15-222 Riverside Development TIA 6-12-15 Sealed
Riverside Development
Wrightsboro, New Hanover County, NC
TRANSPORTATION IMPACT ANALYSIS
Prepared for Parker & Associates, Inc.
Project Number: 15-222
6/12/15
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Transportation Impact Analysis
Riverside Development
Wrightsboro, New Hanover County, NC
Prepared for Parker & Associates, Inc.
June 12, 2015
Analysis by: Dionne C. Brown, P.E.
Drafting/Graphics by: Dionne C. Brown, P.E.
Reviewed by: Frank Amenya, P.E., PTOE
Daniel Cumbo, P.E.
Sealed by: Daniel R. Cumbo, P.E.
This document, together with the concepts and designs presented herein, is intended only for the specific
purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others
without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and
shall be a violation of the agreement between DAVENPORT and the client.
SEAL
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100% recyclable.
6/12/15 15-222 Riverside Development – Executive Summary i
Riverside Development – Transportation Impact Analysis
Wrightsboro, New Hanover County, NC
Prepared for Parker & Associates, Inc.
June 12, 2015
Executive Summary
The proposed Riverside Development is located on Riverside Drive off of NC 133
(Castle Hayne Road) in Wrightsboro, New Hanover County, North Carolina. As currently
planned, this development will consist of 165 single family detached homes and 72
apartments. This development will be analyzed for two (2) phases. Phase 1 will consist
of 100 single family homes. Full Build will consist of 165 single family homes and 72
apartments. Access to the development will be provided by North Kerr Avenue.
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 SR 1322 (North Kerr Avenue)/ Site Access
• SR 1310 (Blue Clay Road) at SR 1322 (North Kerr Avenue)
The intersections were analyzed during the AM (7-9 am) and PM (4-6 pm) peaks for the
following conditions:
• 2015 Existing Conditions
• 2016 Future No Build Conditions
• 2016 Phase 1 Build Conditions
• 2016 Phase 1 Build Condition with Mitigation (if necessary)
• 2019 Future No Build Conditions
• 2019 Full Build Condition
• 2019 Full Build Condition with Mitigation (if necessary)
The planned build-out year for this development is 2016 for Phase 1 Build and 2019 for
Full Build.
This Transportation Impact Analysis (TIA) was carried out based on NCDOT typical
standards. Information regarding the property was provided by the civil engineer,
Parker & Associates, Inc.
6/12/15 15-222 Riverside Development – Executive Summary ii
Existing Conditions
In order to measure the impact of this project and identify any pre-existing capacity
problems, an analysis was conducted for the existing conditions for all the study
intersections.
Table A summarizes the existing level of service results.
Table A - Level of Service Summary
Existing Conditions AM Peak PM Peak
NC 133 at North Kerr Avenue C (22.0) C (26.9)
Blue Clay Road at North Kerr Avenue B (13.6) B (12.8)
LOS (delay in seconds)
Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay
Phase 1 Build Conditions
As discussed in the introduction, Phase 1 considers building 100 single family homes in
2016.
Phase 1 Discussion of Results
The following section discusses 2016 Phase 1 level of service for each intersection.
NC 133 at North Kerr Avenue
This signalized intersection currently operates at LOS C during the AM and PM peaks.
In 2016 future no build conditions, LOS C is expected in the AM and PM peaks. With
the addition of proposed site traffic, LOS C and LOS D are expected in the AM and PM
peaks, respectively. With the recommended improvements by the approved
developments, no additional improvements are recommended.
Blue Clay Road at North Kerr Avenue
This signalized intersection currently operates at LOS B during the AM and PM peaks.
In 2016 future no build conditions and build conditions, the level of service is expected
to remain the same. No improvements are recommended.
6/12/15 15-222 Riverside Development – Executive Summary iii
Phase 1 Level of Service Summary
Table B summarizes the level of service analysis at the study intersections:
Table B - Level of Service Summary
AM Peak 2015 Existing 2016 Future
No Build
2016 Phase 1
Build
NC 133 at North Kerr Avenue C (22.0) C (22.9) C (28.2)
Blue Clay Road at North Kerr Avenue B (13.6) B (15.8) B (16.1)
PM Peak 2015 Existing 2016 Future
No Build
2016 Phase 1
Build
NC 133 at North Kerr Avenue C (26.9) C (33.4) D (36.2)
Blue Clay Road at North Kerr Avenue B (12.8) B (14.5) B (14.7)
LOS (delay in seconds)
Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay
Full Build Conditions
Full Build considers the development to include a total of 165 single family homes and
72 apartments. This phase of development is envisioned to be completed in 2019.
Full Build Discussion of Results
The following section discusses 2019 Full Build level of service of each intersection.
NC 133 at North Kerr Avenue
This signalized intersection is expected to operate at LOS C during the AM peak and
LOS D in the PM peak in the 2019 future no build conditions. With the addition of
proposed site traffic, LOS C is expected in the AM peak and LOS D in the PM peak. To
accommodate queuing and the vision of the site plan following are recommended:
• Signal modification, eastbound and westbound left turn modified to protected-
permitted
• Provide a separate eastbound right turn lane with 250 feet of storage
• Extend existing eastbound left turn lane with 250 feet of storage
6/12/15 15-222 Riverside Development – Executive Summary iv
With these improvements, the intersection is expected to operate at LOS C in the AM
peak and LOS D in the PM peak.
Blue Clay Road at North Kerr Avenue
In 2019 future no build conditions and build conditions, this signalized intersection’s
level of service is expected to remain at LOS B. No improvements are recommended.
The recommended improvements for Full Build are illustrated in Figure 12 in the report.
Full Build Level of Service Summary
Table C summarizes the level of service analysis at the study intersections:
Table C - Level of Service Summary
AM Peak 2019 Future No
Build 2019 Full Build 2019 Full Build
plus Improvements
NC 133 at North Kerr Avenue C (29.9) C (34.3) C (35.0)
Blue Clay Road at North Kerr
Avenue B (17.1) B (17.5)
PM Peak 2019 Future No
Build 2019 Full Build 2019 Full Build
plus Improvements
NC 133 at North Kerr Avenue D (40.9) D (43.8) D (45.1)
Blue Clay Road at North Kerr
Avenue B (15.3) B (15.6)
LOS (delay in seconds)
Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay
6/12/15 15-222 Riverside Development – Executive Summary v
Summary and Conclusion
The proposed Riverside Development is located on Riverside Drive off of NC 133
(Castle Hayne Road) in Wrightsboro, New Hanover County, North Carolina. As currently
planned, this development will consist of 165 single family detached homes and 72
apartments. This development will be analyzed for two (2) phases. Phase 1 will consist
of 100 single family homes. Full Build will consist of 165 single family homes and 72
apartments. Access to the development will be provided by North Kerr Avenue.
Based on trip generation rates and equations published in Trip Generation (Institute of
Transportation Engineers, 9th Edition), this development has a trip generation potential
of 80 net trips in the AM peak and 105 net trips in the PM peak for Phase 1 and 164 net
trips in the AM peak and 222 net trips in the PM peak for Full Build.
Table D summarizes the recommended improvements for each phase of this
development. Recommended improvements are illustrated in Figure 12 for Full Build in
the report.
Table D – Recommended Improvement Summary
Intersection Phase 1 Build Full Build
NC 133 at North Kerr
Avenue
No improvements
recommended
• Signal modification, eastbound and
westbound left turn modified to
protected-permitted
• Provide a separate eastbound right turn
lane with 250 feet of storage
• Extend existing eastbound left turn lane
with 250 feet of storage
Blue Clay Road at
North Kerr Avenue
No improvements
recommended No improvements recommended
In conclusion, this study has reviewed the impacts of both background traffic and this
development traffic, and has determined that with the recommended improvements in
place, there will be adequate capacity to accommodate future traffic. The final design of
these improvements will need to be coordinated during the site plan approval process.
Please note that all accesses to the site are required to be constructed to NCDOT
standards.
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 1
Riverside Development – Transportation Impact Analysis
Wrightsboro, New Hanover County, NC
Prepared for Parker & Associates, Inc.
June 12, 2015
Table of Contents
1.0 Introduction ......................................................................................................................................... 2
Figure 1 – Site Plan .................................................................................................................................. 3
Figure 2A – Site Location Map ................................................................................................................. 4
Figure 2B – Vicinity Map ........................................................................................................................... 5
2.0 Existing Conditions ............................................................................................................................ 6
2.1 Inventory ............................................................................................................................................ 6
2.2 Existing Traffic Volumes .................................................................................................................... 6
Figure 3 – Existing Lane Geometry .......................................................................................................... 7
Figure 4 – 2015 Existing Traffic Volumes ................................................................................................. 8
3.0 Approved Developments and Committed Improvements .............................................................. 9
3.1 Approved Developments ................................................................................................................... 9
3.2 Committed Improvements.................................................................................................................. 9
4.0 Methodology ...................................................................................................................................... 10
4.1 Base Assumptions and Standards .................................................................................................. 10
5.0 Capacity Analysis ............................................................................................................................. 11
5.1 Level of Service Evaluation Criteria ................................................................................................. 11
6.0 Existing Conditions .......................................................................................................................... 12
7.0 Phase 1 Build Conditions ................................................................................................................. 13
7.1 Trip Generation ................................................................................................................................ 13
7.2 Trip Distribution ................................................................................................................................ 13
7.3 2016 Future No Build Traffic ............................................................................................................ 13
7.4 2016 Phase 1 Build Total Traffic ..................................................................................................... 13
Figure 5 – Trip Distribution ..................................................................................................................... 14
Figure 6 – 2016 Future No Build Volumes ............................................................................................. 15
Figure 7 – Phase 1 Site Trips ................................................................................................................. 16
Figure 8 – 2016 Phase 1 Build Volumes ................................................................................................ 17
7.5 Phase 1 Discussion of Results ........................................................................................................ 18
7.6 Phase 1 Level of Service Summary ................................................................................................ 18
8.0 Full Build Conditions ........................................................................................................................ 19
8.1 Trip Generation ................................................................................................................................ 19
8.2 Trip Distribution ................................................................................................................................ 19
8.3 2019 Future No Build Traffic ............................................................................................................ 19
8.4 2019 Full Build Traffic ...................................................................................................................... 19
Figure 9 – 2019 Future No Build Volumes ............................................................................................. 20
Figure 10 – Full Build Site Trips .............................................................................................................. 21
Figure 11 – 2019 Full Build Volumes ...................................................................................................... 22
8.5 Full Build Discussion of Results ...................................................................................................... 23
8.6 Full Build Level of Service Summary ............................................................................................... 23
Figure 12 – 2019 Full Build Recommended Improvements ................................................................... 24
9.0 Summary and Conclusion ................................................................................................................ 25
Appendix .................................................................................................................................................... 26
Trip Generation ....................................................................................................................................... 27
Level of Service Analysis ........................................................................................................................ 28
Traffic Volume Data ................................................................................................................................ 31
Supporting Documentation ..................................................................................................................... 32
Approved Development .......................................................................................................................... 33
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 2
Riverside Development – Transportation Impact Analysis
Wrightsboro, New Hanover County, NC
Prepared for Parker & Associates, Inc.
June 12, 2015
1.0 Introduction
The proposed Riverside Development is located on Riverside Drive off of NC 133
(Castle Hayne Road) in Wrightsboro, New Hanover County, North Carolina. As currently
planned, this development will consist of 165 single family detached homes and 72
apartments. This development will be analyzed for two (2) phases. Phase 1 will consist
of 100 single family homes. Full Build will consist of 165 single family homes and 72
apartments. Access to the development will be provided by North Kerr Avenue. Figures
1A and 1B show the site plan. The site location and vicinity map are illustrated in
Figures 2A and 2B, respectively.
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 SR 1322 (North Kerr Avenue)/ Site Access
• SR 1310 (Blue Clay Road) at SR 1322 (North Kerr Avenue)
The intersections were analyzed during the AM (7-9 am) and PM (4-6 pm) peaks for the
following conditions:
• 2015 Existing Conditions
• 2016 Future No Build Conditions
• 2016 Phase 1 Build Conditions
• 2016 Phase 1 Build Condition with Mitigation (if necessary)
• 2019 Future No Build Conditions
• 2019 Full Build Condition
• 2019 Full Build Condition with Mitigation (if necessary)
The planned build-out year for this development is 2016 for Phase 1 Build and 2019 for
Full Build.
This Transportation Impact Analysis (TIA) was carried out based on NCDOT typical
standards. Information regarding the property was provided by the civil engineer,
Parker & Associates, Inc.
FIGURE 1A
SITE PLAN
FIGURE 1B
SITE PLAN
FIGURE 2A
SITE LOCATION MAP
SITE INDICATOR
FIGURE 2B
VICINITY MAP
STUDY INTERSECTIONS
EXISTING
PROPOSED
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 6
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 contains the results of this effort.
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 2-3 lanes
undivided
Varies from 22’ to
33’ 45 MPH NCDOT
North Kerr
Road SR 1322 2 lane
undivided Approx. 22’ 45 MPH NCDOT
Blue Clay
Road SR 1310 2 lane
undivided Approx. 22’ 55 MPH NCDOT
2.2 Existing Traffic Volumes
Existing traffic volumes for this project were collected by DAVENPORT staff. Table 2.2
contains the dates these counts were conducted. Traffic volumes were balanced
between the study intersections by using the greater of adjacent volumes. School was
in session at the time of traffic counts. Figure 4 shows existing AM and PM peak hour
volumes. More information can be found in the Traffic Volume Data section of the
appendix.
Table 2.2 - Traffic Volume Data
Count Location: Date Taken: By:
NC 133 at North Kerr Road 5/14/2015 DAVENPORT
Blue Clay Road at North Kerr Road 5/14/2015 DAVENPORT
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SR 1310 (Blue Clay
Road)
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 9
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 the WMPO staff, there are two developments seeking
approval in the vicinity of the project that will be incorporated into the analysis.
River Bluffs is a multi-development consisting of single family homes, condominiums,
small retirement community and a country store located off of Chair Road whose TIA
was completed by Ramey Kemp & Associates in 2008. This development is estimated
to generate 4,555 daily site trips (251 trips in the AM peak and 393 trips in the PM
peak).
Trasco Distribution Center is a 205,000 square foot building located on North Kerr
Avenue between Blue Clay Road and North Kerr Avenue whose TIA was completed by
Ramey Kemp & Associates in 2014. This development is estimated to generate 1,776
daily site trips (360 trips in the AM peak and 340 trips in the PM peak).
The site trips for each development were incorporated into all future build conditions.
More information can be found in the Supporting Documents section of the Appendix.
3.2 Committed Improvements
Committed Improvements are improvements that are planned by NCDOT or a
developer in the area, but not yet constructed. Per WMPO, there are recommended
committed improvements in the study area due to the two approved developments.
These improvements were incorporated into all future build conditions.
The improvements recommended by the Trasco Distribution Center are to provide a
separate westbound right turn lane with 150 feet of storage and extend the westbound
through lane to 175 feet of storage.
More information can be found in the Supporting Documents section of the Appendix.
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 10
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 2.0% per year for all roadways
Analysis Software Synchro/SimTraffic Version 8.0
Base Signal Timing/Phasing NCDOT
Lane widths 12-feet unless measured otherwise
Truck percentages 2%
4.2 Exceptions to NCDOT Congestion Managements Standards
Protected-permitted phasing for the eastbound and westbound lefts of the intersection
of NC 133 (Castle Hayne Road) at SR 1322 (North Kerr Avenue) was utilized for the
synchro analysis with prior approval from NCDOT and WMPO to more accurately model
the intersection operations associated with the traffic volumes of the intersection.
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 11
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
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 12
6.0 Existing Conditions
In order to measure the impact of this project and identify any pre-existing capacity
problems, an analysis was conducted for the existing conditions for all the study
intersections.
Table 6.1 summarizes the existing level of service results.
Table 6.1- Level of Service Summary
Existing Conditions AM Peak PM Peak
NC 133 at North Kerr Avenue C (22.0) C (26.9)
Blue Clay Road at North Kerr Avenue B (13.6) B (12.8)
LOS (delay in seconds)
Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay
NC 133 and North Kerr Avenue –
Looking North
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 13
7.0 Phase 1 Build Conditions
As discussed in the introduction, Phase 1 considers building 100 single family homes in
2016.
7.1 Trip Generation
Trips for this development were projecting using TripGen 2013 software, based on the
9th edition of ITE Trip Generation Manual. Table 7.1 presents the results.
Table 7.1 - ITE Trip Generation
Riverside Development - Phase 1
Average Weekday Driveway Volumes 24 Hour AM Peak
Hour PM Peak Hour Two-Way
Land Use
ITE
Land
Code
Size Volume Enter Exit Enter Exit
Single Family
Homes 210 100 Dwelling
Units 1,050 20 60 66 39
Total Trips 1,050 20 60 66 39
7.2 Trip Distribution
Site trips for this proposed development were distributed based on the existing traffic
patterns and engineering judgment. The trip distribution model is shown in Figure 5, and
the directional distributions for site trips are as follows:
• 40% to and from the south on NC 133
• 30% to and from the north on NC 133
• 20% to and from the east on North Kerr Avenue
• 5% to and from north on Blue Clay Road
• 5% to and from south on Blue Clay Road
7.3 2016 Future No Build Traffic
The 2016 future no build traffic volumes were computed by applying a 2.0%
compounded annual growth rate to the 2015 existing traffic volumes and adding
approved development trips. Figure 6 shows 2016 future no build traffic volumes for AM
and PM peaks.
7.4 2016 Phase 1 Build Total Traffic
The 2016 build-out traffic volume was obtained by summing the 2016 future no build
volumes and Phase 1 site trips due to the proposed development. Phase 1 site trips are
shown in Figure 7. The 2016 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.
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NC 133 (Castle
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SR 1310 (Blue Clay
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279 / 112
49 / 43
20
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47
/
8
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80
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SR
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R
E
8
20
1
6
P
H
A
S
E
1
B
U
I
L
D
VO
L
U
M
E
S
34
4
/
3
4
3
30
/
1
5
174 / 281
119 / 245
18 / 39
80
/ 73
60
/
6
7
118 / 124
432 / 750
30 / 86
NC 133 (Castle
Hayne Road)
SR 1310 (Blue Clay
Road)
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 18
7.5 Phase 1 Discussion of Results
The following section discusses 2016 Phase 1 level of service for each intersection.
NC 133 at North Kerr Avenue
This signalized intersection currently operates at LOS C during the AM and PM peaks.
In 2016 future no build conditions, LOS C is expected in the AM and PM peaks. With
the addition of proposed site traffic, LOS C and LOS D are expected in the AM and PM
peaks, respectively. With the recommended improvements by the approved
developments, no additional improvements are recommended.
Blue Clay Road at North Kerr Avenue
This signalized intersection currently operates at LOS B during the AM and PM peaks.
In 2016 future no build conditions and build conditions, the level of service is expected
to remain the same. No improvements are recommended.
7.6 Phase 1 Level of Service Summary
Table 7.2 summarizes the level of service analysis at the study intersections:
Table 7.2 - Level of Service Summary
AM Peak 2015 Existing 2016 Future
No Build
2016 Phase 1
Build
NC 133 at North Kerr Avenue C (22.0) C (22.9) C (28.2)
Blue Clay Road at North Kerr Avenue B (13.6) B (15.8) B (16.1)
PM Peak 2015 Existing 2016 Future
No Build
2016 Phase 1
Build
NC 133 at North Kerr Avenue C (26.9) C (33.4) D (36.2)
Blue Clay Road at North Kerr Avenue B (12.8) B (14.5) B (14.7)
LOS (delay in seconds)
Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 19
8.0 Full Build Conditions
Full Build considers the development to include a total of 165 single family homes and
72 apartments. This phase of development is envisioned to be completed in 2019.
8.1 Trip Generation
Trips for this development were projected using TripGen 2013 software, based on the
9th edition of ITE Trip Generation Manual. Table 8.1 contains the results.
Table 8.1 - ITE Trip Generation
Riverside Development - Full Build
Average Weekday Driveway Volumes 24 Hour AM Peak
Hour PM Peak Hour Two-Way
Land Use
ITE
Land
Code
Size Volume Enter Exit Enter Exit
Single Family
Homes 210 165 Dwelling
Units 1,665 31 94 104 61
Apartments 220 72 Dwelling
Units 560 8 31 37 20
Total Trips 2,225 39 125 141 81
8.2 Trip Distribution
Site trips for this proposed development were distributed based on the existing traffic
patterns and engineering judgment. The Full Build distribution for site trips is the same
as Phase 1, shown in Figure 5.
8.3 2019 Future No Build Traffic
The 2019 background volumes were obtained by applying a 2.0% compounded annual
growth rate to the 2015 existing traffic volumes and adding approved development trips
and Phase 1 trips associated with the proposed development. Figure 9 shows the 2019
future no build traffic volumes for AM and PM peaks.
8.4 2019 Full Build Traffic
Full build-out traffic volumes were obtained as the sum of 2019 future no build volumes
and site trips due to Full Build. Full Build site trips are shown in Figure 10. The 2019 Full
Build future build volumes are shown for AM and PM peaks in Figure 8. More
information can be found in the Traffic Volume Data section of the appendix.
N
SIG
N
A
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D
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C
T
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=
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AM
/
P
M
61
/
8
4
36
6
/
3
8
1
24
8
/
1
8
9
26
/
4
3
106 / 61
297 / 119
52 / 46
21
5
/
2
7
9
59
/
7
7
17
9
/
1
5
9
48
/
8
7
84
/
7
7
246 / 245
964 / 710
35 / 33
SR
1
3
2
2
(
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1
/
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6
0
31
/
1
6
183 / 295
127 / 260
19 / 41
84
/ 77
62
/
7
0
123 / 129
455 / 788
32 / 90
NC 133 (Castle
Hayne Road)
SR 1310 (Blue Clay
Road)
N
SIG
N
A
L
I
Z
E
D
INT
E
R
S
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C
T
I
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AM
/
P
M
0
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0
8
/
2
8
0
/
0
6
/
4
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0 / 0
2 / 7
0
/
0
12
/
4
2
0
/
0
38
/
2
4
38
/
2
4
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0 / 0
12 / 42
SR
1
3
2
2
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PRO
J
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B
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15
-
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2
2
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0
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L
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TR
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/
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6
6
/
4
0 / 0
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2 / 7
38
/ 24
50
/
3
2
0 / 0
0 / 0
16 / 56
NC 133 (Castle
Hayne Road)
SR 1310 (Blue Clay
Road)
N
SIG
N
A
L
I
Z
E
D
INT
E
R
S
E
C
T
I
O
N
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=
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/
P
M
61
/
8
4
37
0
/
3
9
6
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/
1
8
9
29
/
4
5
106 / 61
297 / 119
53 / 50
21
5
/
2
7
9
65
/
9
9
17
9
/
1
5
9
68
/
9
9
10
4
/
8
9
246 / 245
964 / 710
41 / 55
SR
1
3
2
2
(
N
o
r
t
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K
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r
A
v
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)
**
*
N
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T
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S
C
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*
*
PRO
J
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C
T
NUM
B
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R
15
-
2
2
2
RIV
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G
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1
1
20
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9
F
U
L
L
B
U
I
L
D
VO
L
U
M
E
S
37
4
/
3
6
8
34
/
1
8
183 / 295
127 / 260
20 / 45
10
4
/ 89
88
/
8
6
123 / 129
455 / 788
40 / 120
NC 133 (Castle
Hayne Road)
SR 1310 (Blue Clay
Road)
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 23
8.5 Full Build Discussion of Results
The following section discusses 2019 Full Build level of service of each intersection.
NC 133 at North Kerr Avenue
This signalized intersection is expected to operate at LOS C during the AM peak and
LOS D in the PM peak in the 2019 future no build conditions. With the addition of
proposed site traffic, LOS C is expected in the AM peak and LOS D in the PM peak. To
accommodate queuing and the vision of the site plan following are recommended:
Signal modification, eastbound and westbound left turn modified to protected-
permitted
Provide a separate eastbound right turn lane with 250 feet of storage
Extend existing eastbound left turn lane with 250 feet of storage
With these improvements, the intersection is expected to operate at LOS C in the AM
peak and LOS D in the PM peak.
Blue Clay Road at North Kerr Avenue
In 2019 future no build conditions and build conditions, this signalized intersection’s
level of service is expected to remain at LOS B. No improvements are recommended.
The recommended improvements for Full Build are illustrated in Figure 12.
8.6 Full Build Level of Service Summary
Table 8.2 summarizes the level of service analysis at the study intersections:
Table 8.2 - Level of Service Summary
AM Peak 2019 Future No
Build 2019 Full Build 2019 Full Build
plus Improvements
NC 133 at North Kerr Avenue C (29.9) C (34.3) C (35.0)
Blue Clay Road at North Kerr
Avenue B (17.1) B (17.5)
PM Peak 2019 Future No
Build 2019 Full Build 2019 Full Build
plus Improvements
NC 133 at North Kerr Avenue D (40.9) D (43.8) D (45.1)
Blue Clay Road at North Kerr
Avenue B (15.3) B (15.6)
LOS (delay in seconds)
Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay
N
SIG
N
A
L
I
Z
E
D
INT
E
R
S
E
C
T
I
O
N
UNS
I
G
N
A
L
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D
INT
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R
S
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C
T
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N
TRA
F
F
I
C
MOV
E
M
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N
T
BL
A
C
K
=
EX
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N
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GR
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Y
=
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A
N
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D
GR
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=
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M
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=
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1
3
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2
(
N
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e
)
50
~3
1
4
0
'
15
0
'
260'
TWLTL
25
0
'
26
0
'
450'
100'
32
1210
0
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50
0
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25
0
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17
5
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Si
g
n
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125'
**
*
N
O
T
T
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S
C
A
L
E
*
*
*
PRO
J
E
C
T
NUM
B
E
R
15
-
2
2
2
RIV
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NC 133 (Castle
Hayne Road)
0'
SR 1310 (Blue Clay
Road)
TWLTL
5'
25'
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 25
9.0 Summary and Conclusion
The proposed Riverside Development is located on Riverside Drive off of NC 133
(Castle Hayne Road) in Wrightsboro, New Hanover County, North Carolina. As currently
planned, this development will consist of 165 single family detached homes and 72
apartments. This development will be analyzed for two (2) phases. Phase 1 will consist
of 100 single family homes. Full Build will consist of 165 single family homes and 72
apartments. Access to the development will be provided by North Kerr Avenue.
Based on trip generation rates and equations published in Trip Generation (Institute of
Transportation Engineers, 9th Edition), this development has a trip generation potential
of 80 net trips in the AM peak and 105 net trips in the PM peak for Phase 1 and 164 net
trips in the AM peak and 222 net trips in the PM peak for Full Build.
Table 9.1 summarizes the recommended improvements for each phase of this
development. Recommended improvements are illustrated in Figure 12 for Full Build.
Table 9.1 – Recommended Improvement Summary
Intersection Phase 1 Build Full Build
NC 133 at North Kerr
Avenue
No improvements
recommended
• Signal modification, eastbound and
westbound left turn modified to
protected-permitted
• Provide a separate eastbound right turn
lane with 250 feet of storage
• Extend existing eastbound left turn lane
with 250 feet of storage
Blue Clay Road at
North Kerr Avenue
No improvements
recommended No improvements recommended
In conclusion, this study has reviewed the impacts of both background traffic and this
development traffic, and has determined that with the recommended improvements in
place, there will be adequate capacity to accommodate future traffic. The final design of
these improvements will need to be coordinated during the site plan approval process.
Please note that all accesses to the site are required to be constructed to NCDOT
standards.
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 26
Appendix
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 27
Trip Generation
Trip Generation Summary - Riverside Development
Project:
Alternative:
Open Date:
Analysis Date:
15-222
15-222
4/20/2015
4/20/2015
ITE Land Use Enter Exit Enter Exit
Average Daily Trips
Enter Exit TotalTotalTotal
AM Peak Hour of
Adjacent Street Traffic
PM Peak Hour of
Adjacent Street Traffic
220 APT 1
72Dwelling Units
57203739318560280280
210SFHOUSE 1
165Dwelling Units
1656110412594311665832833
Unadjusted Volume 1113111222253912516414181222
Internal Capture Trips000000000
000000000
1113111222253912516414181222
Pass-By Trips
Volume Added to Adjacent Streets
Total AM Peak Hour Internal Capture = 0 Percent
Total PM Peak Hour Internal Capture = 0 Percent
1TRIP GENERATION 2014, TRAFFICWARE, LLC
Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 28
Level of Service Analysis
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 29
NC 133 at North Kerr Avenue
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM Existing
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)28613513949158223819017180327
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)01000150500125260
Storage Lanes11111011
Taper Length (ft)2525100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9450.8850.9710.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177017600177016490177018090177018631583
Flt Permitted0.3480.6380.1970.347
Satd. Flow (perm)648176001188164903671809064618631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)723317713461229
Travel Time (s)11.048.120.418.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)316839154541762442310019089230
Shared Lane Traffic (%)
Lane Group Flow (vph)311070154230024523019089230
Turn TypePermNAPermNApm+ptNApm+ptNAPerm
Protected Phases485216
Permitted Phases 48266
Detector Phase448852166
Switch Phase
Minimum Initial (s)7.07.07.07.07.014.07.014.014.0
Minimum Split (s)21.821.821.821.812.821.612.621.621.6
Total Split (s)25.025.025.025.020.060.020.060.060.0
Total Split (%)23.8%23.8%23.8%23.8%19.0%57.1%19.0%57.1%57.1%
Maximum Green (s)19.219.219.219.214.254.414.454.454.4
Yellow Time (s)4.44.44.44.44.04.44.04.44.4
All-Red Time (s)1.41.41.41.41.81.21.61.21.2
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)3.83.83.83.83.83.63.63.63.6
Lead/LagLeadLagLeadLagLag
Lead-Lag Optimize?YesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneMaxNoneMaxMax
Act Effct Green (s)19.019.019.019.065.456.570.866.166.1
Actuated g/C Ratio0.200.200.200.200.670.580.730.680.68
v/c Ratio0.250.310.670.720.060.500.320.710.03
Control Delay38.936.451.650.34.814.85.815.97.6
Queue Delay0.00.00.00.00.00.00.00.00.0
Total Delay38.936.451.650.34.814.85.815.97.6
LOSDDDDABABA
Approach Delay37.050.814.413.9
Approach LOSDDBB
Queue Length 50th (ft)1657891344189332675
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM Existing
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)45108#163222112925561320
Internal Link Dist (ft)643309712661149
Turn Bay Length (ft)50125260
Base Capacity (vph)141383259359500105066012641074
Starvation Cap Reductn000000000
Spillback Cap Reductn000000000
Storage Cap Reductn000000000
Reduced v/c Ratio0.220.280.590.640.050.500.290.710.03
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 97.4
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay: 22.0Intersection LOS: C
Intersection Capacity Utilization 79.6%ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: NC 133 (Castle Hayne Road) & North Kerr Avenue
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM 2016 No Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)296236170502052243211823591428
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)01000150500125260
Storage Lanes11111011
Taper Length (ft)2525100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9450.8500.9680.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177017600177018631583177018030177018631583
Flt Permitted0.7200.6320.1250.283
Satd. Flow (perm)1341176001177186315832331803052718631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)72328613461229
Travel Time (s)11.04.320.418.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)3269401895622824480131261101631
Shared Lane Traffic (%)
Lane Group Flow (vph)32109018956228246110261101631
Turn TypePermNAPermNApm+ovpm+ptNApm+ptNAPerm
Protected Phases4 815216
Permitted Phases488266
Detector Phase44 88152166
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.014.07.014.014.0
Minimum Split (s)21.821.821.821.812.612.821.612.621.621.6
Total Split (s)24.024.024.024.023.612.857.423.668.268.2
Total Split (%)22.9%22.9%22.9%22.9%22.5%12.2%54.7%22.5%65.0%65.0%
Maximum Green (s)18.218.218.218.218.07.051.818.062.662.6
Yellow Time (s)4.44.44.44.44.04.04.44.04.44.4
All-Red Time (s)1.41.41.41.41.61.81.21.61.21.2
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)3.83.83.83.83.63.83.63.63.63.6
Lead/LagLeadLeadLagLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneMaxNoneMaxMax
Act Effct Green (s)19.419.419.419.435.465.056.272.067.267.2
Actuated g/C Ratio0.200.200.200.200.360.660.570.730.680.68
v/c Ratio0.120.320.820.150.400.080.600.490.800.03
Control Delay35.637.967.235.426.64.817.37.519.57.0
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay35.637.967.235.426.64.817.37.519.57.0
LOSDDEDCABABA
Approach Delay37.443.916.916.8
Approach LOSDDBB
Queue Length 50th (ft)1657111281024240463365
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM 2016 No Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)45116#247671781037171#86719
Internal Link Dist (ft)64320612661149
Turn Bay Length (ft)15050125260
Base Capacity (vph)274361241382693293102563612661076
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.120.300.780.150.330.080.600.410.800.03
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 98.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 22.9Intersection LOS: C
Intersection Capacity Utilization 80.0%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: NC 133 (Castle Hayne Road) & North Kerr Avenue
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside DevelopmentAM 2016 Phase 1 Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)478060170562053043211823591434
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)01000150500125260
Storage Lanes11111011
Taper Length (ft)2525100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9360.8500.9680.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177017440177018631583177018030177018631583
Flt Permitted0.7170.5630.0800.236
Satd. Flow (perm)1336174401049186315831491803044018631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)72328613461229
Travel Time (s)11.04.320.418.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)5289671896222833480131261101638
Shared Lane Traffic (%)
Lane Group Flow (vph)52156018962228336110261101638
Turn TypePermNAPermNApm+ovpm+ptNApm+ptNAPerm
Protected Phases4 815216
Permitted Phases488266
Detector Phase44 88152166
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.014.07.014.014.0
Minimum Split (s)21.821.821.821.812.612.821.612.621.621.6
Total Split (s)33.233.233.233.223.612.848.223.659.059.0
Total Split (%)31.6%31.6%31.6%31.6%22.5%12.2%45.9%22.5%56.2%56.2%
Maximum Green (s)27.427.427.427.418.07.042.618.053.453.4
Yellow Time (s)4.44.44.44.44.04.04.44.04.44.4
All-Red Time (s)1.41.41.41.41.61.81.21.61.21.2
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)3.83.83.83.83.63.83.63.63.63.6
Lead/LagLeadLeadLagLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneMaxNoneMaxMax
Act Effct Green (s)22.622.622.622.640.256.147.264.657.657.6
Actuated g/C Ratio0.240.240.240.240.420.590.500.680.610.61
v/c Ratio0.160.380.760.140.340.140.680.530.900.04
Control Delay30.233.153.729.419.28.625.210.632.211.2
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay30.233.153.729.419.28.625.210.632.211.2
LOSCCDCBACBCB
Approach Delay32.434.124.427.3
Approach LOS CCCC
Queue Length 50th (ft)2683111319862715559810
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside DevelopmentAM 2016 Phase 1 Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)571401936413618501102#98228
Internal Link Dist (ft)64320612661149
Turn Bay Length (ft)15050125260
Base Capacity (vph)4205483305867812448985841132962
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.120.280.570.110.290.140.680.450.900.04
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 94.7
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 28.2Intersection LOS: C
Intersection Capacity Utilization 84.6%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: NC 133 (Castle Hayne Road) & North Kerr Avenue
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM 2019 No Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)488462179592153245512324696435
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)01000150500125260
Storage Lanes11111011
Taper Length (ft)2525100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9360.8500.9680.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177017440177018631583177018030177018631583
Flt Permitted0.7140.5330.0710.238
Satd. Flow (perm)133017440993186315831321803044318631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)72328613461229
Travel Time (s)11.04.320.418.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)5393691996623936506137273107139
Shared Lane Traffic (%)
Lane Group Flow (vph)53162019966239366430273107139
Turn TypePermNAPermNApm+ovpm+ptNApm+ptNAPerm
Protected Phases4 815216
Permitted Phases488266
Detector Phase44 88152166
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.014.07.014.014.0
Minimum Split (s)21.821.821.821.812.612.821.612.621.621.6
Total Split (s)26.526.526.526.524.212.854.324.265.765.7
Total Split (%)25.2%25.2%25.2%25.2%23.0%12.2%51.7%23.0%62.6%62.6%
Maximum Green (s)20.720.720.720.718.67.048.718.660.160.1
Yellow Time (s)4.44.44.44.44.04.04.44.04.44.4
All-Red Time (s)1.41.41.41.41.61.81.21.61.21.2
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)3.83.83.83.83.63.83.63.63.63.6
Lead/LagLeadLeadLagLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneMaxNoneMaxMax
Act Effct Green (s)22.622.622.622.639.862.854.071.063.663.6
Actuated g/C Ratio0.220.220.220.220.390.620.530.700.630.63
v/c Ratio0.180.420.900.160.380.160.670.560.910.04
Control Delay35.138.480.034.224.27.221.89.931.58.8
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay35.138.480.034.224.27.221.89.931.58.8
LOSDDECCACACA
Approach Delay37.647.521.026.6
Approach LOS DDCC
Queue Length 50th (ft)29951323611762825464610
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM 2019 No Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)64160#273741691545883#97724
Internal Link Dist (ft)64320612661149
Turn Bay Length (ft)15050125260
Base Capacity (vph)2993932234197372289635821173997
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.180.410.890.160.320.160.670.470.910.04
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 101
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 29.9Intersection LOS: C
Intersection Capacity Utilization 88.0%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: NC 133 (Castle Hayne Road) & North Kerr Avenue
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM 2019 Full Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)6810488179652154045512324696441
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)01000150500125260
Storage Lanes11111011
Taper Length (ft)2525100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9310.8500.9680.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177017340177018631583177018030177018631583
Flt Permitted0.7100.4600.0760.209
Satd. Flow (perm)132317340857186315831421803038918631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)72328613461229
Travel Time (s)11.04.320.418.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)76116981997223944506137273107146
Shared Lane Traffic (%)
Lane Group Flow (vph)76214019972239446430273107146
Turn TypePermNAPermNApm+ovpm+ptNApm+ptNAPerm
Protected Phases4 815216
Permitted Phases488266
Detector Phase44 88152166
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.014.07.014.014.0
Minimum Split (s)21.821.821.821.812.612.821.612.621.621.6
Total Split (s)29.429.429.429.424.012.851.624.062.862.8
Total Split (%)28.0%28.0%28.0%28.0%22.9%12.2%49.1%22.9%59.8%59.8%
Maximum Green (s)23.623.623.623.618.47.046.018.457.257.2
Yellow Time (s)4.44.44.44.44.04.04.44.04.44.4
All-Red Time (s)1.41.41.41.41.61.81.21.61.21.2
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)3.83.83.83.83.63.83.63.63.63.6
Lead/LagLeadLeadLagLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneMaxNoneMaxMax
Act Effct Green (s)25.725.725.725.743.959.150.368.360.960.9
Actuated g/C Ratio0.250.250.250.250.430.580.500.670.600.60
v/c Ratio0.230.490.920.150.350.190.720.590.960.05
Control Delay33.537.683.731.820.99.126.412.240.210.1
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay33.537.683.731.820.99.126.412.240.210.1
LOSCDFCCACBDB
Approach Delay36.646.925.333.7
Approach LOS DDCC
Queue Length 50th (ft)4112413238110930661~73013
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM 2019 Full Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)82200#277771531950793#101330
Internal Link Dist (ft)64320612661149
Turn Bay Length (ft)15050125260
Base Capacity (vph)3344382164717782278945401119950
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.230.490.920.150.310.190.720.510.960.05
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 101.4
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 34.3Intersection LOS: C
Intersection Capacity Utilization 90.7%ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: NC 133 (Castle Hayne Road) & North Kerr Avenue
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside DevelopmentAM 2019 Full Build + Imp
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)6810488179652154045512324696441
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)250250015050100125260
Storage Lanes11111011
Taper Length (ft)10025100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9680.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018030177018631583
Flt Permitted0.7100.4380.0700.230
Satd. Flow (perm)132318631583816186315831301803042818631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)31027713461229
Travel Time (s)4.74.220.418.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)76116981997223944506137273107146
Shared Lane Traffic (%)
Lane Group Flow (vph)761169819972239446430273107146
Turn Typepm+ptNApm+ovpm+ptNApm+ovpm+ptNApm+ptNApm+ov
Protected Phases 74538152167
Permitted Phases4488266
Detector Phase 74538152167
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.07.014.07.014.07.0
Minimum Split (s)14.012.812.814.012.812.612.821.612.619.614.0
Total Split (s)14.012.812.814.012.820.812.857.420.865.414.0
Total Split (%)13.3%12.2%12.2%13.3%12.2%19.8%12.2%54.7%19.8%62.3%13.3%
Maximum Green (s)7.07.07.07.07.015.27.051.815.259.87.0
Yellow Time (s)5.04.44.05.04.44.04.04.44.04.45.0
All-Red Time (s)2.01.41.82.01.41.61.81.21.61.22.0
Lost Time Adjust (s)-2.0-2.00.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.03.85.85.03.83.63.83.63.63.65.0
Lead/LagLeadLagLeadLeadLagLeadLeadLagLeadLagLead
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMaxNoneMaxNone
Act Effct Green (s)16.89.019.817.912.029.764.555.773.063.175.7
Actuated g/C Ratio0.160.090.190.170.120.290.620.540.700.610.73
v/c Ratio0.300.720.320.890.330.530.200.660.570.940.04
Control Delay38.171.740.277.750.337.28.122.010.137.44.7
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay38.171.740.277.750.337.28.122.010.137.44.7
LOSDEDEDDACBDA
Approach Delay52.354.821.130.9
Approach LOS DDCC
Queue Length 50th (ft)437757120471428290556518
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside DevelopmentAM 2019 Full Build + Imp
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)84#166108#231942151845084#98118
Internal Link Dist (ft)23019712661149
Turn Bay Length (ft)25025015050125260
Base Capacity (vph)25316130222321550422396852411341156
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.300.720.320.890.330.470.200.660.520.940.04
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 103.6
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 35.0Intersection 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: NC 133 (Castle Hayne Road) & North Kerr Avenue
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM Existing
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)70605012753195596099216957612
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)01000150500125260
Storage Lanes11111011
Taper Length (ft)2525100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9320.8820.9800.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177017360177016430177018250177018631583
Flt Permitted0.2820.6100.3130.176
Satd. Flow (perm)525173601136164305831825032818631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)723317713461229
Travel Time (s)11.048.120.418.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)786756141592176667710218864013
Shared Lane Traffic (%)
Lane Group Flow (vph)781230141276066779018864013
Turn TypePermNAPermNApm+ptNApm+ptNAPerm
Protected Phases485216
Permitted Phases 48266
Detector Phase448852166
Switch Phase
Minimum Initial (s)7.07.07.07.07.014.07.014.014.0
Minimum Split (s)21.821.821.821.812.821.612.621.621.6
Total Split (s)25.025.025.025.020.060.020.060.060.0
Total Split (%)23.8%23.8%23.8%23.8%19.0%57.1%19.0%57.1%57.1%
Maximum Green (s)19.219.219.219.214.254.414.454.454.4
Yellow Time (s)4.44.44.44.44.04.44.04.44.4
All-Red Time (s)1.41.41.41.41.81.21.61.21.2
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)3.83.83.83.83.83.63.63.63.6
Lead/LagLeadLagLeadLagLag
Lead-Lag Optimize?YesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneMaxNoneMaxMax
Act Effct Green (s)20.420.420.420.465.456.469.960.960.9
Actuated g/C Ratio0.210.210.210.210.660.570.710.620.62
v/c Ratio0.730.340.600.820.130.750.480.560.01
Control Delay74.837.048.058.15.222.28.714.68.8
Queue Delay0.00.00.00.00.00.00.00.00.0
Total Delay74.837.048.058.15.222.28.714.68.8
LOSEDDEACABA
Approach Delay51.754.720.913.2
Approach LOSDDCB
Queue Length 50th (ft)46668116611350332403
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM Existing
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)#129124152#308225505435111
Internal Link Dist (ft)643309712661149
Turn Bay Length (ft)50125260
Base Capacity (vph)11237224335261010414751146974
Starvation Cap Reductn000000000
Spillback Cap Reductn000000000
Storage Cap Reductn000000000
Reduced v/c Ratio0.700.330.580.780.110.750.400.560.01
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 98.9
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 26.9Intersection LOS: C
Intersection Capacity Utilization 81.0%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: NC 133 (Castle Hayne Road) & North Kerr Avenue
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM 2016 No Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)716151151542676075012423467512
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)01000150500125260
Storage Lanes11111011
Taper Length (ft)2525100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9320.8500.9790.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177017360177018631583177018240177018631583
Flt Permitted0.7180.5760.2860.062
Satd. Flow (perm)1337173601073186315835331824011518631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)72327713461229
Travel Time (s)11.04.220.418.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)796857168602976783313826075013
Shared Lane Traffic (%)
Lane Group Flow (vph)7912501686029767971026075013
Turn TypePermNAPermNApm+ovpm+ptNApm+ptNAPerm
Protected Phases4 815216
Permitted Phases488266
Detector Phase44 88152166
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.014.07.014.014.0
Minimum Split (s)21.821.821.821.812.612.821.612.621.621.6
Total Split (s)22.022.022.022.020.012.863.020.070.270.2
Total Split (%)21.0%21.0%21.0%21.0%19.0%12.2%60.0%19.0%66.9%66.9%
Maximum Green (s)16.216.216.216.214.47.057.414.464.664.6
Yellow Time (s)4.44.44.44.44.04.04.44.04.44.4
All-Red Time (s)1.41.41.41.41.61.81.21.61.21.2
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)3.83.83.83.83.63.83.63.63.63.6
Lead/LagLeadLeadLagLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneMaxNoneMaxMax
Act Effct Green (s)18.118.118.118.137.168.459.678.368.268.2
Actuated g/C Ratio0.170.170.170.170.360.660.570.750.660.66
v/c Ratio0.340.410.900.180.530.150.930.790.610.01
Control Delay42.843.388.238.930.44.737.144.013.87.2
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay42.843.388.238.930.44.737.144.013.87.2
LOSDDFDCADDBA
Approach Delay43.149.835.021.4
Approach LOS DDDC
Queue Length 50th (ft)477611235154105721162833
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM 2016 No Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)94134#2407323919#881#23340410
Internal Link Dist (ft)64319712661149
Turn Bay Length (ft)15050125260
Base Capacity (vph)234303187326584458104534812221039
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.340.410.900.180.510.150.930.750.610.01
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 103.9
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 33.4Intersection LOS: C
Intersection Capacity Utilization 85.0%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: NC 133 (Castle Hayne Road) & North Kerr Avenue
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside DevelopmentPM 2016 Phase 1 Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)837367151742678675012423467532
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)01000150500125260
Storage Lanes11111011
Taper Length (ft)2525100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9280.8500.9790.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177017290177018631583177018240177018631583
Flt Permitted0.6980.5310.2660.066
Satd. Flow (perm)130017290989186315834951824012318631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)72327713461229
Travel Time (s)11.04.220.418.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)928174168822979683313826075036
Shared Lane Traffic (%)
Lane Group Flow (vph)9215501688229796971026075036
Turn TypePermNAPermNApm+ovpm+ptNApm+ptNAPerm
Protected Phases4 815216
Permitted Phases488266
Detector Phase44 88152166
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.014.07.014.014.0
Minimum Split (s)12.812.812.812.812.612.821.612.619.619.6
Total Split (s)25.925.925.925.920.112.859.020.166.366.3
Total Split (%)24.7%24.7%24.7%24.7%19.1%12.2%56.2%19.1%63.1%63.1%
Maximum Green (s)20.120.120.120.114.57.053.414.560.760.7
Yellow Time (s)4.44.44.44.44.04.04.44.04.44.4
All-Red Time (s)1.41.41.41.41.61.81.21.61.21.2
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)3.83.83.83.83.63.83.63.63.63.6
Lead/LagLeadLeadLagLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneMaxNoneMaxMax
Act Effct Green (s)20.720.720.720.739.564.655.774.464.464.4
Actuated g/C Ratio0.200.200.200.200.390.630.540.730.630.63
v/c Ratio0.350.440.840.220.490.230.980.790.640.04
Control Delay39.740.673.936.126.76.549.042.516.48.9
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay39.740.673.936.126.76.549.042.516.48.9
LOSDDEDCADDBA
Approach Delay40.342.645.222.6
Approach LOS DDDC
Queue Length 50th (ft)53911084614417~6421163179
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside DevelopmentPM 2016 Phase 1 Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)102155#2248822331#930#23245223
Internal Link Dist (ft)64319712661149
Turn Bay Length (ft)15050125260
Base Capacity (vph)2803732144036344239913551169994
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.330.420.790.200.470.230.980.730.640.04
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 102.5
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 36.2Intersection LOS: D
Intersection Capacity Utilization 89.6%ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: NC 133 (Castle Hayne Road) & North Kerr Avenue
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM 2019 No Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)877770159772799078812924571033
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)01000150500125260
Storage Lanes11111011
Taper Length (ft)2525100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9290.8500.9790.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177017300177018631583177018240177018631583
Flt Permitted0.6850.5000.2460.064
Satd. Flow (perm)127617300931186315834581824011918631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)72327713461229
Travel Time (s)11.04.220.418.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)9786781778631010087614327278937
Shared Lane Traffic (%)
Lane Group Flow (vph)971640177863101001019027278937
Turn TypePermNAPermNApm+ovpm+ptNApm+ptNAPerm
Protected Phases4 815216
Permitted Phases488266
Detector Phase44 88152166
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.014.07.014.014.0
Minimum Split (s)12.812.812.812.812.612.821.612.619.619.6
Total Split (s)24.024.024.024.019.612.861.419.668.268.2
Total Split (%)22.9%22.9%22.9%22.9%18.7%12.2%58.5%18.7%65.0%65.0%
Maximum Green (s)18.218.218.218.214.07.055.814.062.662.6
Yellow Time (s)4.44.44.44.44.04.04.44.04.44.4
All-Red Time (s)1.41.41.41.41.61.81.21.61.21.2
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)3.83.83.83.83.63.83.63.63.63.6
Lead/LagLeadLeadLagLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneMaxNoneMaxMax
Act Effct Green (s)20.220.220.220.239.266.657.876.666.466.4
Actuated g/C Ratio0.190.190.190.190.380.640.550.740.640.64
v/c Ratio0.390.490.980.240.520.251.010.830.660.04
Control Delay42.543.4106.437.929.06.254.648.316.28.1
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay42.543.4106.437.929.06.254.648.316.28.1
LOSDDFDCADDBA
Approach Delay43.154.250.323.9
Approach LOS DDDC
Queue Length 50th (ft)57991204915816~6841253279
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM 2019 No Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)110166#2609524330#970#25746722
Internal Link Dist (ft)64319712661149
Turn Bay Length (ft)15050125260
Base Capacity (vph)247335180361608405101234111871008
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.390.490.980.240.510.251.010.800.660.04
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 104.2
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.01
Intersection Signal Delay: 40.9Intersection LOS: D
Intersection Capacity Utilization 93.4%ICU Level of Service F
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: NC 133 (Castle Hayne Road) & North Kerr Avenue
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM 2019 Full Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)9989861599927912078812924571055
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)01000150500125260
Storage Lanes11111011
Taper Length (ft)2525100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9260.8500.9790.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177017250177018631583177018240177018631583
Flt Permitted0.6370.4560.2120.066
Satd. Flow (perm)118717250849186315833951824012318631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)72327713461229
Travel Time (s)11.04.220.418.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)110999617711031013387614327278961
Shared Lane Traffic (%)
Lane Group Flow (vph)11019501771103101331019027278961
Turn TypePermNAPermNApm+ovpm+ptNApm+ptNAPerm
Protected Phases4 815216
Permitted Phases488266
Detector Phase44 88152166
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.014.07.014.014.0
Minimum Split (s)12.812.812.812.812.612.821.612.619.619.6
Total Split (s)26.026.026.026.019.012.960.019.066.166.1
Total Split (%)24.8%24.8%24.8%24.8%18.1%12.3%57.1%18.1%63.0%63.0%
Maximum Green (s)20.220.220.220.213.47.154.413.460.560.5
Yellow Time (s)4.44.44.44.44.04.04.44.04.44.4
All-Red Time (s)1.41.41.41.41.61.81.21.61.21.2
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)3.83.83.83.83.63.83.63.63.63.6
Lead/LagLeadLeadLagLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneMaxNoneMaxMax
Act Effct Green (s)22.222.222.222.240.965.856.975.462.562.5
Actuated g/C Ratio0.210.210.210.210.390.630.540.720.600.60
v/c Ratio0.440.540.990.280.500.361.030.850.710.06
Control Delay42.543.1107.837.027.78.262.350.819.59.2
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay42.543.1107.837.027.78.262.350.819.59.2
LOSDDFDCAEDBA
Approach Delay42.853.156.126.5
Approach LOSDDEC
Queue Length 50th (ft)651171196215424~74312634816
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM 2019 Full Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)121192#26011323842#987#26349734
Internal Link Dist (ft)64319712661149
Turn Bay Length (ft)15050125260
Base Capacity (vph)2503641793936243669883291108942
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.440.540.990.280.500.361.030.830.710.06
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 105
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 43.8Intersection LOS: D
Intersection Capacity Utilization 95.0%ICU Level of Service F
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: NC 133 (Castle Hayne Road) & North Kerr Avenue
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside DevelopmentPM 2019 Full Build + Imp
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)9989861599927912078812924571055
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)250250015050100125260
Storage Lanes11111011
Taper Length (ft)10025100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8500.9790.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018631583177018631583177018240177018631583
Flt Permitted0.4990.5550.1990.065
Satd. Flow (perm)930186315831034186315833711824012118631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)31027713461229
Travel Time (s)4.74.220.418.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)110999617711031013387614327278961
Shared Lane Traffic (%)
Lane Group Flow (vph)11099961771103101331019027278961
Turn Typepm+ptNApm+ovpm+ptNApm+ovpm+ptNApm+ptNApm+ov
Protected Phases 74538152167
Permitted Phases4488266
Detector Phase 74538152167
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.07.014.07.014.07.0
Minimum Split (s)14.012.812.814.012.812.612.821.612.619.614.0
Total Split (s)14.012.812.814.012.816.012.862.216.065.414.0
Total Split (%)13.3%12.2%12.2%13.3%12.2%15.2%12.2%59.2%15.2%62.3%13.3%
Maximum Green (s)7.07.07.07.07.010.47.056.610.459.87.0
Yellow Time (s)5.04.44.05.04.44.04.04.44.04.45.0
All-Red Time (s)2.01.41.82.01.41.61.81.21.61.22.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.03.83.85.03.83.63.83.63.63.65.0
Lead/LagLeadLagLeadLeadLagLeadLeadLagLeadLagLead
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneMaxNoneMaxNone
Act Effct Green (s)16.89.021.816.89.025.267.458.674.261.874.4
Actuated g/C Ratio0.160.090.210.160.090.240.640.560.710.590.71
v/c Ratio0.500.620.290.780.690.820.371.000.970.720.05
Control Delay43.964.338.061.569.756.48.353.076.820.24.8
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay43.964.338.061.569.756.48.353.076.820.24.8
LOSDEDEEEADECA
Approach Delay48.760.447.933.1
Approach LOSDEDC
Queue Length 50th (ft)6365551067319825~65013235411
Lanes, Volumes, Timings
100: NC 133 (Castle Hayne Road) & North Kerr Avenue 6/19/2015
15-222 Riverside DevelopmentPM 2019 Full Build + Imp
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)114#135103#171#155#34043#960#29950623
Internal Link Dist (ft)23019712661149
Turn Bay Length (ft)25025015050125260
Base Capacity (vph)220159328228159379358101728010961121
Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio0.500.620.290.780.690.820.371.000.970.720.05
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 105
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 45.1Intersection LOS: D
Intersection Capacity Utilization 88.4%ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: NC 133 (Castle Hayne Road) & North Kerr Avenue
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 30
Blue Clay Road at North Kerr Avenue
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM Existing
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)212752619428248171171379027447
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)2600500100325125450100
Storage Lanes10111111
Taper Length (ft)100100100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9870.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018390177018631583177018631583177018631583
Flt Permitted0.5420.4970.5420.674
Satd. Flow (perm)10101839092618631583101018631583125518631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45455555
Link Distance (ft)317775916601086
Travel Time (s)48.111.520.613.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)2330629216313531913015210030452
Shared Lane Traffic (%)
Lane Group Flow (vph)233350216313531913015210030452
Turn TypePermNAPermNAPermPermNAPermPermNAPerm
Protected Phases 2684
Permitted Phases2668844
Detector Phase22 666888444
Switch Phase
Minimum Initial (s)12.012.012.012.012.07.07.07.07.07.07.0
Minimum Split (s)22.822.823.523.523.522.322.322.322.622.622.6
Total Split (s)80.080.080.080.080.025.025.025.025.025.025.0
Total Split (%)76.2%76.2%76.2%76.2%76.2%23.8%23.8%23.8%23.8%23.8%23.8%
Maximum Green (s)73.273.272.572.572.518.718.718.718.418.418.4
Yellow Time (s)4.44.44.64.64.65.35.35.35.35.35.3
All-Red Time (s)2.42.42.92.92.91.01.01.01.31.31.3
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)4.84.85.55.55.54.34.34.34.64.64.6
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneMaxMaxMaxMaxMaxMax
Act Effct Green (s)19.119.118.418.418.420.820.820.820.520.520.5
Actuated g/C Ratio0.390.390.370.370.370.420.420.420.420.420.42
v/c Ratio0.060.470.620.450.090.040.160.230.190.390.08
Control Delay9.113.321.113.59.710.811.011.611.913.110.8
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay9.113.321.113.59.710.811.011.611.913.110.8
LOSABCBABBBBBB
Approach Delay13.016.011.312.5
Approach LOS BBBB
Queue Length 50th (ft)468486493212517568
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM Existing
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)14119104114251561725213630
Internal Link Dist (ft)309767915801006
Turn Bay Length (ft)260500100325125450100
Base Capacity (vph)1010183992618631583428790672525779662
Starvation Cap Reductn00 000000000
Spillback Cap Reductn00 000000000
Storage Cap Reductn00 000000000
Reduced v/c Ratio0.020.180.230.170.030.040.160.230.190.390.08
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 49.1
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.62
Intersection Signal Delay: 13.6Intersection LOS: B
Intersection Capacity Utilization 53.6%ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 200: Blue Clay Road & North Kerr Avenue
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM 2016 No Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)2133227235344581711917410027948
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)2600500100325125450100
Storage Lanes10111111
Taper Length (ft)100100100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9890.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018420177018631583177018631583177018631583
Flt Permitted0.4710.4390.5110.673
Satd. Flow (perm)877184208181863158395218631583125418631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45455555
Link Distance (ft)289075916601086
Travel Time (s)43.811.520.613.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)2336930261382641913219311131053
Shared Lane Traffic (%)
Lane Group Flow (vph)233990261382641913219311131053
Turn TypePermNAPermNAPermPermNAPermPermNAPerm
Protected Phases 2684
Permitted Phases2668844
Detector Phase22 666888444
Switch Phase
Minimum Initial (s)12.012.012.012.012.07.07.07.07.07.07.0
Minimum Split (s)22.822.823.523.523.522.322.322.322.622.622.6
Total Split (s)80.080.080.080.080.025.025.025.025.025.025.0
Total Split (%)76.2%76.2%76.2%76.2%76.2%23.8%23.8%23.8%23.8%23.8%23.8%
Maximum Green (s)73.273.272.572.572.518.718.718.718.418.418.4
Yellow Time (s)4.44.44.64.64.65.35.35.35.35.35.3
All-Red Time (s)2.42.42.92.92.91.01.01.01.31.31.3
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)4.84.85.55.55.54.34.34.34.64.64.6
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneMaxMaxMaxMaxMaxMax
Act Effct Green (s)23.523.522.822.822.821.121.121.120.820.820.8
Actuated g/C Ratio0.440.440.420.420.420.390.390.390.390.390.39
v/c Ratio0.060.500.750.480.100.050.180.310.230.430.09
Control Delay8.112.727.612.98.814.214.115.515.516.613.9
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay8.112.727.612.98.814.214.115.515.516.613.9
LOSABCBABBBBBB
Approach Delay12.418.014.916.1
Approach LOS BBBB
Queue Length 50th (ft)48465821142539226810
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM 2016 No Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)131401421362719761107017138
Internal Link Dist (ft)281067915801006
Turn Bay Length (ft)260500100325125450100
Base Capacity (vph)877184281818631583372729619483718610
Starvation Cap Reductn00 000000000
Spillback Cap Reductn00 000000000
Storage Cap Reductn00 000000000
Reduced v/c Ratio0.030.220.320.210.040.050.180.310.230.430.09
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 53.8
Natural Cycle: 55
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 15.8Intersection LOS: B
Intersection Capacity Utilization 59.2%ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 200: Blue Clay Road & North Kerr Avenue
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside DevelopmentAM 2016 Phase 1 Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)2434430235348581811917410027949
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)2600500100325125450100
Storage Lanes10111111
Taper Length (ft)100100100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9880.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018400177018631583177018631583177018631583
Flt Permitted0.4670.4240.5090.673
Satd. Flow (perm)870184007901863158394818631583125418631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45455555
Link Distance (ft)289075916601086
Travel Time (s)43.811.520.613.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)2738233261387642013219311131054
Shared Lane Traffic (%)
Lane Group Flow (vph)274150261387642013219311131054
Turn TypePermNAPermNAPermPermNAPermPermNAPerm
Protected Phases 2684
Permitted Phases2668844
Detector Phase22 666888444
Switch Phase
Minimum Initial (s)12.012.012.012.012.07.07.07.07.07.07.0
Minimum Split (s)22.822.823.523.523.522.322.322.322.622.622.6
Total Split (s)80.080.080.080.080.025.025.025.025.025.025.0
Total Split (%)76.2%76.2%76.2%76.2%76.2%23.8%23.8%23.8%23.8%23.8%23.8%
Maximum Green (s)73.273.272.572.572.518.718.718.718.418.418.4
Yellow Time (s)4.44.44.64.64.65.35.35.35.35.35.3
All-Red Time (s)2.42.42.92.92.91.01.01.01.31.31.3
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)4.84.85.55.55.54.34.34.34.64.64.6
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneMaxMaxMaxMaxMaxMax
Act Effct Green (s)23.923.923.223.223.221.121.121.120.820.820.8
Actuated g/C Ratio0.440.440.430.430.430.390.390.390.380.380.38
v/c Ratio0.070.510.770.490.090.050.180.310.230.430.09
Control Delay8.212.829.512.98.714.514.415.815.817.014.2
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay8.212.829.512.98.714.514.415.815.817.014.2
LOSABCBABBBBBB
Approach Delay12.618.615.216.4
Approach LOS BBBB
Queue Length 50th (ft)58966831142640236910
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside DevelopmentAM 2016 Phase 1 Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)151461461372720771127217539
Internal Link Dist (ft)281067915801006
Turn Bay Length (ft)260500100325125450100
Base Capacity (vph)870184079018631583368724615480713606
Starvation Cap Reductn00 000000000
Spillback Cap Reductn00 000000000
Storage Cap Reductn00 000000000
Reduced v/c Ratio0.030.230.330.210.040.050.180.310.230.430.09
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 54.2
Natural Cycle: 55
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 16.1Intersection LOS: B
Intersection Capacity Utilization 60.1%ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 200: Blue Clay Road & North Kerr Avenue
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM 2019 No Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)2636131248366611912718310629752
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)2600500100325125450100
Storage Lanes10111111
Taper Length (ft)100100100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9880.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018400177018631583177018631583177018631583
Flt Permitted0.4520.4120.4740.667
Satd. Flow (perm)842184007671863158388318631583124218631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45455555
Link Distance (ft)289075916601086
Travel Time (s)43.811.520.613.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)2940134276407682114120311833058
Shared Lane Traffic (%)
Lane Group Flow (vph)294350276407682114120311833058
Turn TypePermNAPermNAPermPermNAPermPermNAPerm
Protected Phases 2684
Permitted Phases2668844
Detector Phase22 666888444
Switch Phase
Minimum Initial (s)12.012.012.012.012.07.07.07.07.07.07.0
Minimum Split (s)22.822.823.523.523.522.322.322.322.622.622.6
Total Split (s)80.080.080.080.080.025.025.025.025.025.025.0
Total Split (%)76.2%76.2%76.2%76.2%76.2%23.8%23.8%23.8%23.8%23.8%23.8%
Maximum Green (s)73.273.272.572.572.518.718.718.718.418.418.4
Yellow Time (s)4.44.44.64.64.65.35.35.35.35.35.3
All-Red Time (s)2.42.42.92.92.91.01.01.01.31.31.3
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)4.84.85.55.55.54.34.34.34.64.64.6
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneMaxMaxMaxMaxMaxMax
Act Effct Green (s)25.825.825.125.125.121.221.221.220.920.920.9
Actuated g/C Ratio0.460.460.450.450.450.380.380.380.370.370.37
v/c Ratio0.080.520.810.490.100.060.200.340.260.480.10
Control Delay7.912.532.012.58.316.215.917.517.619.015.7
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay7.912.532.012.58.316.215.917.517.619.015.7
LOSABCBABBBBBB
Approach Delay12.219.316.818.3
Approach LOS BBBB
Queue Length 50th (ft)59474891243045267912
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM 2019 No Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)151521621432823891298320444
Internal Link Dist (ft)281067915801006
Turn Bay Length (ft)260500100325125450100
Base Capacity (vph)842184076718631583332701595460690586
Starvation Cap Reductn00 000000000
Spillback Cap Reductn00 000000000
Storage Cap Reductn00 000000000
Reduced v/c Ratio0.030.240.360.220.040.060.200.340.260.480.10
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 56.3
Natural Cycle: 55
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 17.1Intersection LOS: B
Intersection Capacity Utilization 72.1%ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 200: Blue Clay Road & North Kerr Avenue
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM 2019 Full Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)2937434248370612012718310629753
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)2600500100325125450100
Storage Lanes10111111
Taper Length (ft)100100100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9870.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018390177018631583177018631583177018631583
Flt Permitted0.4490.3960.4690.667
Satd. Flow (perm)836183907381863158387418631583124218631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45455555
Link Distance (ft)289075916601086
Travel Time (s)43.811.520.613.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)3241638276411682214120311833059
Shared Lane Traffic (%)
Lane Group Flow (vph)324540276411682214120311833059
Turn TypePermNAPermNAPermPermNAPermPermNAPerm
Protected Phases 2684
Permitted Phases2668844
Detector Phase22 666888444
Switch Phase
Minimum Initial (s)12.012.012.012.012.07.07.07.07.07.07.0
Minimum Split (s)22.822.823.523.523.522.322.322.322.622.622.6
Total Split (s)80.080.080.080.080.025.025.025.025.025.025.0
Total Split (%)76.2%76.2%76.2%76.2%76.2%23.8%23.8%23.8%23.8%23.8%23.8%
Maximum Green (s)73.273.272.572.572.518.718.718.718.418.418.4
Yellow Time (s)4.44.44.64.64.65.35.35.35.35.35.3
All-Red Time (s)2.42.42.92.92.91.01.01.01.31.31.3
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)4.84.85.55.55.54.34.34.34.64.64.6
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneMaxMaxMaxMaxMaxMax
Act Effct Green (s)26.626.625.925.925.921.221.221.220.920.920.9
Actuated g/C Ratio0.470.470.450.450.450.370.370.370.370.370.37
v/c Ratio0.080.530.830.490.090.070.200.350.260.480.10
Control Delay7.912.634.312.38.216.916.518.118.219.716.3
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay7.912.634.312.38.216.916.518.118.219.716.3
LOSABCBABBBBBB
Approach Delay12.320.017.419.0
Approach LOS BBBB
Queue Length 50th (ft)610075901253148278313
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development AM 2019 Full Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)161601681442824911328520946
Internal Link Dist (ft)281067915801006
Turn Bay Length (ft)260500100325125450100
Base Capacity (vph)836183973818631583324691587454681578
Starvation Cap Reductn00 000000000
Spillback Cap Reductn00 000000000
Storage Cap Reductn00 000000000
Reduced v/c Ratio0.040.250.370.220.040.070.200.350.260.480.10
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 57.2
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 17.5Intersection LOS: B
Intersection Capacity Utilization 73.0%ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 200: Blue Clay Road & North Kerr Avenue
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM Existing
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)382701314930171352402364711039
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)2600500100325125450100
Storage Lanes10111111
Taper Length (ft)100100100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9930.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018500177018631583177018631583177018631583
Flt Permitted0.5110.5170.6790.587
Satd. Flow (perm)9521850096318631583126518631583109318631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45455555
Link Distance (ft)317775916601086
Travel Time (s)48.111.520.613.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)423001416633479392672625212243
Shared Lane Traffic (%)
Lane Group Flow (vph)42314016633479392672625212243
Turn TypePermNAPermNAPermPermNAPermPermNAPerm
Protected Phases 2684
Permitted Phases2668844
Detector Phase22 666888444
Switch Phase
Minimum Initial (s)12.012.012.012.012.07.07.07.07.07.07.0
Minimum Split (s)20.020.020.020.020.020.020.020.020.020.020.0
Total Split (s)80.080.080.080.080.025.025.025.025.025.025.0
Total Split (%)76.2%76.2%76.2%76.2%76.2%23.8%23.8%23.8%23.8%23.8%23.8%
Maximum Green (s)73.273.272.572.572.518.718.718.718.418.418.4
Yellow Time (s)4.44.44.64.64.65.35.35.35.35.35.3
All-Red Time (s)2.42.42.92.92.91.01.01.01.31.31.3
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)4.84.85.55.55.54.34.34.34.64.64.6
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneMaxMaxMaxMaxMaxMax
Act Effct Green (s)17.217.216.516.516.520.820.820.820.520.520.5
Actuated g/C Ratio0.370.370.350.350.350.440.440.440.440.440.44
v/c Ratio0.120.460.490.510.140.070.330.380.110.150.06
Control Delay10.613.817.615.110.89.210.711.69.89.69.2
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay10.613.817.615.110.89.210.711.69.89.69.2
LOSBBBBBABBAAA
Approach Delay13.415.211.09.6
Approach LOS BBBA
Queue Length 50th (ft)763346914643438186
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM Existing
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)22114781253522101105275023
Internal Link Dist (ft)309767915801006
Turn Bay Length (ft)260500100325125450100
Base Capacity (vph)952185096318631583557821697474809687
Starvation Cap Reductn00 000000000
Spillback Cap Reductn00 000000000
Storage Cap Reductn00 000000000
Reduced v/c Ratio0.040.170.170.180.050.070.330.380.110.150.06
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 47.1
Natural Cycle: 40
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.51
Intersection Signal Delay: 12.8Intersection LOS: B
Intersection Capacity Utilization 60.3%ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 200: Blue Clay Road & North Kerr Avenue
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM 2016 No Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)393351318034979362452815811240
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)2600500100325125450100
Storage Lanes10111111
Taper Length (ft)100100100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9950.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018530177018631583177018631583177018631583
Flt Permitted0.4520.4370.6770.569
Satd. Flow (perm)8421853081418631583126118631583106018631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45455555
Link Distance (ft)289975916601086
Travel Time (s)43.911.520.613.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)433721420038888402723126412444
Shared Lane Traffic (%)
Lane Group Flow (vph)43386020038888402723126412444
Turn TypePermNAPermNAPermPermNAPermPermNAPerm
Protected Phases 2684
Permitted Phases2668844
Detector Phase22 666888444
Switch Phase
Minimum Initial (s)12.012.012.012.012.07.07.07.07.07.07.0
Minimum Split (s)22.822.823.523.523.522.322.322.322.622.622.6
Total Split (s)80.080.080.080.080.025.025.025.025.025.025.0
Total Split (%)76.2%76.2%76.2%76.2%76.2%23.8%23.8%23.8%23.8%23.8%23.8%
Maximum Green (s)73.273.272.572.572.518.718.718.718.418.418.4
Yellow Time (s)4.44.44.64.64.65.35.35.35.35.35.3
All-Red Time (s)2.42.42.92.92.91.01.01.01.31.31.3
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)4.84.85.55.55.54.34.34.34.64.64.6
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneMaxMaxMaxMaxMaxMax
Act Effct Green (s)19.519.518.818.818.820.920.920.920.620.620.6
Actuated g/C Ratio0.390.390.380.380.380.420.420.420.420.420.42
v/c Ratio0.130.530.650.550.150.080.350.470.150.160.07
Control Delay10.014.123.315.010.211.112.714.712.011.511.1
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay10.014.123.315.010.211.112.714.712.011.511.1
LOSABCBBBBBBBB
Approach Delay13.716.813.611.5
Approach LOS BBBB
Queue Length 50th (ft)8814583166485810207
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM 2016 No Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)221391021433726123152386027
Internal Link Dist (ft)281967915801006
Turn Bay Length (ft)260500100325125450100
Base Capacity (vph)842185381418631583531785667440773657
Starvation Cap Reductn00 000000000
Spillback Cap Reductn00 000000000
Storage Cap Reductn00 000000000
Reduced v/c Ratio0.050.210.250.210.060.080.350.470.150.160.07
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 49.6
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 14.5Intersection LOS: B
Intersection Capacity Utilization 63.1%ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 200: Blue Clay Road & North Kerr Avenue
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside DevelopmentPM 2016 Phase 1 Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)413431518036279392452815811243
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)2600500100325125450100
Storage Lanes10111111
Taper Length (ft)100100100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9940.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018520177018631583177018631583177018631583
Flt Permitted0.4380.4250.6770.567
Satd. Flow (perm)8161852079218631583126118631583105618631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45455555
Link Distance (ft)289975916601086
Travel Time (s)43.911.520.613.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)463811720040288432723126412448
Shared Lane Traffic (%)
Lane Group Flow (vph)46398020040288432723126412448
Turn TypePermNAPermNAPermPermNAPermPermNAPerm
Protected Phases 2684
Permitted Phases2668844
Detector Phase22 666888444
Switch Phase
Minimum Initial (s)12.012.012.012.012.07.07.07.07.07.07.0
Minimum Split (s)22.822.823.523.523.522.322.322.322.622.622.6
Total Split (s)80.080.080.080.080.025.025.025.025.025.025.0
Total Split (%)76.2%76.2%76.2%76.2%76.2%23.8%23.8%23.8%23.8%23.8%23.8%
Maximum Green (s)73.273.272.572.572.518.718.718.718.418.418.4
Yellow Time (s)4.44.44.64.64.65.35.35.35.35.35.3
All-Red Time (s)2.42.42.92.92.91.01.01.01.31.31.3
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)4.84.85.55.55.54.34.34.34.64.64.6
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneMaxMaxMaxMaxMaxMax
Act Effct Green (s)20.020.019.319.319.320.920.920.920.620.620.6
Actuated g/C Ratio0.400.400.390.390.390.420.420.420.410.410.41
v/c Ratio0.140.540.660.560.140.080.350.470.150.160.07
Control Delay10.114.223.815.110.111.312.915.012.211.611.3
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay10.114.223.815.110.111.312.915.012.211.611.3
LOSBBCBBBBBBBB
Approach Delay13.817.013.811.7
Approach LOS BBBB
Queue Length 50th (ft)8844687167485911218
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside DevelopmentPM 2016 Phase 1 Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)231431041493728124153396130
Internal Link Dist (ft)281967915801006
Turn Bay Length (ft)260500100325125450100
Base Capacity (vph)816185279218631583526777660434766651
Starvation Cap Reductn00 000000000
Spillback Cap Reductn00 000000000
Storage Cap Reductn00 000000000
Reduced v/c Ratio0.060.210.250.220.060.080.350.470.150.160.07
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 50
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 14.7Intersection LOS: B
Intersection Capacity Utilization 63.8%ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 200: Blue Clay Road & North Kerr Avenue
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM 2019 No Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)433601618938184412602956111946
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)2600500100325125450100
Storage Lanes10111111
Taper Length (ft)100100100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9940.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018520177018631583177018631583177018631583
Flt Permitted0.4180.4080.6730.543
Satd. Flow (perm)7791852076018631583125418631583101118631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45455555
Link Distance (ft)289975916601086
Travel Time (s)43.911.520.613.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)484001821042393462893286813251
Shared Lane Traffic (%)
Lane Group Flow (vph)48418021042393462893286813251
Turn TypePermNAPermNAPermPermNAPermPermNAPerm
Protected Phases 2684
Permitted Phases2668844
Detector Phase22 666888444
Switch Phase
Minimum Initial (s)12.012.012.012.012.07.07.07.07.07.07.0
Minimum Split (s)22.822.823.523.523.522.322.322.322.622.622.6
Total Split (s)80.080.080.080.080.025.025.025.025.025.025.0
Total Split (%)76.2%76.2%76.2%76.2%76.2%23.8%23.8%23.8%23.8%23.8%23.8%
Maximum Green (s)73.273.272.572.572.518.718.718.718.418.418.4
Yellow Time (s)4.44.44.64.64.65.35.35.35.35.35.3
All-Red Time (s)2.42.42.92.92.91.01.01.01.31.31.3
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)4.84.85.55.55.54.34.34.34.64.64.6
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneMaxMaxMaxMaxMaxMax
Act Effct Green (s)20.820.820.120.120.120.920.920.920.620.620.6
Actuated g/C Ratio0.410.410.390.390.390.410.410.410.400.400.40
v/c Ratio0.150.550.700.580.150.090.380.500.170.180.08
Control Delay10.114.226.315.29.912.013.816.213.212.411.9
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay10.114.226.315.29.912.013.816.213.212.411.9
LOSBBCBABBBBBB
Approach Delay13.817.714.912.5
Approach LOS BBBB
Queue Length 50th (ft)8894993178546612238
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM 2019 No Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)241511141573831139170436732
Internal Link Dist (ft)281967915801006
Turn Bay Length (ft)260500100325125450100
Base Capacity (vph)779185276018631583515765650409754640
Starvation Cap Reductn00 000000000
Spillback Cap Reductn00 000000000
Storage Cap Reductn00 000000000
Reduced v/c Ratio0.060.230.280.230.060.090.380.500.170.180.08
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 50.9
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 15.3Intersection LOS: B
Intersection Capacity Utilization 65.9%ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 200: Blue Clay Road & North Kerr Avenue
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM 2019 Full Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)453681818939684452602956111950
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)2600500100325125450100
Storage Lanes10111111
Taper Length (ft)100100100100
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.9930.8500.8500.850
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018500177018631583177018631583177018631583
Flt Permitted0.4020.3980.6730.540
Satd. Flow (perm)7491850074118631583125418631583100618631583
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45455555
Link Distance (ft)289975916601086
Travel Time (s)43.911.520.613.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)504092021044093502893286813256
Shared Lane Traffic (%)
Lane Group Flow (vph)50429021044093502893286813256
Turn TypePermNAPermNAPermPermNAPermPermNAPerm
Protected Phases 2684
Permitted Phases2668844
Detector Phase22 666888444
Switch Phase
Minimum Initial (s)12.012.012.012.012.07.07.07.07.07.07.0
Minimum Split (s)22.822.823.523.523.522.322.322.322.622.622.6
Total Split (s)80.080.080.080.080.025.025.025.025.025.025.0
Total Split (%)76.2%76.2%76.2%76.2%76.2%23.8%23.8%23.8%23.8%23.8%23.8%
Maximum Green (s)73.273.272.572.572.518.718.718.718.418.418.4
Yellow Time (s)4.44.44.64.64.65.35.35.35.35.35.3
All-Red Time (s)2.42.42.92.92.91.01.01.01.31.31.3
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)4.84.85.55.55.54.34.34.34.64.64.6
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneMaxMaxMaxMaxMaxMax
Act Effct Green (s)21.321.320.620.620.621.021.021.020.720.720.7
Actuated g/C Ratio0.410.410.400.400.400.410.410.410.400.400.40
v/c Ratio0.160.560.710.590.150.100.380.510.170.180.09
Control Delay10.114.226.915.39.712.414.216.713.612.812.4
Queue Delay0.00.00.00.00.00.00.00.00.00.00.0
Total Delay10.114.226.915.39.712.414.216.713.612.812.4
LOSBBCBABBBBBB
Approach Delay13.817.915.312.9
Approach LOS BBBB
Queue Length 50th (ft)9925098178556712239
Lanes, Volumes, Timings
200: Blue Clay Road & North Kerr Avenue 6/19/2015
15-222 Riverside Development PM 2019 Full Build
Dionne C. Brown, PE Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 95th (ft)251551151643833144176447036
Internal Link Dist (ft)281967915801006
Turn Bay Length (ft)260500100325125450100
Base Capacity (vph)749185074118631583510758644403747635
Starvation Cap Reductn00 000000000
Spillback Cap Reductn00 000000000
Storage Cap Reductn00 000000000
Reduced v/c Ratio0.070.230.280.240.060.100.380.510.170.180.09
Intersection Summary
Area Type:Other
Cycle Length: 105
Actuated Cycle Length: 51.5
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 15.6Intersection LOS: B
Intersection Capacity Utilization 66.4%ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 200: Blue Clay Road & North Kerr Avenue
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 31
Traffic Volume Data
File Name : NC_133_(Castle_Hayne_Road)_and_SR_1322_(North_Kerr_Avenue)
Site Code : 15-222.100
Start Date : 5/14/2015
Page No : 1
Counted By: Miovision
Weather: Clear
Groups Printed- All Vehicles (no classification)
Castle Hayne Road
Southbound
North Kerr Avenue
Westbound
Castle Hayne Road
Northbound
North Kerr Avenue
Eastbound
Start Time Left Thru Right U-Turn App. Total Left Thru Right U-Turn App. Total Left Thru Right U-Turn App. Total Left Thru Right U-Turn App. Total Int. Total
07:00 AM 43 164 6 0 213 31 4 24 0 59 2 75 18 0 95 10 6 2 0 18 385
07:15 AM 34 176 4 0 214 29 12 38 0 79 9 77 16 0 102 2 10 3 0 15 410
07:30 AM 40 223 3 0 266 37 4 51 0 92 1 94 24 0 119 14 6 7 0 27 504
07:45 AM 58 212 14 0 284 41 6 41 0 88 3 98 25 0 126 8 12 11 0 31 529
Total 175 775 27 0 977 138 26 154 0 318 15 344 83 0 442 34 34 23 0 91 1828
08:00 AM 39 192 6 0 237 32 5 28 0 65 9 112 25 0 146 11 16 7 0 34 482
08:15 AM 29 138 10 0 177 31 9 28 0 68 6 92 15 0 113 12 8 4 0 24 382
08:30 AM 41 139 8 0 188 31 9 29 0 69 3 89 22 0 114 10 6 7 0 23 394
08:45 AM 35 98 4 0 137 27 4 34 0 65 4 64 24 0 92 3 10 8 0 21 315
Total 144 567 28 0 739 121 27 119 0 267 22 357 86 0 465 36 40 26 0 102 1573
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 37 137 7 0 181 24 9 45 0 78 13 120 19 1 153 16 8 7 0 31 443
04:15 PM 39 120 4 0 163 27 8 43 0 78 16 152 21 0 189 14 8 12 0 34 464
04:30 PM 49 127 1 0 177 22 5 38 0 65 13 134 35 0 182 19 11 15 0 45 469
04:45 PM 36 148 4 0 188 31 12 50 0 93 15 135 22 0 172 15 7 9 0 31 484
Total 161 532 16 0 709 104 34 176 0 314 57 541 97 1 696 64 34 43 0 141 1860
DAVENPORT
305 West 4th Street Suite 2A
Winston Salen, NC 27101
Ph:(336)744-1636
File Name : NC_133_(Castle_Hayne_Road)_and_SR_1322_(North_Kerr_Avenue)
Site Code : 15-222.100
Start Date : 5/14/2015
Page No : 2
Groups Printed- All Vehicles (no classification)
Castle Hayne Road
Southbound
North Kerr Avenue
Westbound
Castle Hayne Road
Northbound
North Kerr Avenue
Eastbound
Start Time Left Thru Right U-Turn App. Total
Left Thru Right U-Turn App. Total
Left Thru Right U-Turn App. Total
Left Thru Right U-Turn App. Total Int. Total
05:00 PM 40 158 3 0 201 31 15 54 0 100 15 168 28 0 211 15 7 11 0 33 545
05:15 PM 49 132 4 0 185 32 12 40 0 84 12 154 21 0 187 24 14 14 0 52 508
05:30 PM 44 138 4 0 186 33 14 51 0 98 17 152 21 0 190 16 4 16 0 36 510
05:45 PM 44 97 10 0 151 27 9 47 0 83 14 136 18 0 168 26 7 14 0 47 449
Total 177 525 21 0 723 123 50 192 0 365 58 610 88 0 756 81 32 55 0 168 2012
Grand Total 657 2399 92 0 3148 486 137 641 0 1264 152 1852 354 1 2359 215 140 147 0 502 7273
Apprch %20.9 76.2 2.9 0 38.4 10.8 50.7 0 6.4 78.5 15 0 42.8 27.9 29.3 0
Total %9 33 1.3 0 43.3 6.7 1.9 8.8 0 17.4 2.1 25.5 4.9 0 32.4 3 1.9 2 0 6.9
Castle Hayne Road
N
o
r
t
h
K
e
r
r
A
v
e
n
u
e
N
o
r
t
h
K
e
r
r
A
v
e
n
u
e
Castle Hayne Road
Right
92
Thru
2399
Left
657
U-Turn
0
InOut Total
2708 3148 5856
Ri
g
h
t
64
1
Th
r
u
13
7
Le
f
t
48
6
U-
T
u
r
n
0
Ou
t
To
t
a
l
In
11
5
1
12
6
4
24
1
5
Left
152
Thru
1852
Right
354
U-Turn
1
Out TotalIn
3032 2359 5391
Le
f
t
21
5
Th
r
u
14
0
Ri
g
h
t
14
7
U-
T
u
r
n
0
To
t
a
l
Ou
t
In
38
1
50
2
88
3
5/14/2015 07:00 AM
5/14/2015 05:45 PM
All Vehicles (no classification)
North
DAVENPORT
305 West 4th Street Suite 2A
Winston Salen, NC 27101
Ph:(336)744-1636
File Name : NC_133_(Castle_Hayne_Road)_and_SR_1322_(North_Kerr_Avenue)
Site Code : 15-222.100
Start Date : 5/14/2015
Page No : 3
Castle Hayne Road
Southbound
North Kerr Avenue
Westbound
Castle Hayne Road
Northbound
North Kerr Avenue
Eastbound
Start Time Left Thru Right U-Turn App. Total Left Thru Right U-Turn App. Total Left Thru Right U-Turn App. Total Left Thru Right U-Turn 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 07:15 AM
07:15 AM 34 176 4 0 214 29 12 38 0 79 9 77 16 0 102 2 10 3 0 15 410
07:30 AM 40 223 3 0 266 37 4 51 0 92 1 94 24 0 119 14 6 7 0 27 504
07:45 AM 58 212 14 0 284 41 6 41 0 88 3 98 25 0 126 8 12 11 0 31 529
08:00 AM 39 192 6 0 237 32 5 28 0 65 9 112 25 0 146 11 16 7 0 34 482
Total Volume 171 803 27 0 1001 139 27 158 0 324 22 381 90 0 493 35 44 28 0 107 1925
% App. Total 17.1 80.2 2.7 0 42.9 8.3 48.8 0 4.5 77.3 18.3 0 32.7 41.1 26.2 0
PHF .737 .900 .482 .000 .881 .848 .563 .775 .000 .880 .611 .850 .900 .000 .844 .625 .688 .636 .000 .787 .910
Castle Hayne Road
N
o
r
t
h
K
e
r
r
A
v
e
n
u
e
N
o
r
t
h
K
e
r
r
A
v
e
n
u
e
Castle Hayne Road
Right
27
Thru
803
Left
171
U-Turn
0
InOut Total
574 1001 1575
Ri
g
h
t
15
8
Th
r
u
27
Le
f
t
13
9
U-
T
u
r
n
0
Ou
t
To
t
a
l
In
30
5
32
4
62
9
Left
22
Thru
381
Right
90
U-Turn
0
Out TotalIn
970 493 1463
Le
f
t
35
Th
r
u
44
Ri
g
h
t
28
U-
T
u
r
n
0
To
t
a
l
Ou
t
In
76
10
7
18
3
Peak Hour Begins at 07:15 AM
All Vehicles (no classification)
Peak Hour Data
North
DAVENPORT
305 West 4th Street Suite 2A
Winston Salen, NC 27101
Ph:(336)744-1636
File Name : NC_133_(Castle_Hayne_Road)_and_SR_1322_(North_Kerr_Avenue)
Site Code : 15-222.100
Start Date : 5/14/2015
Page No : 4
Castle Hayne Road
Southbound
North Kerr Avenue
Westbound
Castle Hayne Road
Northbound
North Kerr Avenue
Eastbound
Start Time Left Thr
u
Rig
ht U-Turn App. Total
Left Thr
u Right U-Turn App. Total Left Thr
u Right U-Turn App. Total Left Thr
u Right U-Turn 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 04:45 PM
04:45 PM 36 148 4 0 188 31 12 50 0 93 15 135 22 0 172 15 7 9 0 31 484
05:00 PM 40 158 3 0 201 31 15 54 0 100 15 168 28 0 211 15 7 11 0 33 545
05:15 PM 49 132 4 0 185 32 12 40 0 84 12 154 21 0 187 24 14 14 0 52 508
05:30 PM 44 138 4 0 186 33 14 51 0 98 17 152 21 0 190 16 4 16 0 36 510
Total Volume 169 576 15 0 760 127 53 195 0 375 59 609 92 0 760 70 32 50 0 152 2047
% App. Total 22.2 75.8 2 0 33.9 14.1 52 0 7.8 80.1 12.1 0 46.1 21.1 32.9 0
PHF .862 .911 .938 .000 .945 .962 .883 .903 .000 .938 .868 .906 .821 .000 .900 .729 .571 .781 .000 .731 .939
Castle Hayne Road
N
o
r
t
h
K
e
r
r
A
v
e
n
u
e
N
o
r
t
h
K
e
r
r
A
v
e
n
u
e
Castle Hayne Road
Right
15
Thru
576
Left
169
U-Turn
0
InOut Total
874 760 1634
Ri
g
h
t
19
5
Th
r
u
53
Le
f
t
12
7
U-
T
u
r
n
0
Ou
t
To
t
a
l
In
29
3
37
5
66
8
Left
59
Thru
609
Right
92
U-Turn
0
Out TotalIn
753 760 1513
Le
f
t
70
Th
r
u
32
Ri
g
h
t
50
U-
T
u
r
n
0
To
t
a
l
Ou
t
In
12
7
15
2
27
9
Peak Hour Begins at 04:45 PM
All Vehicles (no classification)
Peak Hour Data
North
DAVENPORT
305 West 4th Street Suite 2A
Winston Salen, NC 27101
Ph:(336)744-1636
DAVENPORT Project No. 15-222
NC 133 (Castle Hayne Road) at SR 1322 (North Kerr Avenue)
NC 133 (Castle Hayne Road) at SR 1322 (North Kerr
Avenue)
Looking East
NC 133 (Castle Hayne Road) at SR 1322 (North Kerr
Avenue)
Looking North
NC 133 (Castle Hayne Road) at SR 1322 (North Kerr
Avenue)
Looking West
NC 133 (Castle Hayne Road) at SR 1322 (North Kerr
Avenue)
Looking South
File Name : SR_1322_(North_Kerr_Avenue)_and_SR_1310_(Blue_Clay_Road)
Site Code : 15-222.100
Start Date : 5/13/2015
Page No : 1
Counted By: Miovision
Weather: Clear
Groups Printed- All Vehicles (no classification)
Blue Clay Road
Southbound
North Kerr Avenue
Westbound
Blue Clay Road
Northbound
North Kerr Avenue
Eastbound
Start Time Left Thru Right U-Turn App. Total Left Thru Right U-Turn App. Total Left Thru Right U-Turn App. Total Left Thru Right U-Turn App. Total Int. Total
07:00 AM 20 59 12 0 91 45 49 1 0 95 1 19 23 0 43 8 59 4 0 71 300
07:15 AM 17 73 13 0 103 41 77 9 0 127 4 23 35 0 62 4 69 6 0 79 371
07:30 AM 14 71 13 0 98 50 71 21 0 142 1 32 35 0 68 7 57 2 0 66 374
07:45 AM 35 84 11 0 130 58 79 9 0 146 7 29 35 0 71 5 90 11 0 106 453
Total 86 287 49 0 422 194 276 40 0 510 13 103 128 0 244 24 275 23 0 322 1498
08:00 AM 24 46 10 0 80 45 55 9 0 109 5 33 32 0 70 5 59 7 0 71 330
08:15 AM 22 53 6 0 81 50 80 14 0 144 3 21 27 0 51 11 59 10 0 80 356
08:30 AM 11 41 11 0 63 32 80 10 0 122 7 15 32 0 54 1 76 13 0 90 329
08:45 AM 7 32 10 0 49 33 52 10 0 95 11 21 32 0 64 6 55 4 0 65 273
Total 64 172 37 0 273 160 267 43 0 470 26 90 123 0 239 23 249 34 0 306 1288
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 9 23 16 0 48 29 62 10 0 101 8 38 36 0 82 10 44 3 0 57 288
04:15 PM 5 23 9 0 37 48 54 18 0 120 7 54 26 0 87 1 66 8 0 75 319
04:30 PM 13 30 11 0 54 27 83 10 0 120 8 55 31 0 94 7 76 5 0 88 356
04:45 PM 15 29 8 0 52 38 70 17 0 125 7 63 44 0 114 8 67 3 0 78 369
Total 42 105 44 0 191 142 269 55 0 466 30 210 137 0 377 26 253 19 0 298 1332
DAVENPORT
305 West 4th Street Suite 2A
Winston Salen, NC 27101
Ph:(336)744-1636
File Name : SR_1322_(North_Kerr_Avenue)_and_SR_1310_(Blue_Clay_Road)
Site Code : 15-222.100
Start Date : 5/13/2015
Page No : 2
Groups Printed- All Vehicles (no classification)
Blue Clay Road
Southbound
North Kerr Avenue
Westbound
Blue Clay Road
Northbound
North Kerr Avenue
Eastbound
Start Time Left Thru Right U-Turn App. Total
Left Thru Right U-Turn App. Total
Left Thru Right U-Turn App. Total
Left Thru Right U-Turn App. Total Int. Total
05:00 PM 13 33 12 0 58 48 61 16 0 125 10 70 57 0 137 10 79 7 0 96 416
05:15 PM 9 20 8 0 37 32 93 20 0 145 9 56 72 0 137 10 60 1 0 71 390
05:30 PM 10 28 11 0 49 31 74 18 0 123 9 51 63 0 123 10 64 2 0 76 371
05:45 PM 11 23 8 0 42 37 84 15 0 136 3 46 41 0 90 9 52 5 0 66 334
Total 43 104 39 0 186 148 312 69 0 529 31 223 233 0 487 39 255 15 0 309 1511
Grand Total 235 668 169 0 1072 644 1124 207 0 1975 100 626 621 0 1347 112 1032 91 0 1235 5629
Apprch %21.9 62.3 15.8 0 32.6 56.9 10.5 0 7.4 46.5 46.1 0 9.1 83.6 7.4 0
Total %4.2 11.9 3 0 19 11.4 20 3.7 0 35.1 1.8 11.1 11 0 23.9 2 18.3 1.6 0 21.9
Blue Clay Road
N
o
r
t
h
K
e
r
r
A
v
e
n
u
e
N
o
r
t
h
K
e
r
r
A
v
e
n
u
e
Blue Clay Road
Right
169
Thru
668
Left
235
U-Turn
0
InOut Total
945 1072 2017
Ri
g
h
t
20
7
Th
r
u
11
2
4
Le
f
t
64
4
U-
T
u
r
n
0
Ou
t
To
t
a
l
In
18
8
8
19
7
5
38
6
3
Left
100
Thru
626
Right
621
U-Turn
0
Out TotalIn
1403 1347 2750
Le
f
t
11
2
Th
r
u
10
3
2
Ri
g
h
t
91
U-
T
u
r
n
0
To
t
a
l
Ou
t
In
13
9
3
12
3
5
26
2
8
5/13/2015 07:00 AM
5/13/2015 05:45 PM
All Vehicles (no classification)
North
DAVENPORT
305 West 4th Street Suite 2A
Winston Salen, NC 27101
Ph:(336)744-1636
File Name : SR_1322_(North_Kerr_Avenue)_and_SR_1310_(Blue_Clay_Road)
Site Code : 15-222.100
Start Date : 5/13/2015
Page No : 3
Blue Clay Road
Southbound
North Kerr Avenue
Westbound
Blue Clay Road
Northbound
North Kerr Avenue
Eastbound
Start Time Left Thru Right U-Turn App. Total Left Thru Right U-Turn App. Total Left Thru Right U-Turn App. Total Left Thru Right U-Turn 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 07:15 AM
07:15 AM 17 73 13 0 103 41 77 9 0 127 4 23 35 0 62 4 69 6 0 79 371
07:30 AM 14 71 13 0 98 50 71 21 0 142 1 32 35 0 68 7 57 2 0 66 374
07:45 AM 35 84 11 0 130 58 79 9 0 146 7 29 35 0 71 5 90 11 0 106 453
08:00 AM 24 46 10 0 80 45 55 9 0 109 5 33 32 0 70 5 59 7 0 71 330
Total Volume 90 274 47 0 411 194 282 48 0 524 17 117 137 0 271 21 275 26 0 322 1528
% App. Total 21.9 66.7 11.4 0 37 53.8 9.2 0 6.3 43.2 50.6 0 6.5 85.4 8.1 0
PHF .643 .815 .904 .000 .790 .836 .892 .571 .000 .897 .607 .886 .979 .000 .954 .750 .764 .591 .000 .759 .843
Blue Clay Road
N
o
r
t
h
K
e
r
r
A
v
e
n
u
e
N
o
r
t
h
K
e
r
r
A
v
e
n
u
e
Blue Clay Road
Right
47
Thru
274
Left
90
U-Turn
0
InOut Total
186 411 597
Ri
g
h
t
48
Th
r
u
28
2
Le
f
t
19
4
U-
T
u
r
n
0
Ou
t
To
t
a
l
In
50
2
52
4
10
2
6
Left
17
Thru
117
Right
137
U-Turn
0
Out TotalIn
494 271 765
Le
f
t
21
Th
r
u
27
5
Ri
g
h
t
26
U-
T
u
r
n
0
To
t
a
l
Ou
t
In
34
6
32
2
66
8
Peak Hour Begins at 07:15 AM
All Vehicles (no classification)
Peak Hour Data
North
DAVENPORT
305 West 4th Street Suite 2A
Winston Salen, NC 27101
Ph:(336)744-1636
File Name : SR_1322_(North_Kerr_Avenue)_and_SR_1310_(Blue_Clay_Road)
Site Code : 15-222.100
Start Date : 5/13/2015
Page No : 4
Blue Clay Road
Southbound
North Kerr Avenue
Westbound
Blue Clay Road
Northbound
North Kerr Avenue
Eastbound
Start Time Left Thr
u
Rig
ht U-Turn App. Total
Left Thr
u Right U-Turn App. Total Left Thr
u Right U-Turn App. Total Left Thr
u Right U-Turn 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 04:45 PM
04:45 PM 15 29 8 0 52 38 70 17 0 125 7 63 44 0 114 8 67 3 0 78 369
05:00 PM 13 33 12 0 58 48 61 16 0 125 10 70 57 0 137 10 79 7 0 96 416
05:15 PM 9 20 8 0 37 32 93 20 0 145 9 56 72 0 137 10 60 1 0 71 390
05:30 PM 10 28 11 0 49 31 74 18 0 123 9 51 63 0 123 10 64 2 0 76 371
Total Volume 47 110 39 0 196 149 298 71 0 518 35 240 236 0 511 38 270 13 0 321 1546
% App. Total 24 56.1 19.9 0 28.8 57.5 13.7 0 6.8 47 46.2 0 11.8 84.1 4 0
PHF .783 .833 .813 .000 .845 .776 .801 .888 .000 .893 .875 .857 .819 .000 .932 .950 .854 .464 .000 .836 .929
Blue Clay Road
N
o
r
t
h
K
e
r
r
A
v
e
n
u
e
N
o
r
t
h
K
e
r
r
A
v
e
n
u
e
Blue Clay Road
Right
39
Thru
110
Left
47
U-Turn
0
InOut Total
349 196 545
Ri
g
h
t
71
Th
r
u
29
8
Le
f
t
14
9
U-
T
u
r
n
0
Ou
t
To
t
a
l
In
55
3
51
8
10
7
1
Left
35
Thru
240
Right
236
U-Turn
0
Out TotalIn
272 511 783
Le
f
t
38
Th
r
u
27
0
Ri
g
h
t
13
U-
T
u
r
n
0
To
t
a
l
Ou
t
In
37
2
32
1
69
3
Peak Hour Begins at 04:45 PM
All Vehicles (no classification)
Peak Hour Data
North
DAVENPORT
305 West 4th Street Suite 2A
Winston Salen, NC 27101
Ph:(336)744-1636
DAVENPORT Project No. 15-222
SR 1310 (Blue Clay Road) at SR 1322 (North Kerr Avenue)
SR 1310 (Blue Clay Road) at SR 1322 (North Kerr Avenue)
Looking East
SR 1310 (Blue Clay Road) at SR 1322 (North Kerr Avenue)
Looking North
SR 1310 (Blue Clay Road) at SR 1322 (North Kerr Avenue)
Looking West
SR 1310 (Blue Clay Road) at SR 1322 (North Kerr Avenue)
Looking South
10
0
10
0
AM
Pe
a
k
20
1
5
TM
C
Ba
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1
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Ba
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1
6
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20
1
6
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20
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2
8
2
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2
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1
8
4
7
4
8
3
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6
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7
0
7
0
7
1
7
1
1
2
8
3
8
7
2
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9
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4
4
1
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6
1
6
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3
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1
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1
1
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7
3
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2
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3
5
3
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3
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6
2
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8
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5
0
5
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5
1
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1
1
6
6
7
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3
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6
WB
L
1
3
9
1
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1
4
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2
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1
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0
1
7
0
1
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9
1
7
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W
B
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1
2
7
1
2
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1
3
0
2
1
1
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1
1
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1
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9
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WB
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2
7
2
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6
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5
3
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1
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1
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1
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W
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1
9
5
1
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9
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6
8
2
6
7
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NB
L
2
2
2
2
2
2
2
2
8
3
0
3
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1
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N
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5
9
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6
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6
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6
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NB
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3
8
1
3
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1
3
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4
3
4
3
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2
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5
5
4
5
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N
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6
0
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6
0
9
6
2
1
1
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8
7
8
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NB
R
9
0
9
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2
2
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1
1
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1
8
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1
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3
N
B
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9
2
9
2
9
4
3
0
1
2
4
1
2
4
1
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9
1
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SB
L
1
7
1
1
7
1
1
7
4
6
1
2
3
5
2
3
5
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6
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6
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1
6
9
1
6
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6
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SB
T
8
0
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5
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6
7
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6
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7
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SB
R
2
7
2
7
2
8
2
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6
3
4
3
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1
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1
2
1
2
1
2
1
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3
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1
9
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20
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3
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1
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1
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1
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2
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7
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1
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1
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2
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1
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2
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6/12/15 15-222 Riverside Development – Transportation Impact Analysis 32
Supporting Documentation
6/12/15 15-222 Riverside Development – Transportation Impact Analysis 33
Approved Development
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0
/
0
34 / 40
0 / 0
0 / 0
0 / 0
0
/
0
26 / 30
43 / 129
0 / 0
NC 133 (Castle
Hayne Road)
SR 1310 (Blue Clay
Road)
Scanned by CamScanner