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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 the 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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE3EXISTING LANE GEOMETRY
BLACK = EXISTING
AADT 2017
VOLUME####
15
0
'
16
,
0
0
0
SPEED
LIMIT45
North Kerr
Avenue
~4
5
0
'
SPEEDLIMIT
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
SPEEDLIMIT
25
*** NOT TO SCALE ***
PROJECT NUMBER 180243
BRC CASTLE HAYNE
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,is
intendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
BLACK = EXISTING
1%
DESTINATION
NODE%
FIGURE5PHASE 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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE9PHASE 1 RECOMMENDED IMPROVEMENTS
25
0
'
r
e
-
s
t
r
i
p
e
SPEED
LIMIT45
North Kerr
Avenue
SPEEDLIMIT
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'
SPEEDLIMIT
25
BLACK = EXISTING
GREEN = COMMITTED
BLUE = PROPOSEDIN
PHASE 1
New signal plan to be installed
prior to Phase 1
ProvideAM/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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,is
intendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
BLACK = EXISTING
1%
DESTINATION
NODE%
FIGURE10FULL 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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE14FULL BUILD RECOMMENDED IMPROVEMENTS
25
0
'
r
e
-
s
t
r
i
p
e
SPEED
LIMIT45
North Kerr
Avenue
SPEEDLIMIT
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'
SPEEDLIMIT
25
BLACK = EXISTING
GREEN = COMMITTED
BLUE = PROPOSEDIN
PHASE 1
PURPLE = PROPOSEDIN
FULLBUILD
New signal plan to be installed
prior to Phase 1
No additional improvements
recommended for FullBuild
ProvideAM/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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)35342725160195134108720676412
Future Volume (vph)35342725160195134108720676412
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0002001500275475
Storage Lanes11121011
Taper Length (ft)25252525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9740.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018140177018631583
Flt Permitted0.7130.7320.1380.243
Satd. Flow (perm)1328186315831364186315832571814045318631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)25454545
Link Distance (ft)4091017454884
Travel Time (s)11.215.46.913.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)39383027967217144569722984913
Shared Lane Traffic (%)
Lane Group Flow (vph)3938302796721714553022984913
Turn TypePermNAPermPermNApm+ovpm+ptNApm+ptNAPerm
Protected Phases4 815216
Permitted Phases4488266
Detector Phase 44488152166
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.07.012.07.012.012.0
Minimum Split (s)12.412.412.412.512.511.913.218.211.918.218.2
Total Split (s)30.030.030.040.040.020.020.060.020.060.060.0
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)24.624.624.634.534.515.113.853.815.153.853.8
Yellow Time (s)3.23.23.24.54.53.03.04.53.04.54.5
All-Red Time (s)2.22.22.21.01.01.93.21.71.91.71.7
Lost Time Adjust (s)-0.4-0.4-0.4-0.5-0.50.1-1.2-1.20.1-1.2-1.2
Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.05.0
Lead/LagLeadLeadLagLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.02.03.02.03.03.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.00.015.00.015.015.0
Time To Reduce (s)0.00.00.00.00.00.00.040.00.040.040.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMinNoneMinMin
Act Effct Green (s)23.723.723.723.723.739.246.938.253.649.649.6
Actuated g/C Ratio0.270.270.270.270.270.450.530.430.610.560.56
v/c Ratio0.110.080.070.760.130.310.050.700.530.810.01
Control Delay27.727.027.245.827.418.09.127.213.226.313.2
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay27.727.027.245.827.418.09.127.213.226.313.2
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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSCCCDCBACBCB
Approach Delay27.332.926.823.4
Approach LOS CCCC
Queue Length 50th (ft)15151213226693228482862
Queue Length 95th (ft)4745382767014612460111#84215
Internal Link Dist (ft)329937374804
Turn Bay Length (ft)200150275475
Base Capacity (vph)556780662571780804425119351312261042
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.070.050.050.490.090.270.030.460.450.690.01
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: 26.7Intersection 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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)64636625971201254229021278721
Future Volume (vph)64636625971201254229021278721
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0002001500275475
Storage Lanes11121011
Taper Length (ft)25252525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9740.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018140177018631583
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)177018631583177018631583177018140177018631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)25454545
Link Distance (ft)4091017454884
Travel Time (s)11.215.46.913.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)717073288792232846910023687423
Shared Lane Traffic (%)
Lane Group Flow (vph)7170732887922328569023687423
Turn TypeProtNApm+ovProtNApm+ovProtNAProtNApm+ov
Protected Phases 74538152167
Permitted Phases486
Detector Phase 74538152167
Switch Phase
Minimum Initial (s)5.05.05.05.05.05.05.012.05.012.05.0
Minimum Split (s)10.812.111.210.112.110.111.218.210.118.210.8
Total Split (s)20.030.020.020.030.020.020.090.020.090.020.0
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)14.222.913.814.922.914.913.883.814.983.814.2
Yellow Time (s)3.04.53.03.04.53.03.04.53.04.53.0
All-Red Time (s)2.82.63.22.12.62.13.21.72.11.72.8
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)5.05.05.04.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLagLeadLeadLagLeadLagLead
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.02.06.02.05.52.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.00.015.00.015.00.0
Time To Reduce (s)0.00.00.00.00.00.00.040.00.040.00.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMinNoneMinNone
Act Effct Green (s)10.611.821.317.116.938.38.251.216.162.778.6
Actuated g/C Ratio0.090.100.190.150.150.340.070.460.140.560.70
v/c Ratio0.430.360.241.070.280.410.220.690.940.840.02
Control Delay63.759.544.4123.154.839.162.528.294.431.76.5
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay63.759.544.4123.154.839.162.528.294.431.76.5
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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSEEDFDDECFCA
Approach Delay55.782.229.844.3
Approach LOSEFCD
Queue Length 50th (ft)504945~2535313120320~1855525
Queue Length 95th (ft)118115105#57312728060469#46985615
Internal Link Dist (ft)329937374804
Turn Bay Length (ft)200150275475
Base Capacity (vph)252443409269443539252138425214211207
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.280.160.181.070.180.410.110.410.940.620.02
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: 50.7Intersection 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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)95787325976201284229021278928
Future Volume (vph)95787325976201284229021278928
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0002001500275475
Storage Lanes11121011
Taper Length (ft)25252525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9740.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018140177018631583
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)177018631583177018631583177018140177018631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)25454545
Link Distance (ft)4091017454884
Travel Time (s)11.215.46.913.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)1068781288842233146910023687731
Shared Lane Traffic (%)
Lane Group Flow (vph)10687812888422331569023687731
Turn TypeProtNApm+ovProtNApm+ovProtNAProtNApm+ov
Protected Phases 74538152167
Permitted Phases486
Detector Phase 74538152167
Switch Phase
Minimum Initial (s)5.05.05.05.05.05.05.012.05.012.05.0
Minimum Split (s)10.812.111.210.112.110.111.218.210.118.210.8
Total Split (s)20.030.020.020.030.020.020.090.020.090.020.0
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)14.222.913.814.922.914.913.883.814.983.814.2
Yellow Time (s)3.04.53.03.04.53.03.04.53.04.53.0
All-Red Time (s)2.82.63.22.12.62.13.21.72.11.72.8
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)5.05.05.04.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLagLeadLeadLagLeadLagLead
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.02.06.02.05.52.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.00.015.00.015.00.0
Time To Reduce (s)0.00.00.00.00.00.00.040.00.040.00.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMinNoneMinNone
Act Effct Green (s)12.312.726.216.515.936.68.354.615.561.879.3
Actuated g/C Ratio0.100.110.220.140.130.310.070.460.130.520.67
v/c Ratio0.580.440.231.170.340.460.250.681.030.910.03
Control Delay68.861.744.1157.857.442.164.629.1118.439.86.4
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay68.861.744.1157.857.442.164.629.1118.439.86.4
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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSEEDFEDECFDA
Approach Delay59.3100.330.955.1
Approach LOSEFCE
Queue Length 50th (ft)776351~2676014023327~1975757
Queue Length 95th (ft)167138115#58113428265474#47487919
Internal Link Dist (ft)329937374804
Turn Bay Length (ft)200150275475
Base Capacity (vph)230404443246404486230133923013751097
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.460.220.181.170.210.460.130.421.030.640.03
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: 60.3Intersection 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 HayneAM 2021 Ph1 Build + Imps
C. Steiss Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)95787325976201284229021278928
Future Volume (vph)95787325976201284229021278928
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0002002500275475
Storage Lanes11121011
Taper Length (ft)25252525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9740.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018140177018631583
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)177018631583177018631583177018140177018631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)25454545
Link Distance (ft)4091017454884
Travel Time (s)11.215.46.913.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)1068781288842233146910023687731
Shared Lane Traffic (%)
Lane Group Flow (vph)10687812888422331569023687731
Turn TypeProtNApm+ovProtNApm+ovProtNAProtNApm+ov
Protected Phases 74538152167
Permitted Phases486
Detector Phase 74538152167
Switch Phase
Minimum Initial (s)5.05.05.05.05.05.05.012.05.012.05.0
Minimum Split (s)10.812.111.210.112.110.111.218.210.118.210.8
Total Split (s)20.013.012.027.020.025.012.055.025.068.020.0
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)14.25.95.821.912.919.95.848.819.961.814.2
Yellow Time (s)3.04.53.03.04.53.03.04.53.04.53.0
All-Red Time (s)2.82.63.22.12.62.13.21.72.11.72.8
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)5.05.05.04.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLagLeadLeadLagLeadLagLead
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.02.06.02.05.52.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.00.015.00.015.00.0
Time To Reduce (s)0.00.00.00.00.00.00.040.00.040.00.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMinNoneMinNone
Act Effct Green (s)11.58.320.421.020.142.86.942.317.556.172.7
Actuated g/C Ratio0.110.080.190.190.180.390.060.390.160.520.67
v/c Ratio0.570.620.270.840.240.360.270.810.830.910.03
Control Delay61.772.946.166.848.430.060.239.670.339.96.3
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay61.772.946.166.848.430.060.239.670.339.96.3
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/20/2018
180243 BRC Castle HayneAM 2021 Ph1 Build + Imps
C. Steiss Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSEEDEDCEDEDA
Approach Delay60.750.440.745.3
Approach LOSEDDD
Queue Length 50th (ft)80675621759129243681785877
Queue Length 95th (ft)137#148105#36711220857514#305#87216
Internal Link Dist (ft)329937374804
Turn Bay Length (ft)200250275475
Base Capacity (vph)25214130038634466811786133611141117
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.420.620.270.750.240.330.260.660.700.790.03
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: 47.0Intersection 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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)65646626472205264319121780322
Future Volume (vph)65646626472205264319121780322
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0002001500275475
Storage Lanes11121011
Taper Length (ft)25252525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9740.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018140177018631583
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)177018631583177018631583177018140177018631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)25454545
Link Distance (ft)4091017454884
Travel Time (s)11.215.46.913.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)727173293802282947910124189224
Shared Lane Traffic (%)
Lane Group Flow (vph)7271732938022829580024189224
Turn TypeProtNApm+ovProtNApm+ovProtNAProtNApm+ov
Protected Phases 74538152167
Permitted Phases486
Detector Phase 74538152167
Switch Phase
Minimum Initial (s)5.05.05.05.05.05.05.012.05.012.05.0
Minimum Split (s)10.812.111.210.112.110.111.218.210.118.210.8
Total Split (s)20.030.020.020.030.020.020.090.020.090.020.0
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)14.222.913.814.922.914.913.883.814.983.814.2
Yellow Time (s)3.04.53.03.04.53.03.04.53.04.53.0
All-Red Time (s)2.82.63.22.12.62.13.21.72.11.72.8
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)5.05.05.04.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLagLeadLeadLagLeadLagLead
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.02.06.02.05.52.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.00.015.00.015.00.0
Time To Reduce (s)0.00.00.00.00.00.00.040.00.040.00.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMinNoneMinNone
Act Effct Green (s)10.711.921.417.116.938.38.353.616.165.081.1
Actuated g/C Ratio0.090.100.190.150.150.330.070.470.140.570.71
v/c Ratio0.440.370.251.110.290.430.230.690.980.850.02
Control Delay65.460.945.5136.456.340.763.827.9104.632.06.4
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay65.460.945.5136.456.340.763.827.9104.632.06.4
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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSEEDFEDECFCA
Approach Delay57.289.429.646.6
Approach LOSEFCD
Queue Length 50th (ft)535247~2755614121330~2055796
Queue Length 95th (ft)121116105#58712928862482#48189416
Internal Link Dist (ft)329937374804
Turn Bay Length (ft)200150275475
Base Capacity (vph)247433401263433528247135624713931213
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.290.160.181.110.180.430.120.430.980.640.02
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: 53.4Intersection 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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)115899026480205344319121780733
Future Volume (vph)115899026480205344319121780733
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0002002500275475
Storage Lanes11121011
Taper Length (ft)25252525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9740.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018140177018631583
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)177018631583177018631583177018140177018631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)25454545
Link Distance (ft)4091017454884
Travel Time (s)11.215.46.913.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)12899100293892283847910124189737
Shared Lane Traffic (%)
Lane Group Flow (vph)128991002938922838580024189737
Turn TypeProtNApm+ovProtNApm+ovProtNAProtNApm+ov
Protected Phases 74538152167
Permitted Phases486
Detector Phase 74538152167
Switch Phase
Minimum Initial (s)5.05.05.05.05.05.05.012.05.012.05.0
Minimum Split (s)10.812.111.210.112.110.111.218.210.118.210.8
Total Split (s)20.013.012.027.020.025.012.055.025.068.020.0
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)14.25.95.821.912.919.95.848.819.961.814.2
Yellow Time (s)3.04.53.03.04.53.03.04.53.04.53.0
All-Red Time (s)2.82.63.22.12.62.13.21.72.11.72.8
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)5.05.05.04.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLagLeadLeadLagLeadLagLead
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.02.06.02.05.52.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.00.015.00.015.00.0
Time To Reduce (s)0.00.00.00.00.00.00.040.00.040.00.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMinNoneMinNone
Act Effct Green (s)17.58.120.021.614.234.16.946.318.057.480.0
Actuated g/C Ratio0.150.070.180.190.130.300.060.410.160.510.71
v/c Ratio0.470.740.360.870.380.480.360.780.860.950.03
Control Delay54.785.947.971.252.335.163.638.275.146.56.2
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay54.785.947.971.252.335.163.638.275.146.56.2
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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSDFDEDDEDEDA
Approach Delay62.154.939.851.1
Approach LOSEDDD
Queue Length 50th (ft)96777022264135293791826138
Queue Length 95th (ft)161#174125#37511821366527#315#90419
Internal Link Dist (ft)329937374804
Turn Bay Length (ft)200250275475
Base Capacity (vph)28913328236426450911081031610491131
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.440.740.350.800.340.450.350.720.760.860.03
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: 50.7Intersection 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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)99491319860288596839021150812
Future Volume (vph)99491319860288596839021150812
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0002001500275475
Storage Lanes11121011
Taper Length (ft)25252525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9830.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018310177018631583
Flt Permitted0.7130.7220.3790.087
Satd. Flow (perm)1328186315831345186315837061831016218631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)25454545
Link Distance (ft)4091017454884
Travel Time (s)11.215.46.913.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)1105414220673206675910023456413
Shared Lane Traffic (%)
Lane Group Flow (vph)11054142206732066859023456413
Turn TypePermNAPermPermNApm+ovpm+ptNApm+ptNAPerm
Protected Phases4 815216
Permitted Phases4488266
Detector Phase 44488152166
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.07.012.07.012.012.0
Minimum Split (s)12.412.412.412.512.511.913.218.211.918.218.2
Total Split (s)30.030.030.040.040.020.020.060.020.060.060.0
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)24.624.624.634.534.515.113.853.815.153.853.8
Yellow Time (s)3.23.23.24.54.53.03.04.53.04.54.5
All-Red Time (s)2.22.22.21.01.01.93.21.71.91.71.7
Lost Time Adjust (s)-0.4-0.4-0.4-0.5-0.50.1-1.2-1.20.1-1.2-1.2
Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.05.0
Lead/LagLeadLeadLagLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.02.03.02.03.03.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.00.015.00.015.015.0
Time To Reduce (s)0.00.00.00.00.00.00.040.00.040.040.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMinNoneMinMin
Act Effct Green (s)22.022.022.022.022.039.563.955.572.662.662.6
Actuated g/C Ratio0.210.210.210.210.210.380.610.530.690.600.60
v/c Ratio0.400.140.040.780.170.540.130.890.770.510.01
Control Delay40.034.232.658.934.728.67.737.238.716.712.3
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay40.034.232.658.934.728.67.737.238.716.712.3
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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSDCCECCADDBB
Approach Delay37.740.235.123.0
Approach LOS DDDC
Queue Length 50th (ft)653081433816413514842214
Queue Length 95th (ft)11863242307524635#927#22239915
Internal Link Dist (ft)329937374804
Turn Bay Length (ft)200150275475
Base Capacity (vph)4466255314516256356239663431110943
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.250.090.030.490.110.500.110.890.680.510.01
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: 32.6Intersection 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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)1206837204932971037049321752343
Future Volume (vph)1206837204932971037049321752343
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0002001500275475
Storage Lanes11121011
Taper Length (ft)25252525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9830.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018310177018631583
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)177018631583177018631583177018310177018631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)25454545
Link Distance (ft)4091017454884
Travel Time (s)11.215.46.913.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)133764122710333011478210324158148
Shared Lane Traffic (%)
Lane Group Flow (vph)1337641227103330114885024158148
Turn TypeProtNApm+ovProtNApm+ovProtNAProtNApm+ov
Protected Phases 74538152167
Permitted Phases486
Detector Phase 74538152167
Switch Phase
Minimum Initial (s)5.05.05.05.05.05.05.012.05.012.05.0
Minimum Split (s)10.812.111.210.112.110.111.218.210.118.210.8
Total Split (s)20.030.020.020.030.020.020.090.020.090.020.0
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)14.222.913.814.922.914.913.883.814.983.814.2
Yellow Time (s)3.04.53.03.04.53.03.04.53.04.53.0
All-Red Time (s)2.82.63.22.12.62.13.21.72.11.72.8
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)5.05.05.04.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLagLeadLeadLagLeadLagLead
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.02.06.02.05.52.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.00.015.00.015.00.0
Time To Reduce (s)0.00.00.00.00.00.00.040.00.040.00.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMinNoneMinNone
Act Effct Green (s)14.013.932.316.315.235.613.370.415.372.491.5
Actuated g/C Ratio0.100.100.240.120.110.260.100.520.110.540.68
v/c Ratio0.730.400.111.070.490.790.660.931.210.580.04
Control Delay84.866.343.8136.468.464.080.546.6180.224.37.8
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay84.866.343.8136.468.464.080.546.6180.224.37.8
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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSFEDFEEFDFCA
Approach Delay72.589.650.566.6
Approach LOSEFDE
Queue Length 50th (ft)1186529~23690286100698~27434413
Queue Length 95th (ft)#24412666#461162#467#196#1014#50949430
Internal Link Dist (ft)329937374804
Turn Bay Length (ft)200150275475
Base Capacity (vph)200351400213351416200117320011931086
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.670.220.101.070.290.790.570.751.210.490.04
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: 66.8Intersection 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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)13877422041082971107049321753065
Future Volume (vph)13877422041082971107049321753065
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0002001500275475
Storage Lanes11121011
Taper Length (ft)25252525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9830.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018310177018631583
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)177018631583177018631583177018310177018631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)25454545
Link Distance (ft)4091017454884
Travel Time (s)11.215.46.913.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)153864722712033012278210324158972
Shared Lane Traffic (%)
Lane Group Flow (vph)1538647227120330122885024158972
Turn TypeProtNApm+ovProtNApm+ovProtNAProtNApm+ov
Protected Phases 74538152167
Permitted Phases486
Detector Phase 74538152167
Switch Phase
Minimum Initial (s)5.05.05.05.05.05.05.012.05.012.05.0
Minimum Split (s)10.812.111.210.112.110.111.218.210.118.210.8
Total Split (s)20.030.020.020.030.020.020.090.020.090.020.0
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)14.222.913.814.922.914.913.883.814.983.814.2
Yellow Time (s)3.04.53.03.04.53.03.04.53.04.53.0
All-Red Time (s)2.82.63.22.12.62.13.21.72.11.72.8
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)5.05.05.04.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLagLeadLeadLagLeadLagLead
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.02.06.02.05.52.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.00.015.00.015.00.0
Time To Reduce (s)0.00.00.00.00.00.00.040.00.040.00.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMinNoneMinNone
Act Effct Green (s)14.915.434.116.315.736.113.671.315.372.992.9
Actuated g/C Ratio0.110.110.250.120.110.260.100.520.110.530.68
v/c Ratio0.800.420.121.080.570.800.700.931.230.600.07
Control Delay90.965.943.5142.271.064.684.148.2188.825.58.4
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay90.965.943.5142.271.064.684.148.2188.825.58.4
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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSFEDFEEFDFCA
Approach Delay75.691.852.667.8
Approach LOSEFDE
Queue Length 50th (ft)1417534~245107290110715~28436021
Queue Length 95th (ft)#29913973#470184#444#220#1088#51651743
Internal Link Dist (ft)329937374804
Turn Bay Length (ft)200150275475
Base Capacity (vph)196345411210345415196115319611731073
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.780.250.111.080.350.800.620.771.230.500.07
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: 68.9Intersection 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 HaynePM 2021 Ph1 Build + Imps
C. Steiss Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)13877422041082971107049321753065
Future Volume (vph)13877422041082971107049321753065
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0002002500275475
Storage Lanes11121011
Taper Length (ft)25252525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9830.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018310177018631583
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)177018631583177018631583177018310177018631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)25454545
Link Distance (ft)4091017454884
Travel Time (s)11.215.46.913.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)153864722712033012278210324158972
Shared Lane Traffic (%)
Lane Group Flow (vph)1538647227120330122885024158972
Turn TypeProtNApm+ovProtNApm+ovProtNAProtNApm+ov
Protected Phases 74538152167
Permitted Phases486
Detector Phase 74538152167
Switch Phase
Minimum Initial (s)5.05.05.05.05.05.05.012.05.012.05.0
Minimum Split (s)10.812.111.210.112.110.111.218.210.118.210.8
Total Split (s)17.013.021.020.016.022.021.065.022.066.017.0
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)11.25.914.814.98.916.914.858.816.959.811.2
Yellow Time (s)3.04.53.03.04.53.03.04.53.04.53.0
All-Red Time (s)2.82.63.22.12.62.13.21.72.11.72.8
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)5.05.05.04.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLagLeadLeadLagLeadLagLead
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.02.06.02.05.52.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.00.015.00.015.00.0
Time To Reduce (s)0.00.00.00.00.00.00.040.00.040.00.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMinNoneMinNone
Act Effct Green (s)11.88.026.216.011.233.213.258.617.062.479.2
Actuated g/C Ratio0.100.070.220.130.090.280.110.490.140.530.67
v/c Ratio0.860.690.130.950.690.740.620.980.950.600.07
Control Delay93.481.737.698.673.151.164.155.396.723.27.5
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay93.481.737.698.673.151.164.155.396.723.27.5
Lanes, Volumes, Timings
100: Castle Hayne Road & Riverside Drive/N Kerr Avenue 11/20/2018
180243 BRC Castle HaynePM 2021 Ph1 Build + Imps
C. Steiss Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSFFDFEDEEFCA
Approach Delay80.770.956.441.6
Approach LOSFEED
Queue Length 50th (ft)1196629177922359164318830518
Queue Length 95th (ft)#241#14762#337#180#366153#935#35143936
Internal Link Dist (ft)329937374804
Turn Bay Length (ft)200250275475
Base Capacity (vph)1791253872391754432399262539801059
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.850.690.120.950.690.740.510.960.950.600.07
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: 57.6Intersection 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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)1226938208943031047189522253444
Future Volume (vph)1226938208943031047189522253444
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0002001500275475
Storage Lanes11121011
Taper Length (ft)25252525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9820.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018290177018631583
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)177018631583177018631583177018290177018631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)25454545
Link Distance (ft)4091017454884
Travel Time (s)11.215.46.913.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)136774223110433711679810624759349
Shared Lane Traffic (%)
Lane Group Flow (vph)1367742231104337116904024759349
Turn TypeProtNApm+ovProtNApm+ovProtNAProtNApm+ov
Protected Phases 74538152167
Permitted Phases486
Detector Phase 74538152167
Switch Phase
Minimum Initial (s)5.05.05.05.05.05.05.012.05.012.05.0
Minimum Split (s)10.812.111.210.112.110.111.218.210.118.210.8
Total Split (s)20.030.020.020.030.020.020.090.020.090.020.0
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)14.222.913.814.922.914.913.883.814.983.814.2
Yellow Time (s)3.04.53.03.04.53.03.04.53.04.53.0
All-Red Time (s)2.82.63.22.12.62.13.21.72.11.72.8
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)5.05.05.04.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLagLeadLeadLagLeadLagLead
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.02.06.02.05.52.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.00.015.00.015.00.0
Time To Reduce (s)0.00.00.00.00.00.00.040.00.040.00.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMinNoneMinNone
Act Effct Green (s)14.214.232.716.315.235.613.473.415.275.294.5
Actuated g/C Ratio0.100.100.240.120.110.260.100.530.110.540.68
v/c Ratio0.750.400.111.110.510.830.680.931.270.590.05
Control Delay87.767.344.5150.970.268.983.247.1203.524.37.8
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay87.767.344.5150.970.268.983.247.1203.524.37.8
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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSFEDFEEFDFCA
Approach Delay74.497.351.273.2
Approach LOSEFDE
Queue Length 50th (ft)1276931~26195310107730~30535514
Queue Length 95th (ft)#25112767#472164#481#201#1107#52450831
Internal Link Dist (ft)329937374804
Turn Bay Length (ft)200150275475
Base Capacity (vph)195342394208342406195114219511631092
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.700.230.111.110.300.830.590.791.270.510.04
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: 71.1Intersection 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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)15083522081173031277189522254679
Future Volume (vph)15083522081173031277189522254679
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0002002500275475
Storage Lanes11121011
Taper Length (ft)25252525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9820.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018290177018631583
Flt Permitted0.9500.9500.9500.950
Satd. Flow (perm)177018631583177018631583177018290177018631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)25454545
Link Distance (ft)4091017454884
Travel Time (s)11.215.46.913.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)167925823113033714179810624760788
Shared Lane Traffic (%)
Lane Group Flow (vph)1679258231130337141904024760788
Turn TypeProtNApm+ovProtNApm+ovProtNAProtNApm+ov
Protected Phases 74538152167
Permitted Phases486
Detector Phase 74538152167
Switch Phase
Minimum Initial (s)5.05.05.05.05.05.05.012.05.012.05.0
Minimum Split (s)10.812.111.210.112.110.111.218.210.118.210.8
Total Split (s)17.013.021.020.016.022.021.065.022.066.017.0
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)11.25.914.814.98.916.914.858.816.959.811.2
Yellow Time (s)3.04.53.03.04.53.03.04.53.04.53.0
All-Red Time (s)2.82.63.22.12.62.13.21.72.11.72.8
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)5.05.05.04.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLagLeadLeadLagLeadLagLead
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.02.06.02.05.52.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.00.015.00.015.00.0
Time To Reduce (s)0.00.00.00.00.00.00.040.00.040.00.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMinNoneMinNone
Act Effct Green (s)12.08.026.916.011.033.013.960.017.063.180.1
Actuated g/C Ratio0.100.070.220.130.090.280.120.500.140.530.67
v/c Ratio0.940.740.160.980.760.770.690.990.990.620.08
Control Delay108.488.237.8105.781.253.667.957.6105.824.07.7
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay108.488.237.8105.781.253.667.957.6105.824.07.7
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 GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSFFDFFDEEFCA
Approach Delay89.676.059.043.9
Approach LOSFEED
Queue Length 50th (ft)131713618110024110567119332623
Queue Length 95th (ft)#268#15873#343#201#378174#968#36245843
Internal Link Dist (ft)329937374804
Turn Bay Length (ft)200250275475
Base Capacity (vph)1771243822361704352369142509791055
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.940.740.150.980.760.770.600.990.990.620.08
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: 61.4Intersection 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/veh0.1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h254554109314
Future Vol, veh/h254554109314
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 ----0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow264616121416
Major/MinorMinor2Major1Major2
Conflicting Flow All1838121412140-0
Stage 11214 -----
Stage 2624 -----
Critical Hdwy6.426.224.12---
Critical Hdwy Stg 15.42 -----
Critical Hdwy Stg 25.42 -----
Follow-up Hdwy3.5183.3182.218---
Pot Cap-1 Maneuver83221575---
Stage 1281 -----
Stage 2534 -----
Platoon blocked, %---
Mov Cap-1 Maneuver82221575---
Mov Cap-2 Maneuver200 -----
Stage 1281 -----
Stage 2528 -----
ApproachEBNBSB
HCM Control Delay, s22.40.10
HCM LOSC
Minor Lane/Major MvmtNBLNBTEBLn1SBTSBR
Capacity (veh/h)575-215--
HCM Lane V/C Ratio0.008-0.036--
HCM Control Delay (s)11.3022.4--
HCM Lane LOSBAC--
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/veh0.1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h254583116414
Future Vol, veh/h254583116414
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 ----0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow264648129316
Major/MinorMinor2Major1Major2
Conflicting Flow All1950129312930-0
Stage 11293 -----
Stage 2657 -----
Critical Hdwy6.426.224.12---
Critical Hdwy Stg 15.42 -----
Critical Hdwy Stg 25.42 -----
Follow-up Hdwy3.5183.3182.218---
Pot Cap-1 Maneuver71199536---
Stage 1257 -----
Stage 2516 -----
Platoon blocked, %---
Mov Cap-1 Maneuver70199536---
Mov Cap-2 Maneuver184 -----
Stage 1257 -----
Stage 2510 -----
ApproachEBNBSB
HCM Control Delay, s24.30.10
HCM LOSC
Minor Lane/Major MvmtNBLNBTEBLn1SBTSBR
Capacity (veh/h)536-194--
HCM Lane V/C Ratio0.008-0.04--
HCM Control Delay (s)11.8024.3--
HCM Lane LOSBAC--
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/veh0.5
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h22811586117116
Future Vol, veh/h22811586117116
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 ----0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow23112651130118
Major/MinorMinor2Major1Major2
Conflicting Flow All1977130113010-0
Stage 11301 -----
Stage 2676 -----
Critical Hdwy6.426.224.12---
Critical Hdwy Stg 15.42 -----
Critical Hdwy Stg 25.42 -----
Follow-up Hdwy3.5183.3182.218---
Pot Cap-1 Maneuver68197532---
Stage 1255 -----
Stage 2505 -----
Platoon blocked, %---
Mov Cap-1 Maneuver66197532---
Mov Cap-2 Maneuver179 -----
Stage 1255 -----
Stage 2487 -----
ApproachEBNBSB
HCM Control Delay, s27.10.20
HCM LOSD
Minor Lane/Major MvmtNBLNBTEBLn1SBTSBR
Capacity (veh/h)532-196--
HCM Lane V/C Ratio0.023-0.17--
HCM Control Delay (s)11.9027.1--
HCM Lane LOSBAD--
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/veh0.1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h254594118715
Future Vol, veh/h254594118715
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 ----0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow264660131917
Major/MinorMinor2Major1Major2
Conflicting Flow All1988131913190-0
Stage 11319 -----
Stage 2669 -----
Critical Hdwy6.426.224.12---
Critical Hdwy Stg 15.42 -----
Critical Hdwy Stg 25.42 -----
Follow-up Hdwy3.5183.3182.218---
Pot Cap-1 Maneuver67192524---
Stage 1250 -----
Stage 2509 -----
Platoon blocked, %---
Mov Cap-1 Maneuver66192524---
Mov Cap-2 Maneuver178 -----
Stage 1250 -----
Stage 2503 -----
ApproachEBNBSB
HCM Control Delay, s250.10
HCM LOSD
Minor Lane/Major MvmtNBLNBTEBLn1SBTSBR
Capacity (veh/h)524-188--
HCM Lane V/C Ratio0.008-0.041--
HCM Control Delay (s)11.9025--
HCM Lane LOSBAD--
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/veh0.6
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h23011602121119
Future Vol, veh/h23011602121119
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 ----0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow23312669134621
Major/MinorMinor2Major1Major2
Conflicting Flow All2039134613460-0
Stage 11346 -----
Stage 2693 -----
Critical Hdwy6.426.224.12---
Critical Hdwy Stg 15.42 -----
Critical Hdwy Stg 25.42 -----
Follow-up Hdwy3.5183.3182.218---
Pot Cap-1 Maneuver62185512---
Stage 1242 -----
Stage 2496 -----
Platoon blocked, %---
Mov Cap-1 Maneuver60185512---
Mov Cap-2 Maneuver171 -----
Stage 1242 -----
Stage 2478 -----
ApproachEBNBSB
HCM Control Delay, s29.20.20
HCM LOSD
Minor Lane/Major MvmtNBLNBTEBLn1SBTSBR
Capacity (veh/h)512-184--
HCM Lane V/C Ratio0.024-0.193--
HCM Control Delay (s)12.2029.2--
HCM Lane LOSBAD--
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/veh0.1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h32687867310
Future Vol, veh/h32687867310
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 ----0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow32797674811
Major/MinorMinor2Major1Major2
Conflicting Flow All17377487480-0
Stage 1748 -----
Stage 2989 -----
Critical Hdwy6.426.224.12---
Critical Hdwy Stg 15.42 -----
Critical Hdwy Stg 25.42 -----
Follow-up Hdwy3.5183.3182.218---
Pot Cap-1 Maneuver96412861---
Stage 1468 -----
Stage 2360 -----
Platoon blocked, %---
Mov Cap-1 Maneuver94412861---
Mov Cap-2 Maneuver226 -----
Stage 1468 -----
Stage 2354 -----
ApproachEBNBSB
HCM Control Delay, s18.30.10
HCM LOSC
Minor Lane/Major MvmtNBLNBTEBLn1SBTSBR
Capacity (veh/h)861-276--
HCM Lane V/C Ratio0.008-0.02--
HCM Control Delay (s)9.2018.3--
HCM Lane LOSAAC--
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/veh0.1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h32694771710
Future Vol, veh/h32694771710
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 ----0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow327105279711
Major/MinorMinor2Major1Major2
Conflicting Flow All18637977970-0
Stage 1797 -----
Stage 21066 -----
Critical Hdwy6.426.224.12---
Critical Hdwy Stg 15.42 -----
Critical Hdwy Stg 25.42 -----
Follow-up Hdwy3.5183.3182.218---
Pot Cap-1 Maneuver80387825---
Stage 1444 -----
Stage 2331 -----
Platoon blocked, %---
Mov Cap-1 Maneuver78387825---
Mov Cap-2 Maneuver205 -----
Stage 1444 -----
Stage 2324 -----
ApproachEBNBSB
HCM Control Delay, s19.60.10
HCM LOSC
Minor Lane/Major MvmtNBLNBTEBLn1SBTSBR
Capacity (veh/h)825-252--
HCM Lane V/C Ratio0.008-0.022--
HCM Control Delay (s)9.4019.6--
HCM Lane LOSAAC--
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/veh0.3
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h3152895472217
Future Vol, veh/h3152895472217
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 ----0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow31731106080219
Major/MinorMinor2Major1Major2
Conflicting Flow All19248028020-0
Stage 1802 -----
Stage 21122 -----
Critical Hdwy6.426.224.12---
Critical Hdwy Stg 15.42 -----
Critical Hdwy Stg 25.42 -----
Follow-up Hdwy3.5183.3182.218---
Pot Cap-1 Maneuver73384822---
Stage 1441 -----
Stage 2311 -----
Platoon blocked, %---
Mov Cap-1 Maneuver66384822---
Mov Cap-2 Maneuver185 -----
Stage 1441 -----
Stage 2282 -----
ApproachEBNBSB
HCM Control Delay, s16.80.30
HCM LOSC
Minor Lane/Major MvmtNBLNBTEBLn1SBTSBR
Capacity (veh/h)822-326--
HCM Lane V/C Ratio0.038-0.061--
HCM Control Delay (s)9.6016.8--
HCM Lane LOSAAC--
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/veh0.1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h32696573111
Future Vol, veh/h32696573111
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 ----0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow327107281212
Major/MinorMinor2Major1Major2
Conflicting Flow All18988128120-0
Stage 1812 -----
Stage 21086 -----
Critical Hdwy6.426.224.12---
Critical Hdwy Stg 15.42 -----
Critical Hdwy Stg 25.42 -----
Follow-up Hdwy3.5183.3182.218---
Pot Cap-1 Maneuver76379814---
Stage 1437 -----
Stage 2324 -----
Platoon blocked, %---
Mov Cap-1 Maneuver74379814---
Mov Cap-2 Maneuver200 -----
Stage 1437 -----
Stage 2317 -----
ApproachEBNBSB
HCM Control Delay, s19.90.10
HCM LOSC
Minor Lane/Major MvmtNBLNBTEBLn1SBTSBR
Capacity (veh/h)814-247--
HCM Lane V/C Ratio0.008-0.022--
HCM Control Delay (s)9.5019.9--
HCM Lane LOSAAC--
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/veh0.4
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h3162998874523
Future Vol, veh/h3162998874523
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 ----0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow31832109882826
Major/MinorMinor2Major1Major2
Conflicting Flow All19908288280-0
Stage 1828 -----
Stage 21162 -----
Critical Hdwy6.426.224.12---
Critical Hdwy Stg 15.42 -----
Critical Hdwy Stg 25.42 -----
Follow-up Hdwy3.5183.3182.218---
Pot Cap-1 Maneuver67371803---
Stage 1429 -----
Stage 2298 -----
Platoon blocked, %---
Mov Cap-1 Maneuver60371803---
Mov Cap-2 Maneuver176 -----
Stage 1429 -----
Stage 2268 -----
ApproachEBNBSB
HCM Control Delay, s17.20.30
HCM LOSC
Minor Lane/Major MvmtNBLNBTEBLn1SBTSBR
Capacity (veh/h)803-316--
HCM Lane V/C Ratio0.04-0.067--
HCM Control Delay (s)9.7017.2--
HCM Lane LOSAAC--
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
MovementEBEBEBWBWBWBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)7453522057618417438829948415
Average Queue (ft)242113115267037262821814
95th Queue (ft)6054411756011814042018836114
Link Distance (ft)362362362981374836
Upstream Blk Time (%)1
Queuing Penalty (veh)8
Storage Bay Dist (ft)200200150275475
Storage Blk Time (%)00311
Queuing Penalty (veh)1043
Intersection: 200: Castle Hayne Road & Site Access
MovementEBNB
Directions ServedLRLT
Maximum Queue (ft)42322
Average Queue (ft)532
95th Queue (ft)23144
Link Distance (ft)309469
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
MovementEBEBEBWBWBWBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)118969644830017417539030037241
Average Queue (ft)5254511868599272671592176
95th Queue (ft)9795863322341639640927034221
Link Distance (ft)362362362981374836
Upstream Blk Time (%)2
Queuing Penalty (veh)10
Storage Bay Dist (ft)200200150275475
Storage Blk Time (%)123214
Queuing Penalty (veh)33888
Intersection: 200: Castle Hayne Road & Site Access
MovementEBNB
Directions ServedLRLT
Maximum Queue (ft)42154
Average Queue (ft)617
95th Queue (ft)2480
Link Distance (ft)309469
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
MovementEBEBEBWBWBWBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)1801169639530020817538130065642
Average Queue (ft)79655719772101302451942919
95th Queue (ft)1471119332121318510440631551430
Link Distance (ft)362362362981374836
Upstream Blk Time (%)1
Queuing Penalty (veh)4
Storage Bay Dist (ft)200200150275475
Storage Blk Time (%)20012528
Queuing Penalty (veh)551171318
Intersection: 200: Castle Hayne Road & Site Access
MovementEBNB
Directions ServedLRLT
Maximum Queue (ft)64416
Average Queue (ft)2052
95th Queue (ft)44223
Link Distance (ft)309469
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
MovementEBEBEBWBWBWBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)13613513526711823625038530059061
Average Queue (ft)70686416348109432671782857
95th Queue (ft)1241161162359518416138731446527
Link Distance (ft)362362362981374836
Upstream Blk Time (%)1
Queuing Penalty (veh)4
Storage Bay Dist (ft)200200225275475
Storage Blk Time (%)511709
Queuing Penalty (veh)1345021
Intersection: 200: Castle Hayne Road & Site Access
MovementEBNBSB
Directions ServedLRLTR
Maximum Queue (ft)4429320
Average Queue (ft)22371
95th Queue (ft)451596
Link Distance (ft)309469374
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
MovementEBEBEBWBWBWBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)969613732630024517537729961615
Average Queue (ft)54575217654110332531842434
95th Queue (ft)96969726914218311540331743515
Link Distance (ft)362362362981374836
Upstream Blk Time (%)0
Queuing Penalty (veh)2
Storage Bay Dist (ft)200200150275475
Storage Blk Time (%)712945
Queuing Penalty (veh)20283112
Intersection: 200: Castle Hayne Road & Site Access
MovementEBNB
Directions ServedLRLT
Maximum Queue (ft)42125
Average Queue (ft)713
95th Queue (ft)2569
Link Distance (ft)309469
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
MovementEBEBEBWBWBWBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)13116315638130022024938929955840
Average Queue (ft)72796816076109312311822987
95th Queue (ft)12013312327319620010736531349424
Link Distance (ft)362362362981374836
Upstream Blk Time (%)2
Queuing Penalty (veh)13
Storage Bay Dist (ft)200200225275475
Storage Blk Time (%)70110010
Queuing Penalty (veh)20023024
Intersection: 200: Castle Hayne Road & Site Access
MovementEBNB
Directions ServedLRLT
Maximum Queue (ft)70484
Average Queue (ft)1661
95th Queue (ft)43264
Link Distance (ft)309469
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
MovementEBEBEBWBWBWBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)336535220327825017439118921039
Average Queue (ft)172251013163142633861001213
95th Queue (ft)317563519816622617739215819517
Link Distance (ft)362362362981374836
Upstream Blk Time (%)31
Queuing Penalty (veh)274
Storage Bay Dist (ft)200200150275475
Storage Blk Time (%)10350
Queuing Penalty (veh)20529
Intersection: 200: Castle Hayne Road & Site Access
MovementEBNB
Directions ServedLRLT
Maximum Queue (ft)86521
Average Queue (ft)31372
95th Queue (ft)76612
Link Distance (ft)309469
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
MovementEBEBEBWBWBWBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)28614111858430025017539230087042
Average Queue (ft)12467462621801901093662152888
95th Queue (ft)2211299850235327219145232961629
Link Distance (ft)362362362981374836
Upstream Blk Time (%)183
Queuing Penalty (veh)1720
Storage Bay Dist (ft)200200150275475
Storage Blk Time (%)17320437113
Queuing Penalty (veh)665413339638
Intersection: 200: Castle Hayne Road & Site Access
MovementEBNB
Directions ServedLRLT
Maximum Queue (ft)40484
Average Queue (ft)8258
95th Queue (ft)29575
Link Distance (ft)309469
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
MovementEBEBEBWBWBWBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)2221519354930025017539030054241
Average Queue (ft)125693625118618210937220824610
95th Queue (ft)2091268045734524620143531842031
Link Distance (ft)362362362981374836
Upstream Blk Time (%)12
Queuing Penalty (veh)117
Storage Bay Dist (ft)200200150275475
Storage Blk Time (%)1821023625
Queuing Penalty (veh)7441916391413
Intersection: 200: Castle Hayne Road & Site Access
MovementEBNB
Directions ServedLRLT
Maximum Queue (ft)66484
Average Queue (ft)16206
95th Queue (ft)44466
Link Distance (ft)309469
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
MovementEBEBEBWBWBWBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)24216211835130025025039029941142
Average Queue (ft)10680402021311761443831661899
95th Queue (ft)1741458632328323030539226433530
Link Distance (ft)362362362981374836
Upstream Blk Time (%)26
Queuing Penalty (veh)245
Storage Bay Dist (ft)200200225275475
Storage Blk Time (%)152604102
Queuing Penalty (veh)6051234507
Intersection: 200: Castle Hayne Road & Site Access
MovementEBNB
Directions ServedLRLT
Maximum Queue (ft)212508
Average Queue (ft)55399
95th Queue (ft)146647
Link Distance (ft)309469
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
MovementEBEBEBWBWBWBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)286160118699300250175392300870700
Average Queue (ft)132703238222719310934925542575
95th Queue (ft)24813580683392283196444354881416
Link Distance (ft)362362362981374836
Upstream Blk Time (%)147
Queuing Penalty (veh)1330
Storage Bay Dist (ft)200200150275475
Storage Blk Time (%)42427735262
Queuing Penalty (veh)16785560361486
Intersection: 200: Castle Hayne Road & Site Access
MovementEBNB
Directions ServedLRLT
Maximum Queue (ft)22503
Average Queue (ft)4201
95th Queue (ft)16511
Link Distance (ft)309469
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
MovementEBEBEBWBWBWBNBNBSBSBSB
Directions ServedLTRLTRLTRLTR
Maximum Queue (ft)30416211560830024525039130042761
Average Queue (ft)139824720112517614238220222011
95th Queue (ft)2581419939723623627539131038232
Link Distance (ft)362362362981374836
Upstream Blk Time (%)28
Queuing Penalty (veh)282
Storage Bay Dist (ft)200200225275475
Storage Blk Time (%)111704414
Queuing Penalty (veh)47215056514
Intersection: 200: Castle Hayne Road & Site Access
MovementEBNB
Directions ServedLRLT
Maximum Queue (ft)65532
Average Queue (ft)13477
95th Queue (ft)38552
Link Distance (ft)309469
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
Apartments220216 Dwelling
Units
Adjacent
/Equation 1,59223767443
1,59223767443
24 Hour
Two-Way
Land Use ITE Land
Code
Data
Source Volume Enter Exit Enter Exit
Apartments220360 Dwelling
Units
Adjacent
/Equation 2,6813712411668
2,6813712411668
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
10
0
AM
P
e
a
k
20
1
8
TM
C
Ba
l
a
n
c
i
n
g
20
1
8
Ex
i
s
t
i
n
g
20
2
1
Pr
o
j
e
c
t
e
d
Ap
p
d
De
v
20
2
1
Fu
t
u
r
e
N
o
Bu
i
l
d
Ph
a
s
e
1
S
i
t
e
Tr
i
p
s
20
2
1
P
h
a
s
e
1
B
u
i
l
d
20
2
3
Pr
o
j
e
c
t
e
d
Ap
p
d
D
e
v
20
2
3
F
u
t
u
r
e
No
B
u
i
l
d
Fu
l
l
B
u
i
l
d
Sit
e
T
r
i
p
s
20
2
3
F
u
l
l
Build
EB
L
3
5
3
5
3
6
2
8
6
4
3
0
9
5
3
7
2
8
6
5
5
0
1
1
5
EB
T
3
4
3
4
3
5
2
8
6
3
1
5
7
8
3
6
2
8
6
4
2
5
8
9
EB
R
2
7
2
7
2
8
3
8
6
6
8
7
3
2
8
3
8
6
6
2
5
9
0
WB
L
2
5
1
2
5
1
2
5
9
2
5
9
2
5
9
2
6
4
2
6
4
2
6
4
WB
T
6
0
6
0
6
2
9
7
1
5
7
6
6
3
9
7
2
7
8
0
WB
R
1
9
5
1
9
5
2
0
1
2
0
1
2
0
1
2
0
5
2
0
5
2
0
5
NB
L
1
3
1
3
1
3
1
2
2
5
2
2
8
1
4
1
2
2
6
7
3
4
NB
T
4
1
0
4
1
0
4
2
2
4
2
2
4
2
2
4
3
1
4
3
1
4
3
1
NB
R
8
7
8
7
9
0
9
0
9
0
9
1
9
1
9
1
SB
L
2
0
6
2
0
6
2
1
2
2
1
2
2
1
2
2
1
7
2
1
7
2
1
7
SB
T
7
6
4
7
6
4
7
8
7
7
8
7
2
7
8
9
8
0
3
8
0
3
4
8
0
7
SB
R
1
2
1
2
1
2
9
2
1
7
2
8
1
3
9
2
2
1
1
3
3
To
t
a
l
2
0
9
4
0
2
0
9
4
2
1
5
7
1
2
5
2
2
8
2
6
9
2
3
5
1
2
2
0
2
1
2
5
2
3
2
7
1
2
9
2
4
5
6
20
0
AM
P
e
a
k
20
1
8
TM
C
Ba
l
a
n
c
i
n
g
20
1
8
Ex
i
s
t
i
n
g
20
2
1
Pr
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j
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d
Ap
p
d
De
v
20
2
1
Fu
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r
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N
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d
Ph
a
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e
1
S
i
t
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Tr
i
p
s
20
2
1
P
h
a
s
e
1
B
u
i
l
d
20
2
3
Pr
o
j
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c
t
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d
Ap
p
d
D
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v
20
2
3
F
u
t
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r
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No
B
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l
d
Fu
l
l
B
u
i
l
d
Sit
e
T
r
i
p
s
20
2
3
F
u
l
l
Build
EB
L
2
2
2
2
2
2
2
2
EB
T
0
0
0
0
0
0
0
0
EB
R
5
5
5
5
2
3
2
8
5
5
2
5
3
0
WB
L
0
0
0
0
0
0
0
0
WB
T
0
0
0
0
0
0
0
0
WB
R
0
0
0
0
0
0
0
0
NB
L
4
4
4
4
7
1
1
4
4
7
1
1
NB
T
5
5
4
5
5
4
5
7
1
1
2
5
8
3
2
5
8
6
5
8
2
1
2
5
9
4
7
6
0
2
NB
R
0
0
0
0
0
0
0
0
SB
L
0
0
0
0
0
0
0
0
SB
T
1
0
9
3
1
0
9
3
1
1
2
6
3
8
1
1
6
4
8
1
1
7
1
1
1
4
9
3
8
1
1
8
7
2
5
1
2
1
1
SB
R
1
4
1
4
1
4
1
4
2
1
6
1
5
1
5
4
1
9
To
t
a
l
1
6
7
2
0
1
6
7
2
1
7
2
2
5
0
1
7
7
2
4
2
1
8
1
4
1
7
5
7
5
0
1
8
0
7
6
8
1
8
7
5
NC
1
3
3
(
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R
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R
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10
0
PM
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20
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20
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L
9
9
9
9
1
0
2
1
8
1
2
0
1
7
1
3
8
1
0
4
1
8
1
2
2
2
7
1
5
0
EB
T
4
9
4
9
5
0
1
8
6
8
9
7
7
5
1
1
8
6
9
1
4
8
3
EB
R
1
3
1
3
1
3
2
4
3
7
4
4
2
1
4
2
4
3
8
1
4
5
2
WB
L
1
9
8
1
9
8
2
0
4
2
0
4
2
0
4
2
0
8
2
0
8
2
0
8
WB
T
6
0
6
0
6
2
3
1
9
3
1
5
1
0
8
6
3
3
1
9
4
2
3
1
1
7
WB
R
2
8
8
2
8
8
2
9
7
2
9
7
2
9
7
3
0
3
3
0
3
3
0
3
NB
L
5
9
5
9
6
1
4
2
1
0
3
7
1
1
0
6
2
4
2
1
0
4
2
3
1
2
7
NB
T
6
8
3
6
8
3
7
0
4
7
0
4
7
0
4
7
1
8
7
1
8
7
1
8
NB
R
9
0
9
0
9
3
9
3
9
3
9
5
9
5
9
5
SB
L
2
1
1
2
1
1
2
1
7
2
1
7
2
1
7
2
2
2
2
2
2
2
2
2
SB
T
5
0
8
5
0
8
5
2
3
5
2
3
7
5
3
0
5
3
4
5
3
4
1
2
5
4
6
SB
R
1
2
1
2
1
2
3
1
4
3
2
2
6
5
1
3
3
1
4
4
3
5
7
9
To
t
a
l
2
2
7
0
0
2
2
7
0
2
3
3
8
1
6
5
2
5
0
3
8
2
2
5
8
5
2
3
8
7
1
6
5
2
5
5
2
1
4
7
2
6
9
9
20
0
PM
P
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a
k
20
1
8
TM
C
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n
c
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n
g
20
1
8
Ex
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g
20
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1
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20
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d
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1
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p
s
20
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1
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h
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e
1
B
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l
d
20
2
3
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j
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c
t
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d
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p
d
D
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v
20
2
3
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r
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No
B
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l
d
Fu
l
l
B
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l
d
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t
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T
r
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p
s
20
2
3
F
u
l
l
Bu
i
l
d
EB
L
3
3
3
3
3
3
3
3
EB
T
0
0
0
0
0
0
0
0
EB
R
2
2
2
2
1
3
1
5
2
2
1
4
1
6
WB
L
0
0
0
0
0
0
0
0
WB
T
0
0
0
0
0
0
0
0
WB
R
0
0
0
0
0
0
0
0
NB
L
6
6
6
6
2
2
2
8
6
6
2
3
2
9
NB
T
8
7
8
8
7
8
9
0
5
4
2
9
4
7
7
9
5
4
9
2
3
4
2
9
6
5
2
3
9
8
8
NB
R
0
0
0
0
0
0
0
0
SB
L
0
0
0
0
0
0
0
0
SB
T
6
7
3
6
7
3
6
9
3
2
4
7
1
7
4
7
2
2
7
0
7
2
4
7
3
1
1
4
7
4
5
SB
R
1
0
1
0
1
0
1
0
7
1
7
1
1
1
1
1
2
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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. Total07:00 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
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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
Rig
h
t
89
6
35
0
93
1
Th
r
u 20
3
0 0
20
3
Le
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77
3
40
0
81
3
Ou
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To
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In
12
3
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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
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27
3
8 0
28
1
Th
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u17
1
2 0
17
3
Ri
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4 0
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To
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39
9
53
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7
4
14
18
0
0
0
40
3
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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)
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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
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60
0 0
60
Le
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23
9
12
0
25
1
Ou
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To
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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
Rig
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)
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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
Rig
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
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h
t
13
0 0
13
To
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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. Total07:00 AM 022500225 00000 012310124 10001 0350350
07:15 AM 027600276 00000 012410125 00000 0401401
07:30 AM 224900251 30003 013610137 00000 0391391
07:45 AM 228400286 00121 015510156 00101 2444446
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 427400278 00000 013020132 20002 0412412
08:15 AM 428300287 00000 013800138 10102 0427427
08:30 AM 425200256 00101 013110132 20002 0391391
08:45 AM 225500257 00101 011911120 10203 1381382
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 217000172 00202 017510176 40004 0354354
04:15 PM 317800181 00000 017180179 10102 0362362
04:30 PM 214100143 00000 019660202 10102 0347347
04:45 PM 218100183 00000 022610227 00101 0411411
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 322000223 00000 025210253 00101 0477477
05:15 PM 216600168 00000 021320215 10001 0384384
05:30 PM 014600146 00000 020700207 00101 0354354
05:45 PM 514100146 00000 020630209 10102 0357357
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 003478 30528 0 2702 3012732 15010025 362436246
Apprch %1.1 98.9 0 37.5 0 62.5 0 98.9 1.1 60040
Total %0.6 55.1 055.7 000.10.1 0 43.3 0.543.8 0.200.20.4 0100
Cars 37 3326 0 3363 3 0 5 10 0 2621 30 2652 14 0 10 24 0 0 6049
% Cars 100 96.7 0096.7 1000100100100 09710010097 93.3 0100096 0096.8
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 03.3003.3 00000 03003 6.70004 003.2
Bikes 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bikes 00000 00000 00000 00000 000
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
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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
Rig
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
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N
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(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
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2 0 0 2
Ou
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To
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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
Rig
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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N
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(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
Rig
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
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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
ex
ex
ex
ex
ex
ex
ex
ex
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
DE
P
A
R
T
ME
N OF TRA SPORT
A
ON
STA
E OF NORTH CAROL
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
+
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0
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+
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
EW
C
ARD
N
EW
LO
O
P
S
YSTEM
LO
O
P
-
-
-
1
2
Y
Y
Y
Y
Y
Y
-
-
-
-
-
-
-
-
-
-
-Y Y --
6 Y Y ---
5A
-5 Y Y --
2 Y Y --
FU
LL
TIME
D
ELA
Y
EXTEN
SIO
N
C
ALLIN
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
3.0 3.0 2.02.02.02.0
20 60 60 403020
3.0 3.0
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
I
REENGN
E
FES IOS
SEAL
PR O NA
L
N ORTH CARO
LINA
32396
NOTLIMAH .J
MAIL
LIW
03-0191
SR 1322 (North Kerr Avenue)
at
NC 133 (Castle Hayne Road)
New Hanover County Wilmington
Isolated
Fully Actuated
5 Phase
82
42,43
61,62
21,22
R
Y Y
G
12"
83
R R RG
82
83 R R
TS Popelka
300
-
6X60
+5
-
-
+5
3
10
-
3
+5 -
-300
-Y Y --102-4-21B
6X40
6X40 0
Y
Y
Y
3
-
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
ex
ex
1.9
4.5
1.7 2.2 3.2
4.5
1.7
4.5
-
-
-
-
-
-
3.2
1.0
July 2016
62
61
11
81 82 83
51
21
22414243
0 2-4-2
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Oa
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b
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Ce
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t
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t
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a
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NC 133 (Castle Hayne Road)
45 MPH 0% Grade
NC 133 (Castle Hayne Road)
45 MPH 0% Grade
S
R
1
3
2
2
(
N.
Ke
r
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Av
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4
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2-4-2
2-4-2
1
Y
Y
DE
P
A
R
T
ME
NT OF TRANSPORT
AT
IO
N
STAT E OF NORTH CAROLI
N
A
Traffic E
n gineering and Safety Systems
Br
a
n
c
h
Signals
M
anagement Section
36249.3618
-
-
12 12
ex
6A
4
4
6A
Abandon Existing Loop
Abandon Existing Loop
14255.02 (040)
2.5 2.5
34 34
15
40
15
40
3.0 3.0
10. Relabel existing loop 6B as 6A.
9. Relabel existing signal heads 41 as 42 and 42 as 43.
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
Do
c
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n
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:
8
4
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7
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8
5
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B-
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1
B-
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1
A-
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A-
2
A-
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A-
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B-
1
B-
1
B-
1
B-
1
A-
2
A-
2
A-
2
A-
2
B-1
B-1
B-1
B-1
A-2
A-2
A-2
A-2
C-1
C-1
C-1
A-1A-1
A-1A-1
C-1
B-
3 B-
3
B-
3 B-
3
A-
2
A-
2
A-
2
A-
2
C-1
C-1
C-1
A-1A-1
A-1A-1
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B-3
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A-2
A-2
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4
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D
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12
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TYPE 2440
24 UNITS
3 STORY
BLDG HT: 36'-7"
12 - 1 BEDROOMS
12 - 3 BEDROOMS
T
Y
P
E
2
4
2
6
2
4
U
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12 - 3 BEDROOMS
TYPE 2440
24 UNITS
3 STORY
BLDG HT: 36'-7"
12 - 1 BEDROOM
S
12 - 2 BEDROOM
S
TYPE 2422
24 UNITS
3 STORY
BLDG HT: 36'-7"
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DRAINAGE & UTIL
E
A
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E
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E
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38
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20' EAS
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D.E. MB 32 PG 2
5
9
D.E
.
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2
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D.E. MB 32 PG 259
D.E. MB 32 PG 25
9
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12 - 2 BEDROOMS
TYPE 2422
24 UNITS
3 STORY
BLDG HT: 36'-7"
24 - 2 BEDROOMS
TYPE 2468
24 UNITS
3 STORY
C-
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T
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%
O
U
T
NC 133 (Castle
Hayne Road)
SR 1310 (Blue Clay
Road)
20
%
O
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T
5%
O
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T
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O
U
T
6/12/1515-222 Riverside Development–Transportation Impact Analysis19
8.0Full Build Conditions
Full Build considers the development to include a total of 165single family homes and
72 apartments.This phase of development is envisioned to be completed in 2019.
8.1Trip 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 210165 Dwelling
Units 1,665319410461
Apartments22072 Dwelling
Units 5608313720
Total Trips 2,225 39 125 141 81
8.2Trip Distribution
Sitetrips 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.
8.32019 Future No Build Traffic
The 2019background volumes were obtained by applying a 2.0% compounded annual
growth rate to the 2015existing traffic volumesand adding approved development trips
andPhase 1tripsassociated with the proposed development. Figure 9shows the 2019
future no build traffic volumes for AM and PM peaks.
8.42019FullBuild 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 Buildsite tripsareshown in Figure 10.The 2019Full
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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
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
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,is
intendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
BLACK = EXISTING
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40%
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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.