A
Y
E
X
T
E
N
S
I
O
N
C
A
L
LI
N
G
-Y Y --
-6 Y Y ---
-Y Y ---
OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
6x40
6X6
4A 4
6X404B 4
6X40
6X6
6X408A 82-4-2
8B 8
2A
1A
15
15
0
NOTES
https://connect.ncdot.gov/resources/safety/pages/its-and-signals.aspx
FEATURE
PHASE
1 2 4 5 6 8
MIN RECALL MIN RECALL
YELLOW YELLOW
ON ON
---
---
----
----
----
--ON --ON
----
----
ON ON ON ON
Min Green 1 *
Extension 1 *
Max Green 1 *
Yellow Clearance
Red Clearance
Walk 1 *
Don't Walk 1
Seconds Per Actuation *
Max Variable Initial *
Time Before Reduction *
Time To Reduce *
Minimum Gap
Recall Mode
Vehicle Call Memory
Dual Entry
Simultaneous Gap
----
----
OASIS 2070 TIMING CHART
is shown. Min Green for all other phases should not be lower than 4 seconds.
* These values may be field adjusted. Do not adjust Min Green and Extension times for phases 2 and 6 lower than what
7 7 7 7
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RAMEY KEMP
Transportation Engineers
www.rameykemp.com
919-872-5115 Tel. 919-878-5416 Fax.
Raleigh, North Carolina 27609
5808 Faringdon Place, Suite 100
ASSOCIATES, INC.
&
Prepared in the offices of:
Sig-1
+5
Division of Highways
NC Dept of Transportation
Final Drawing Date:
ITS & Signals Unit
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10. Relabel existing loop 6B as 6A.
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8. Pavement markings are existing unless otherwise shown.
Signal Design Section.
Signals Design Manual and submit a of Plan of Record to the
7. In the event of loop replacement, refer to the current ITS and
6. Set all detector units to presence mode.
5. Reposition existing signal heads numbered 21, 42, 43, 61, and 82.
4. Phase 1 and/or phase 5 may be lagged.
3. Disable backup protect for phases 2 and 6.
otherwise directed by the Engineer.
2. Do not program signal for late night flashing operation unless
following website:
generic Project Special Provisions. The PSP can be accessed at the
January 2012 and all applicable sections of the latest verson of the
"Standard Specifications for Roads and Structures" dated
1. Refer to "Roadway Standard Drawings NCDOT" dated January 2012,
DocuSign Envelope ID: 99A18306-3BCA-4C38-BBBA-D4BE6C6942E3
7/13/2016
7/13/2016
DocuSign Envelope ID: 84B4EFFA-7F9E-4B68-8C4C-5F1856A093F0
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6/12/15 15-222 Riverside Development – Transportation Impact Analysis 19
8.0Full Build Conditions
Full Build considers the development to include a total of 165 single family homes and
72 apartments. This phase of development is envisioned to be completed in 2019.
8.1 Trip Generation
Trips for this development were projected using TripGen 2013 software, based on the
9th edition of ITE Trip Generation Manual. Table 8.1 contains the results.
Table 8.1 - ITE Trip Generation
Riverside Development - Full Build
Average Weekday Driveway Volumes 24 Hour AM Peak
Hour PM Peak HourTwo-Way
Land Use
ITE
Land
Code
Size Volume Enter Exit Enter Exit
Single Family
Homes 210 165
Dwelling
Units 1,665 31 94 104 61
Apartments 220 72
Dwelling
Units 560 8 31 37 20
Total Trips 2,225 39 125 141 81
8.2 Trip Distribution
Site trips for this proposed development were distributed based on the existing traffic
patterns and engineering judgment. The Full Build distribution for site trips is the same
as Phase 1, shown in Figure 5.
8.3 2019 Future No Build Traffic
The 2019 background volumes were obtained by applying a 2.0% compounded annual
growth rate to the 2015 existing traffic volumes and adding approved development trips
and Phase 1 trips associated with the proposed development. Figure 9 shows the 2019
future no build traffic volumes for AM and PM peaks.
8.4 2019 Full Build Traffic
Full build-out traffic volumes were obtained as the sum of 2019 future no build volumes
and site trips due to Full Build. Full Build site trips are shown in Figure 10. The 2019 Full
Build future build volumes are shown for AM and PM peaks in Figure 8. More
information can be found in the Traffic Volume Data section of the appendix.
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
FIGURE A
APPROVED
DEVELOPMENT TRIPS
38 / 24
0
/
0
9
/
3
1
0
/
0
38
/
2
4
SIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
BLACK = EXISTING
UNSIGNALIZED
INTERSECTION
AM / PM PEAKS
North Kerr
Avenue
Site
Access
Ca
s
t
l
e
H
a
y
n
e
Ro
a
d
0
/
0 0 / 0
28 / 18
28 / 18
9 / 31
0 / 0
12
/
4
2
0
/
0
0
/
0
0
/
0
12
/
4
2
0 / 0
0 / 0
Riverside
Drive
LEGEND
AM PEAK HOUR, VL
PM PEAK HOUR, VL
AM PEAK HOUR, VR
PM PEAK HOUR, VR
TURN LANE WARRANT SUMMARY
Phase 1 Castle Hayne Road at Site Access
Peak Hour
Volumes
Opposing Lefts
AM 1187 11
PM 739 28
Peak Hour Volumes
Opposing Rights
LEGEND
AM PEAK HOUR, VL
PM PEAK HOUR, VL
AM PEAK HOUR, VR
PM PEAK HOUR, VR
TURN LANE WARRANT SUMMARY
Full Build Castle Hayne Road at Site Access
Peak Hour
Volumes
Opposing Lefts
AM 1230 11
PM 768 29
Peak Hour Volumes
Opposing Rights
November 7, 2018
Mr. Dan Cumbo, PE
Davenport Transportation Consultants
3722 Shipyard Blvd, Suite E
Wilmington, NC 28403
RE: Revised Phasing and Landuse Intensity - Approved Scope for the Traffic Impact Analysis (TIA)
associated with the proposed BRC Castle Hayne Development
New Hanover County, NC
Dear Mr. Cumbo
Based on the revised information provided, and conversations held to date, it is our understanding that the
proposed development will consist of:
Phase 1: 216 multi-family dwelling units
Full Build: 360 multi-family dwelling units (north side of Riverside Drive)
The site plan provided proposes access at the following points:
NC 133 (Castle Hayne Road) and Site Access #1
Below please find the scope to be used for the Traffic Impact Analysis:
1. Data Collection - Analysis Parameters:
a) Study Intersections
i. For existing intersections, provide turning movement counts for weekday during school (T,W,TH) AM
(7:00am-9:00am) and PM (4:00pm-6:00pm) peak periods, signal timing (if applicable), and lane
geometry:
NC 133 (Castle Hayne Road) at SR-1322 (North Kerr Avenue)
NC 133 (Castle Hayne Road) at Site Access #1 (full access)
ii. Signal plans may be acquired by sending an email request to NCDOT Traffic Services: Ross Kimbro,
rkimbro@ncdot.gov or by calling (910) 341-0300
b) Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions
i. Site Trip Generation Estimate
Page 2 of 3
Trip Generation (approved revised as attached)
ii. Site Trip Distribution
Approved per attached Figure 5 &10 comments.
iii. Adjacent Development (approved but not yet built):
Riverside – Phase 2 of BRC Castle Hayne Development was originally studied as a part of the
Riverside Development. Remove the Trip Generation associated with the 72 apartments from the
TIA but include the required improvements.
iv. Planned Roadway Improvements
n/a
v. Background Traffic Assumptions
Phase 1 2021
Full Build 2023
Growth rate – 1% per year
2. Capacity Analysis: Week day AM & PM Peak Hour (as listed and for locations per 1-a-i)
a) Technical Analysis
i. 2018 Existing Conditions
Phase 1
ii. 2021 Future No-Build
[Existing + 1% background growth + approved development trips]
iii. 2021 Phase 1 Build Conditions
[Existing + 1% background growth + approved development trips + site trips]
iv. 2021 Phase 1 Build Conditions + improvements
Full Build
v. 2023 Future No-Build
[Existing + 1% background growth + approved development trips + Phase 1 trips]
vi. 2023 Full Build Conditions
[Existing + 1% background growth + approved development trips + Phase 1 trips + site trips]
vii. 2023 Full Build Conditions + improvements
3. Final Report Submittal:
a) Completed TIA Application
b) Signed and sealed by a Professional Engineer
c) Four bound copies
d) Four Electronic copies to include PDF of TIA and Synchro output files and Synchro analysis files in
digital format
4. Notes:
a) This scope shall remain valid for three months from the date of this letter.
b) Please note that if any changes occur (including but not limited to; land use, intensity, phasing, and/or
site access) additional analysis may be required.
Please contact me at 910-772-4170 with any questions regarding this scope.
Sincerely,
Page 3 of 3
Fred Royal, PE, CFM
Project Engineer
Wilmington Metropolitan Planning Organization
Attachments: Trip Generation Summary (approved as attached)
Traffic Impact Analysis Supplemental Guidelines
Site Map (provided by Davenport)
Trip Distribution (approved per comments attached)
ec: Ben Hughes, PE, District Engineer, NCDOT
Alex Stewart, PE, Deputy District Engineer, NCDOT
Madi Lee, EI, Development Review Engineer, NCDOT
Jon Roan, Assistant District Engineer, NCDOT
Jessi Leonard, PE, Division Traffic Engineer, NCDOT
Kirsten Spirakis, PE, Sr. Assistant Traffic Engineer, Division 3, NCDOT
Brad Shuler, Planner, New Hanover County
Sam Burgess, Senior Planner, New Hanover County
Mike Kozlosky, Executive Director, WMPO
Amy Kimes, PE, Senior Project Engineer, WMPO
Bill McDow, Transportation Planner, WMPO
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*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
This document, together with the concepts and designs presented herein, is
intended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
BLACK = EXISTING
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30% OUT
30% OUT
30% OUT
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Traffic Impact Analysis Supplemental Guidelines
Developed by: NCDOT Division 3 Page 1 of 2 Updated: 10/10/2018
Submittal Framework for TIAs
Step 1: Scoping Document - The documents to include for review and approval are:
1. Site Plan/Vicinity Map
2. Proposed Land Uses and Trip Generation
3. Proposed Study Intersections and Types of Accesses
4. Proposed Annual Growth Rate
5. Proposed Build Out Year
6. Study Method for Capacity Analysis – peak periods and conditions
7. Approved Developments
8. Committed Improvements
If the proposed development is to be phased, then land uses, trip generation, build out year, roadway improvements and analysis
must reflect the proposed phasing. The phase breakdown must be submitted for approval prior to use in the TIA.
Step 2: Trip Generation with Pass-by and Internal Capture, Trip Distribution, and Proposed Volume Balancing
1. Traffic counts must be performed prior to submittal of this step.
Step 3: Draft TIA Report for Input Verification - A digital copy to include the following:
1. All previously approved information from prior stages of submittal.
2. All diagrams – Existing Traffic Volumes, Future No Build Volumes, and Future Build Volumes
3. Synchro / Sidra Network Model Framework – Submit the framework for the Future No Build analysis. This Synchro / Sidra
model can be modified for Existing analysis.
Step 4: Final Sealed TIA Report - This is to be a hardcopy submittal of the completed document
Direction for the Congestion Management Guidelines
Site Trip Generation, Site Trip Distribution, and Background Traffic Assumptions
1. Peak Hour Determination – In efforts to establish a consistent peak hour that will be reported and studied, the peak hour
for the controlling intersection shall be determined. Once determined, that peak hour timeframe shall be used for all other
intersections. To further clarify:
a) Analyze all study intersection volumes and determine the controlling intersection (intersection with highest total
volume).
b) Identify relevant peak hour for the controlling intersection.
c) Use the same peak hour for all intersections in the study.
2. Site Trip Generation:
a) Unadjusted Trips – Use the appropriate Land Use Code in the current ITE Trip Generation Manual (currently the 10th
Edition). The NCDOT Congestion Management Rate vs. Equation Spreadsheet (currently July 1, 2018) specifies the
variable, peak hour type, and type of trip calculation method to use.
b) Internal Capture - The Congestion Management Guidelines state that “reductions for internal capture should be limited
to the land use categories and time periods included in the current Handbook.” The current ITE Trip Generation
Handbook is the 3rd Edition. It does not provide internal capture data for Saturdays, therefore none should be used.
The Congestion Management Guidelines also state that “internal capture rates may be estimated using the NCHRP 684
spreadsheet procedure referenced in the current Handbook.” The current Handbook now uses this spreadsheet as the
only method for determining internal capture. The Congestion Management Guidelines give guidance on using the
spreadsheet:
“When using this spreadsheet, transit or non-motorized splits should not be used unless otherwise justified and
approved. Vehicle occupancy should be “1.1” in accordance with North Carolina averages. The Walking Distances
between land uses should be 4000’ or the calculated maximum distance between a given pair of land use categories in
the proposed site.”
To determine the internal capture entering and exiting per Land Use, use the percentages in Table 6-P: Internal
Capture Percentages by Land Use with the “Estimated Vehicle-Trips” in Table 1-P: Base Vehicle-Trip Generation
The NCDOT Congestion Management Capacity Analysis Guidelines shall be the basis for the development of all
TIA reports. This Supplement provides a submittal framework for TIAs, as well as direction on certain items within
the Congestion Management Guidelines. Any deviations from the Congestion Management Guidelines or this
supplement must be approved prior to preparation of the TIA.
Developed by: NCDOT Division 3 Page 2 of 2 Updated: 10/10/2018
Estimates. (Tables found in the NCHRP 684 Internal Trip Capture Estimation Tool.)
c) Pass-by – The Congestion Management Guidelines state that “pass-by percentages should be obtained from the ITE
Trip Generation Handbook.” The current ITE Trip Generation Handbook is the 3rd Edition. The calculation of the trips
should be based on the total peak hour trips with a 50/50 entering/exiting split; they are pass-by trips which means
they enter and exit along the same path, in the same direction, within the same hour.
3. Site Trip Distribution – To be determined based on collected traffic count data. Both site trip distribution and pass-by trip
distribution shall be submitted for approval prior to use in the TIA.
Signal Analysis
1. For existing signals, the size and position of the detector loops and the signal timings set in Synchro must match the existing
signal plans.
2. For proposed signals, size and place the detector loops in Synchro according to Part 1, Section 4 of the NCDOT Signal Design
Manual.
3. Existing signal timings shall be “locked” for all scenarios unless phase changes are recommended as an improvement.
4. Check for Recall Mode on Signalized Intersection. If simulating ‘free run’ operation (actuated-uncoordinated), use Min
Recall on main street phase. If simulating ‘Coordinated Mode’ (Actuated-Coordinate), use C-Max.
5. Use the Guidelines for Signalization of Intersections with Two or Three Approaches (ITRE report dated December 31, 2017)
where applicable, to determine possible signalization.
Synchro Analysis and Data Reports
1. Any “Field Condition” analysis that the engineer wishes to include is supplemental to that which is required by the
approved scope and Congestion Management Guidelines.
a) Congestion Management Guidelines state that right-turn-on-red (RTOR) is not to be used in existing or future
conditions.
b) Congestion Management Guidelines state that analysis of protected-only phasing in future conditions will identify
required storage in the event that protected-only phasing is necessary. Existing permissive left-turn phasing should
remain permissive in future conditions, except where protected-only phasing is being analyzed as an improvement to
the intersection in the Future + Improvement condition.
2. The “Future No-Build” and “Future Build” analysis conditions should only include improvements that are currently a
requirement of another approved development or a State/Municipal project to be constructed in the build year for the
proposed development. Any other capacity gained from lane improvements shown in the analysis is assumed to be
proposed by the developer and should only be included in the “Future Build+Improvements” analysis condition.
3. The TIA shall include a chart that shows the “Level of Service” and “Delay” for each movement, approach, and overall
intersection, for every access alternative and build scenario.
4. A SimTraffic “Queuing and Blocking Report” for the network shall be included for review.
5. A comparison chart listing the Synchro 95th Percentile Queues and the SimTraffic Maximum Queues shall be provided for
all exclusive turn lanes.
Recommendations of the TIA Report
1. The NCDOT Policy On Street And Driveway Access to North Carolina Highways (p. 21-22) states, “The applicant shall be
required to identify mitigation improvements to the roadway network if at least one of the following conditions exists when
comparing base network conditions to project conditions:
a) The total average delay at an intersection or individual approach increases by 25% or greater, while maintaining the
same level of service,
b) The Level of Service degrades by at least one level, or
c) Level of Service is “F.”
2. The Congestion Management Guidelines state “when performing analyses, providing an adequate overall intersection LOS
alone is not sufficient. Items such as queuing, individual movement level of service, and volume-to-capacity ratio should be
evaluated and addressed.” The information in the charts listed under “Synchro Analysis and Data Reports” in the previous
section, should be used when determining the improvements to address the impacts of site-generated traffic.
3. Recommended storage lane lengths shall be provided for all exclusive turn lanes and based on the Synchro 95th Percentile
Queue or the SimTraffic Maximum Queue, whichever is larger.
4. If phase changes are recommended as an improvement, then a Synchro analysis for “Future Build+Improvements” shall be
included in the TIA.
5. Signal timing adjustments and/or Signal Optimization in Synchro (i.e. “Optimize Splits”) shall not be used unless phase
changes are recommended as an improvement. Signal timing adjustment and/or Signal Optimization as a sole
“improvement” to mitigate the impacts of site-generated traffic will not be permitted.