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TRANSPORTATION IMPACT ANALYSIS
February 1, 2018
Bailey Shoppes on Market Development
New Hanover County, NC
Prepared for Bailey and Associates, Inc.
Project #: 180202
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 1
Bailey Shoppes on Market Development – Transportation Impact Analysis
New Hanover County, NC
Prepared for Bailey and Associates, Inc.
Original: January 6, 2017
Revised: February 1, 2018
Table of Contents
1.0 Introduction ............................................................................................................. 3
Figure 1 – Site Plan ..................................................................................................... 4
Figure 2A – Site Location Map .................................................................................... 6
Figure 2B – Vicinity Map .............................................................................................. 7
2.0 Existing Conditions ................................................................................................ 8
2.1 Inventory ................................................................................................................ 8
2.2 Existing Traffic Volumes ........................................................................................ 8
Figure 3 – Existing Lane Geometry ............................................................................. 9
Figure 4 – 2016 Existing Traffic Volumes .................................................................. 10
3.0 Approved Developments and Committed Improvements ................................. 11
3.1 Approved Developments ...................................................................................... 11
3.2 Committed Improvements .................................................................................... 11
4.0 Methodology ......................................................................................................... 12
4.1 Base Assumptions and Standards ....................................................................... 12
4.2 Trip Generation .................................................................................................... 12
4.3 Trip Distribution .................................................................................................... 13
4.4 2018 Future No Build Traffic ................................................................................ 13
4.5 2018 Future Build Total Traffic ............................................................................. 13
Figure 5A – Alternative 1 – Primary Trip Distribution ................................................. 14
Figure 5B – Alternative 1 – Pass-by Trip Distribution ................................................ 15
Figure 6A – Alternative 2 – Primary Trip Distribution ................................................. 16
Figure 6B – Alternative 2 – Pass-by Trip Distribution ................................................ 17
Figure 7 – 2018 Future No Build Volumes ................................................................. 18
Figure 8A – Alternative 1 – Primary Site Trips ........................................................... 19
Figure 8B – Alternative 1 – Pass-by Site Trips .......................................................... 20
Figure 9A – Alternative 2 – Primary Site Trips ........................................................... 21
Figure 9B – Alternative 2 – Pass-by Site Trips .......................................................... 22
Figure 10 – Alternative 1 – 2018 Future Build Volumes ............................................. 23
Figure 11 – Alternative 2 – 2018 Future Build Volumes ............................................. 24
5.0 Capacity Analysis ................................................................................................. 25
5.1 Level of Service Evaluation Criteria ..................................................................... 25
6.0 Alternative 1 (Connection to Raintree Road) ..................................................... 26
6.1 Level of Service Results ...................................................................................... 26
6.2 Level of Service Summary ................................................................................... 28
Figure 12 – Alternative 1 – Recommended Improvements ........................................ 32
7.0 Alternative 2 (Without Connection to Raintree Road) ....................................... 33
7.1 Level of Service Results ...................................................................................... 33
7.2 Level of Service Summary ................................................................................... 33
Figure 13 – Alternative 2 – Recommended Improvements ........................................ 35
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 2
8.0 Queue Summary ................................................................................................... 36
9.0 Summary and Conclusion ................................................................................... 38
Appendix ...................................................................................................................... 39
Trip Generation .......................................................................................................... 40
Level of Service Analysis ........................................................................................... 41
Traffic Volume Data ................................................................................................... 48
Queueing and Blocking Reports ................................................................................ 49
Supporting Documentation ........................................................................................ 50
2/1/18 180202 Bailey Shoppes on Market Development – Executive Summary i
Bailey Shoppes on Market Development – Transportation Impact Analysis
New Hanover County, NC
Prepared for Bailey and Associates, Inc.
Original: January 6, 2017
Revised: February 1, 2018
Executive Summary
The proposed Bailey Shoppes on Market Development (formerly Buy Quick
Convenience Mart) is located along the west side of US 17 Business (Market Street) on
the southwest quadrant of Market Street and Bump Along Road in New Hanover
County, North Carolina. Since the submittal of the Transportation Impact Analysis (TIA)
in February 2017 there have been changes to the land uses of the development. The
proposed development will include 4,800 square feet of office, 6,600 square feet of
shopping center, 1,200 square feet of fast food restaurant with drive-thru and 2,400
square feet of high-turnover restaurant. The site plan currently shows three (3)
accesses: two (2) on Bump Along Road and one (1) connecting to Raintree Road.
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:
US 17 Business (Market Street) at SR 2734 (Marsh Oaks Drive)/ SR 2290
(Mendenhall Drive)
US 17 Business (Market Street) at Bump Along Road
US 17 Business (Market Street) U-turn Break (approx. 800 feet south from
Alexander Road)
Bump Along Road at Site Access 1
Bump Along Road at Site Access 2
SR 2146 (Raintree Road) at Site Access 3
As part of the analysis, the Wilmington Metropolitan Planning Organization (WMPO)
has requested that the study include two (2) alternatives: Alternative 1 includes
connection to Raintree Road and Alternative 2 excludes the connection to Raintree
Road. The intersections were analyzed during the AM (7-9 am) and PM (4-6 pm) peaks
for the following conditions:
2016 Existing Conditions
2018 Future No Build Conditions
2018 Alternative 1 - Future Build Conditions (With Site Access 3)
2018 Alternative 1 - Future Build Condition with Mitigation (if necessary)
2018 Alternative 2 - Future Build Conditions (Without Site Access 3)
2018 Alternative 2 - Future Build Condition with Mitigation (if necessary)
The build-out analysis year for this project was assumed to be 2018. The AM (7-9
2/1/18 180202 Bailey Shoppes on Market Development – Executive Summary ii
am) and PM (4-6 pm) peaks were studied.
The WMPO, County and the North Carolina Department of Transportation (NCDOT)
were contacted to obtain background information and to ascertain the elements to be
covered in this TIA. Information regarding the property was provided by Design
Solutions.
Alternative 1 (Connection to Raintree Road)
Level of Service Results
The following section discusses level of service for each intersection.
Market Street at Marsh Oaks Drive
This signalized intersection currently operates at LOS C during the AM and PM peaks.
In 2018 future no build conditions, LOS C is expected in the AM peak and LOS D in the
PM peak. With the addition of proposed site traffic, LOS C is expected in the AM peak
and LOS D in the PM peak. No improvements are recommended.
Market Street at Bump Along Road
This unsignalized intersection currently operates at LOS C during the AM and PM
peaks. In 2018 future no build condition, LOS C is expected in the AM and PM peaks
With the addition of proposed site traffic, LOS D is expected in the AM peak and LOS F
in the PM peak. Since Bump Along Road is the main entry into the development and
based on the NCDOT Driveway Manual, it is recommended to provide a southbound
right turn lane extending from Bump Along Road to Mendenhall Drive with the turn lane
tying into the U-turn bumpout designed for the U-4902D project. We understand that
this improvement will require coordination with NCDOT for execution of a
developer/NCDOT agreement whereas NCDOT would design/construct the roadway
improvement as part of the U-4902D project with the developer responsible for the
associated costs.
With this improvement, LOS C is expected in the AM peak and LOS E in the PM peak.
Bump Along Road at Site Access 1
In 2018 future build condition, LOS A is expected in the AM and PM peaks. This site
access was assessed for the need of turn lanes using NCDOT Driveway Manual. It was
determined based on projected volumes, that an auxiliary turn lane would not be
warranted. Therefore, no improvements are recommended.
Bump Along Road at Site Access 2
In 2018 future build condition, LOS A is expected in the AM and PM peaks. This site
access was assessed for the need of turn lanes using NCDOT Driveway Manual. It was
2/1/18 180202 Bailey Shoppes on Market Development – Executive Summary iii
determined based on projected volumes, that an auxiliary turn lane would not be
warranted. Therefore, no improvements are recommended.
Raintree Road at Site Access 3
In 2018 future build condition, LOS A is expected in the AM and PM peaks. Based on
the Alternative 1 scenario which considers connection to Raintree Road, it is
recommended to provide interconnectivity of the development site to Raintree Road by
providing a two-way, two lane road connection matching the pavement width and typical
section at the property line.
Market Street at Future U-turn Break
A U-turn break will be built as part of TIP Project U-4902, approximately 800 feet south
from Alexander Road, in order to accommodate southbound U-turns on Market Street.
In 2018 future no build conditions, LOS B is expected in the AM peak and LOS C in the
PM peak. With the addition of proposed site traffic, LOS C is expected in the AM peak
and LOS E in the PM peak. Based on NCDOT guidance charts, methods for
determining signalization in channelized directional intersections, and
synchro/SimTraffic queue results, a traffic signal is warranted for the southbound U-turn
movement in the PM peak future build conditions. The committed turn lane storage and
taper roadway improvements are expected to accommodate the future volumes at this
intersection in the signalized condition. If the signalization improvement is provided, this
intersection is expected to operate at LOS A in the AM peak and LOS B in the PM peak.
We understand that this improvement will require coordination with NCDOT for
execution of a developer/NCDOT agreement whereas NCDOT would design/construct
the signalization improvement as part of the U-4902D project with the developer
responsible for the associated costs.
The recommended improvements are illustrated in Figure 12 in the report.
2/1/18 180202 Bailey Shoppes on Market Development – Executive Summary iv
Level of Service Summary
Tables A- F summarizes the level of service analysis at the study intersections:
Table A -Market Street at Marsh Oaks Drive
Scenario Overall
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
Existing C
(20.6)
D
(54.7)
D
(41.9) F (85) D
(47.8) A (7.8) B
(14.4)
B
(10.1) A (7.1) B
(17.9)
D (48.6) E (68.8) B (14.1) B (17.5)
2018 Future
No Build
C
(31.2)
D
(50.6)
C
(33.6) F
(83.7) D (39) F
(82.7)
C
(21.8)
B
(14.3) E (77.6) C
(27.9)
D (42.5) E (66.3) C (24.9) C (30)
2018 Future
Build -
Alternative 1
C (34) D
(49.9) C (32) F
(83.6)
D
(38.4)
F
(87.2)
C
(22.6)
B
(14.6) E (77.6) C
(31.9)
D (41.3) E (66.4) C (27.3) C (33.8)
PM Peak Hour
Existing C
(20.5)
E
(64.4)
D
(47.7) F (87) D
(44.3) A (7.5) C
(21.7)
B
(10.5) D (40.4) B
(13.6)
E (58.8) E (67.4) C (20.9) B (15.7)
2018 Future
No Build
D
(37.9)
E
(59.1)
D
(39.5) F
(96.6)
D
(36.7)
F
(80.8)
D
(40.4)
B
(15.4)
F
(100.3)
C
(21.5)
D (52.5) E (70.6) D (40.5) C (30.9)
2018 Future
Build -
Alternative 1
D
(43.6)
E (59) D
(36.7)
F
(99.5)
D
(36.4)
F
(84.8)
D
(46.8)
B
(15.7)
F
(100.3)
C
(27.4)
D (51.5) E (72.9) D (47.1) D (36)
2/1/18 180202 Bailey Shoppes on Market Development – Executive Summary v
Table B-Market Street at Bump Along Road
Scenario
Worst
Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
Existing C (18.8) C
(18.8) C
(16.6)
C (18.8) #N/A A (0) A (0)
2018 Future No
Build C (20.1) C
(20.1)
C (20.1) #N/A A (0) A (0)
2018 Future
Build -
Alternative 1
D (25.8) D
(25.8)
D (25.8) #N/A A (0) A (0)
2018 Build +
Improvements -
Alternative 1
C (24.2) C
(24.2)
C (24.2) #N/A A (0) A (0)
PM Peak Hour
Existing C (19) C (19) C
(16.8)
C (19) #N/A A (0) A (0)
2018 Future No
Build C (20.4) C
(20.4)
C (20.4) #N/A A (0) A (0)
2018 Future
Build -
Alternative 1
F (51)
F (51)
F (51) #N/A A (0) A (0)
2018 Build +
Improvements -
Alternative 1
E (44)
E (44)
E (44) #N/A A (0) A (0)
2/1/18 180202 Bailey Shoppes on Market Development – Executive Summary vi
Table C -Bump Along Road at Site Access 1
Scenario Worst Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build -
Alternative 1 A (8.5) A
(7.3)
A
(0) A
(8.5)
A (0) A (6.6) A (8.5)
PM Peak Hour
2018 Future Build -
Alternative 1 A (8.9) A
(7.4)
A
(0) A
(8.9)
A (0) A (6.5) A (8.9)
Table D -Bump Along Road at Site Access 2
Scenario Worst Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build -
Alternative 1 A (8.3) A
(7.2)
A
(0) A
(8.3)
A (0) A (6.2) A (8.3)
PM Peak Hour
2018 Future Build -
Alternative 1 A (8.4) #N/A A
(7.2)
A
(0) A
(8.4)
A (0) A (4.6) A (8.4) #N/A
Table E-Raintree Road at Site Access 3
Scenario Worst Movement LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build - Alternative
1 A (0) A (0) A (0)
#N/A A (0) A (0) A (0)
PM Peak Hour
2018 Future Build - Alternative
1 A (0) A (0) A (0)
#N/A A (0) A (0) A (0)
2/1/18 180202 Bailey Shoppes on Market Development – Executive Summary vii
Table F-Market Street at U-turn
Scenario
Worst
Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future No Build B (14.4) B (14.4)
B (14.4) #N/A A (0) #N/A
2018 Future Build - Alternative 1 C (15.5) C (15.5)
C (15.5) #N/A A (0) #N/A
2018 Build + Improvements - Alternative 1 A (4.9)
Signalized
C (32.5) A (3.8)
C (32.5) () A (3.8) ()
PM Peak Hour
2018 Future No Build C (23.7) C (23.7)
C (23.7) #N/A A (0) #N/A
2018 Future Build - Alternative 1 E (40.8) E (40.8)
E (40.8) #N/A A (0) #N/A
2018 Build + Improvements - Alternative 1 B (13.7)
Signalized
C (31.1) B (12.9)
C (31.1) () B (12.9) ()
Alternative 2 (Without Connection to Raintree Road)
Level of Service Results
Alternative 2 illustrates the development without the access to Raintree Road.
All intersections retained the same level of service and are expected to function
with the same recommended improvements as Alternative 1.
Figure 13, in the report, illustrates the recommended improvements for this alternative.
Level of Service Summary
Tables G- K presents the summary of the level of service analysis.
Table G -Market Street at Marsh Oaks Drive
Scenario Overall
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future
Build -
Alternative 2
C
(34.2)
D
(49.9)
C
(31.7) F
(83.6)
C
(38.4)
F
(86.7)
C
(22.6)
B
(14.6)
E
(77.6)
C
(32.4)
D (41.2) E (66.4) C (27.4) C (34.3)
PM Peak Hour
2018 Future
Build -
Alternative 2
D
(43.7)
E (59) D
(36.6) F
(99.5)
D
(36.4)
F
(84.6)
D
(46.8)
B
(15.7)
F
(100.3)
C
(27.7)
D (51.5) E (72.9) D (47.2) D (36.3)
2/1/18 180202 Bailey Shoppes on Market Development – Executive Summary viii
Table H -Market Street at Bump Along Road
Scenario Worst Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build - Alternative
2 D (26.9) D
(26.9)
D (26.9) #N/A A (0) A (0)
2018 Build + Improvements -
Alternative 2 D (25.1) D
(25.1)
D (25.1) #N/A A (0) A (0)
PM Peak Hour
2018 Future Build - Alternative
2 F (67.4) F
(67.4)
F (67.4) #N/A A (0) A (0)
2018 Build + Improvements -
Alternative 2 F (53.3) #N/A F
(53.3)
F (53.3) #N/A A (0) A (0)
Table I -Bump Along Road at Site Access 1
Scenario Worst Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build -
Alternative 2 A (8.5) A
(7.3)
A
(0) A
(8.5)
A (0) A (6.7) A (8.5) #N/A
PM Peak Hour
2018 Future Build -
Alternative 2 A (9) A
(7.4)
A
(0) A (9)
A (0) A (6.7) A (9) #N/A
Table J -Bump Along Road at Site Access 2
Scenario Worst Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build -
Alternative 2 A (8.3) A
(7.2)
A
(0) A
(8.3)
A (0) A (6.2) A (8.3) #N/A
PM Peak Hour
2018 Future Build -
Alternative 2 A (8.4) A
(7.2)
A
(0) A
(8.4)
A (0) A (4.6) A (8.4) #N/A
2/1/18 180202 Bailey Shoppes on Market Development – Executive Summary ix
Table K -Market Street at U-turn
Scenario Worst Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build - Alternative
2 C (15.5)
C
(15.5)
C (15.5) #N/A A (0) #N/A
2018 Build + Improvements -
Alternative 2
A (4.8)
Signalized
C
(30.6) A (3.8)
C (30.6) () A (3.8) ()
PM Peak Hour
2018 Future Build - Alternative
2 E (40.8)
E
(40.8)
E (40.8) #N/A A (0) #N/A
2018 Build + Improvements -
Alternative 2
B (13.7)
Signalized
C (31) B
(12.9)
C (31) () B (12.9) ()
2/1/18 180202 Bailey Shoppes on Market Development – Executive Summary x
Summary and Conclusion
The proposed Bailey Shoppes on Market Development (formerly Buy Quick
Convenience Mart) is located along the west side of US 17 Business (Market Street) on
the southwest quadrant of Market Street and Bump Along Road in New Hanover
County, North Carolina. Since the submittal of the Transportation Impact Analysis (TIA)
in February 2017 there have been changes to the land uses of the development. The
proposed development will include 4,800 square feet of office, 6,600 square feet of
shopping center, 1,200 square feet of fast food restaurant with drive-thru and 2,400
square feet of high-turnover restaurant. The site plan currently shows three (3)
accesses: two (2) on Bump Along Road and one (1) connecting to Raintree Road.
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 107 trips in the AM peak and 192 trips in the PM peak.
Based on the analysis, it is expected that each study intersection is to operate at LOS E
or better in the AM and PM peaks with recommended improvements for Alternative 1
and Alternative 2.
For both alternatives, it is recommended to provide a southbound right turn lane
extending from Bump Along Road to Mendenhall Drive with the turn lane tying into the
U-turn bumpout designed for the U-4902D project. It is also recommended to provide
signalization to the future U-turn at Market Street intersection. We understand that the
improvements will require coordination with NCDOT for execution of a
developer/NCDOT agreement whereas NCDOT would design/construct the roadway
and signalization improvements as part of the U-4902D project with the developer
responsible for the associated costs.
The turn lane warrant analysis indicates the site accesses on Bump Along Road are not
expected to warrant turn lanes due to the low traffic volumes.
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.
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 3
Bailey Shoppes on Market Development – Transportation Impact Analysis
New Hanover County, NC
Prepared for Bailey and Associates, Inc.
Original: January 6, 2017
Revised: February 1, 2018
1.0 Introduction
The proposed Bailey Shoppes on Market Development (formerly Buy Quick
Convenience Mart) is located along the west side of US 17 Business (Market Street) on
the southwest quadrant of Market Street and Bump Along Road in New Hanover
County, North Carolina. Since the submittal of the Transportation Impact Analysis (TIA)
in February 2017 there have been changes to the land uses of the development. The
proposed development will include 4,800 square feet of office, 6,600 square feet of
shopping center, 1,200 square feet of fast food restaurant with drive-thru and 2,400
square feet of high-turnover restaurant. The site plan currently shows three (3)
accesses: two (2) on Bump Along Road and one (1) connecting to Raintree Road.
Figure 1 shows 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:
US 17 Business (Market Street) at SR 2734 (Marsh Oaks Drive)/ SR 2290
(Mendenhall Drive)
US 17 Business (Market Street) at Bump Along Road
US 17 Business (Market Street) U-turn Break (approx. 800 feet south from
Alexander Road)
Bump Along Road at Site Access 1
Bump Along Road at Site Access 2
SR 2146 (Raintree Road) at Site Access 3
As part of the analysis, the Wilmington Metropolitan Planning Organization (WMPO)
has requested that the study include two (2) alternatives: Alternative 1 includes
connection to Raintree Road and Alternative 2 excludes the connection to Raintree
Road. The intersections were analyzed during the AM (7-9 am) and PM (4-6 pm) peaks
for the following conditions:
2016 Existing Conditions
2018 Future No Build Conditions
2018 Alternative 1 - Future Build Conditions (With Site Access 3)
2018 Alternative 1 - Future Build Condition with Mitigation (if necessary)
2018 Alternative 2 - Future Build Conditions (Without Site Access 3)
2018 Alternative 2 - Future Build Condition with Mitigation (if necessary)
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 4
The build-out analysis year for this project was assumed to be 2018. The AM (7-9
am) and PM (4-6 pm) peaks were studied.
The WMPO, County and the North Carolina Department of Transportation (NCDOT)
were contacted to obtain background information and to ascertain the elements to be
covered in this TIA. Information regarding the property was provided by Design
Solutions.
US 17 Business (Market Street) at Bump Along Road
Facing East
FI
G
U
R
E
1
SI
T
E
P
L
A
N
FIGURE 2A SITE LOCATION MAP
SITE INDICATOR
FIGURE 2B
VICINITY MAP
STUDY INTERSECTIONS EXISTING PROPOSED
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 8
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
Market Street US 17
BUS
5 lane
undivided Approx. 63’ 45 MPH NCDOT
Marsh Oaks
Drive SR 2734 2 lane
undivided Approx. 34’ 35 MPH NCDOT
Mendenhall
Road SR 2290 2 lane
undivided Approx. 27’ 55 MPH* NCDOT
Bump Along
Road N/A 1 lane
undivided Approx. 12’ Not
Posted
City of
Wilmington
Raintree Road SR 2146 2 lane
undivided Approx. 22’ 55 MPH* NCDOT
*According to NCDOT Speed Limit Maps
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:
US 17 BUS (Market Street) at Marsh Oaks Drive 3/9/2016
1/4/2017 DAVENPORT
US 17 BUS (Market Street) at Bump Along Road 12/13/2016 DAVENPORT
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE3
EXISTINGLANE
GEOMETRY
SPEEDLIMIT45
20
0
'
125'
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
SPEED
LIMIT
35
15
0
'
FU
L
L
TW
L
T
L
SPEEDLIMIT45
2013 AADT
VOLUME10,000
32,000
125'
Bump Along
Road
~4
6
5
'
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE 4
EXISTING TRAFFIC
VOLUMES
106 / 66
131 / 6915
5
3
/
1
6
3
9
11
3
3
/
1
6
8
1
20 / 20
21 / 11
9
/
1
1
30
/
3
8
6 / 7
3 / 2
32
/
1
1
8
38
/
8
9
0 /
0
26
/
2
8
0 / 0
AM / PM PEAKS
0 / 1
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
Bump Along
Road
RIGHTIN /
RIGHTOUT
Alexander
Road
17
0
5
/
1
7
1
6
12
0
1
/
1
8
0
8
0 / 0
1 / 2
0
/
3
1
/
1
Ra
i
n
t
r
e
e
Ro
a
d
DIRECTIONAL
CROSSOVER
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 11
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 WMPO staff, there are two (2) approved
developments to be considered in this analysis, the ALDI at Marsh Oaks and
Amberleigh Shores Phase 2. The ALDI at Marsh Oaks’ TIA was conducted by
DAVENPORT in June 2016. This development is planned to consist of 18,900 square
feet of discount supermarket and will be located at the southeast corner of US 17
Business (Market Street) and Marsh Oaks Road. The Amberleigh Shores development
TIA was conducted by Ramey Kemp & Associates in April 2016 and it is partially
constructed. The portion remaining to be built is Phase 2, which will consist of 288
apartment units and is located east of Market Street at its intersection with Alexander
Road and south of Marsh Oaks Drive. Site trips for these developments were
incorporated in the analysis based on the TIA for each development, and Figure A in
the Appendix illustrates these traffic volumes.
3.2 Committed Improvements
Committed Improvements are improvements that are planned by NCDOT, a local
municipality, or a developer in the area, but not yet constructed. Per WMPO, there is
one (1) committed improvement in the study area. NCDOT TIP U-4902 A/B/C/D is a
roadway improvement project that consists of four parts. U-4902 D is adjacent to the
proposed development, which will consist of median installation on US 17 Business
(Market Street) from Lendire Road to Marsh Oaks Drive. The NCDOT construction
project is anticipated to begin in early 2019. Improvements identified in the TIA for the
Amberleigh Shores approved development were also included in the analysis. As
directed by the WMPO/ NCDOT, both improvement projects were incorporated in the
analysis.
More information on the above mentioned projects can be found in the Supporting
Documentation in the Appendix.
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 12
4.0 Methodology
4.1 Base Assumptions and Standards
In general, the analysis for this project was conducted utilizing commonly accepted
NCDOT standards. The following table contains a summary of the base assumptions:
Table 4.1 - Assumptions
Peak Hour Factor 0.90
Background Traffic Annual Growth Rate 1.0% per year for all roadways
Analysis Software Synchro/SimTraffic Version 9.0
Base Signal Timing/Phasing City of Wilmington/ NCDOT
Lane widths 12-feet
Truck percentages 2%
4.2 Trip Generation
Trips for this development were projected using TripGen 2013 software, based on the
9th edition of ITE Trip Generation Manual. Table 4.2 presents the results.
Table 4.2 - ITE Trip Generation
Bailey Shoppes on Market Development
Average Weekday Driveway Volumes 24 Hour AM Peak
Hour
PM Peak
Hour Two-Way
Land Use ITE Land
Code Size Method -
Type Volume Enter Exit Enter Exit
Office 710 4.8 Th.Sq.Ft.
GFA
Equation -
Adjacent 131 15 2 14 70
Shopping Center 820 6.6 Th.Sq.Ft.
GFA
Equation -
Adjacent 1,160 19 11 47 50
Fast Food Restaurant
with Drive-Thru 934 1.2 Th.Sq.Ft.
GFA
Rates -
Adjacent 595 28 27 20 19
High-Turnover
Restaurant 932 2.4 Th.Sq.Ft.
GFA
Rates -
Adjacent 305 17 15 24 20
Unadjusted Total Trips 2,191 79 55 105 159
Shopping Center Pass-by Reduction (34% PM) 0 0 -16 -17
Fast Food Restaurant with Drive-Thru Pass-by Reduction (49% AM, 50%
PM) -14 -13 -10 -10
High-Turnover Restaurant Pass-by Reduction (43% PM) 0 0 -10 -9
Total Pass-by Reduction -14 -13 -36 -36
Adjusted Total Trips 65 42 69 123
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 13
Developments of this type also generate what are called “pass-by” trips. The ITE Trip
Generation Manual defines “pass-by” trips as trips that are generated by the
development, but are already on the adjacent roadway. These trips are not new trips,
but are a part of the existing background traffic on Market Street. A “pass-by” reduction
of 49% was applied in the AM peak hour and 50% in the PM peak hour for fast food
restaurant with drive-thru. A reduction of 43% in the PM peak hour for high-turnover
restaurant and 34% in the PM peak hour for shopping center.
The rear lot is currently zoned as O&I and could be up to a 10,000 square foot office
building space. There are no plans for development of this lot at this time; however,
there is still a reduction of trips compared to the original TIA. More information can be
found in the Appendix.
4.3 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 5A
and Figure 6A for the two alternatives, and the directional distributions for site trips are
as follows:
45% to and from the north on Market Street
40% to and from the south on Market Street (45% for Alternative 2)
10% to and from the east on Marsh Oaks Drive
5% to and from south Raintree Road (for Alternative 1 only)
60% of pass-by trips were assumed to originate from the north on Market Street, 40%
from the south on Market Street. Figures 5B and 6B illustrate the pass-by distribution
for the two alternatives.
4.4 2018 Future No Build Traffic
The 2018 future no build traffic volumes were computed by applying a 1.0%
compounded annual growth rate to the 2016 existing traffic volumes and adding
approved development trips. During the future year 2018, NCDOT TIP U-4902 was
assumed to be in place. With this committed improvement, it is assumed there will be
rerouted trips due to the limited access on Market Street. Therefore, rerouted volumes
is illustrated in Figure B in the Appendix. Figure 7 shows 2018 future no build traffic
volumes for AM and PM peaks.
4.5 2018 Future Build Total Traffic
The 2018 build-out traffic volume was obtained by summing the 2018 future no build
volumes and site trips due to the proposed development. Primary site trips for the two
alternatives are shown in Figures 8A and 9A, respectively and pass-by site trips for the
two alternatives are shown in Figures 8B and 9B, respectively. The 2018 future build
volumes are shown for AM and PM peaks in Figures 10 and 11 for the two alternatives.
More information can be found in the Traffic Volume Data section of the Appendix.
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
Mendenhall
Drive
Marsh Oaks
Drive
DESTINATION
NODE%
40%
45%
10%
10% IN
10
%
O
U
T
95% OUT
95
%
I
N
45
%
I
N
FIGURE5A
ALTERNATIVE 1
PRIMARY TRIP
DISTRIBUTION
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Si
t
e
Ac
c
e
s
s
1
Si
t
e
Ac
c
e
s
s
2
Bump Along
Road
Alexander
Road
Si
t
e
Ac
c
e
s
s
3
Ra
i
n
t
r
e
e
Ro
a
d
95
%
O
U
T
40
%
I
N
+
55
%
O
U
T
55
%
O
U
T
40
%
O
U
T
40
%
I
N
45
%
O
U
T
85% IN10% IN
40
%
I
N
85
%
O
U
T
10
%
O
U
T
RIGHTIN /
RIGHTOUT
DIRECTIONAL
CROSSOVER
10% OUT
10% IN
40
%
I
N
+
55
%
O
U
T
5%
O
U
T
5%
I
N
5%
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
Mendenhall
Drive
Marsh Oaks
Drive
DESTINATION
NODE%
40%
60%
50% OUT
50
%
I
N
FIGURE5B
ALTERNATIVE 1
PASS-BY TRIP
DISTRIBUTION
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Si
t
e
Ac
c
e
s
s
1
Si
t
e
Ac
c
e
s
s
2
Bump Along
Road
Alexander
Road
Si
t
e
Ac
c
e
s
s
3
Ra
i
n
t
r
e
e
Ro
a
d
-1
0
%
I
N
50% OUT
50
%
I
N
-5
0
%
I
N
40
%
O
U
T
40
%
O
U
T
40
%
I
N
40
%
O
U
T
50% IN
50
%
O
U
T
50
%
I
N
50
%
O
U
T
RIGHTIN /
RIGHTOUT
DIRECTIONAL
CROSSOVER
-4
0
%
I
N
+
40
%
O
U
T
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
Mendenhall
Drive
Marsh Oaks
Drive
DESTINATION
NODE%
45%
45%
10%
10% IN
10
%
O
U
T
100% OUT
10
0
%
I
N
45
%
I
N
FIGURE6A
ALTERNATIVE 2
PRIMARY TRIP
DISTRIBUTION
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Si
t
e
Ac
c
e
s
s
1
Si
t
e
Ac
c
e
s
s
2
Bump Along
Road
Alexander
Road
Ra
i
n
t
r
e
e
Ro
a
d
10
0
%
O
U
T
45
%
I
N
+
55
%
O
U
T
55
%
O
U
T
45
%
O
U
T
45
%
I
N
45
%
O
U
T
90% IN10% IN
45
%
I
N
90
%
O
U
T
10
%
O
U
T
RIGHTIN /
RIGHTOUT
DIRECTIONAL
CROSSOVER
45
%
I
N
+
55
%
O
U
T
10% OUT
10% IN
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
Mendenhall
Drive
Marsh Oaks
Drive
DESTINATION
NODE%
40%
60%
100% OUT
10
0
%
I
N
FIGURE6B
ALTERNATIVE 2
PASS-BY TRIP
DISTRIBUTION
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Si
t
e
Ac
c
e
s
s
1
Si
t
e
Ac
c
e
s
s
2
Bump Along
Road
Alexander
Road
Ra
i
n
t
r
e
e
Ro
a
d
-6
0
%
I
N
40
%
O
U
T
40
%
O
U
T
40
%
I
N
40
%
O
U
T
100% IN
10
0
%
O
U
T
RIGHTIN /
RIGHTOUT
DIRECTIONAL
CROSSOVER
-4
0
%
I
N
+
40
%
O
U
T
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE 7
2018 FUTURE NO
BUILD VOLUMES
108 / 104
163 / 12815
8
4
/
1
6
6
6
12
2
0
/
1
7
4
1
20 / 20
21 / 11
9
/
1
1
31
/
3
9
6 / 7
3 / 2
45
/
2
0
0
39
/
9
1
42
/
2
2
27
/
2
9
0 / 0
AM / PM PEAKS
0 / 1
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
Bump Along
Road
RIGHTIN /
RIGHTOUT
Alexander
Road
18
0
9
/
1
8
2
3
13
3
1
/
1
9
3
7
1 / 2
1
/
4
19
1
1
/
1
7
3
8
11
6
1
/
1
9
9
5
Ra
i
n
t
r
e
e
Ro
a
d
DIRECTIONAL
CROSSOVER
18
/
1
0
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE 8A
ALTERNATIVE 1 -
PRIMARY SITE TRIPS
0 / 0
7 / 729
/
3
1
19
/
5
5
0 / 0
0 / 0
0
/
0
0 /
0
0 / 0
0 / 0
0 /
0
4
/
1
2
26
/
2
8
0
/
0
0 / 0
AM / PM PEAKS
0 / 0
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
Si
t
e
Ac
c
e
s
s
1
Si
t
e
Ac
c
e
s
s
2
Bump Along
Road
RIGHTIN /
RIGHTOUT
Alexander
Road
0 /
0
49
/
9
5
40 / 117
62
/
6
6
19
/
5
5
29
/
3
1
55 / 59
0 / 0 0
/
0
7 / 7
4 / 12
36
/
1
0
5
7 / 7
0 / 0
0
/
0
0 / 0
0 / 0
4
/
1
2
Si
t
e
Ac
c
e
s
s
3
Ra
i
n
t
r
e
e
Ro
a
d
DIRECTIONAL
CROSSOVER
2
/
6
3
/
3
23
/
6
8
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE 8B
ALTERNATIVE 1 -
PASS-BY SITE TRIPS
0 / 0
0 / 00
/
0
0
/
0
0 / 0
0 / 0
0
/
0
0 /
0
0 / 0
0 / 0
0 /
0
0 /
0
6
/
1
4
0
/
0
0 / 0
AM / PM PEAKS
0 / 0
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
Si
t
e
Ac
c
e
s
s
1
Si
t
e
Ac
c
e
s
s
2
Bump Along
Road
RIGHTIN /
RIGHTOUT
Alexander
Road
-1
/
-
4
5
/
1
4
7 / 18
7
/
1
8
0
/
0
0
/
0
7 / 18
0 / 0 0
/
0
0 / 0
0 / 0
7
/
1
8
0 / 0
0 / 0
0
/
0
0 / 0
0 / 0
0
/
0
Si
t
e
Ac
c
e
s
s
3
Ra
i
n
t
r
e
e
Ro
a
d
DIRECTIONAL
CROSSOVER
7
/
1
8
7
/
1
8
5
/
1
4
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE 9A
ALTERNATIVE 2 -
PRIMARY SITE TRIPS
0 / 0
7 / 729
/
3
1
19
/
5
5
0 / 0
0 / 0
0
/
0
0 /
0
0 / 0
0 / 0
0 /
0
4
/
1
2
29
/
3
1
0
/
0
0 / 0
AM / PM PEAKS
0 / 0
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
Si
t
e
Ac
c
e
s
s
1
Si
t
e
Ac
c
e
s
s
2
Bump Along
Road
RIGHTIN /
RIGHTOUT
Alexander
Road
0 /
0
52
/
9
9
42 / 123
65
/
6
9
19
/
5
5
29
/
3
1
59 / 62
0 / 0 0
/
0
7 / 7
4 / 12
38
/
1
1
1
7 / 7
0 / 0
0
/
0
0 / 0
0 / 0
4
/
1
2
Ra
i
n
t
r
e
e
Ro
a
d
DIRECTIONAL
CROSSOVER
23
/
6
8
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE 9B
ALTERNATIVE 2 -
PASS-BY SITE TRIPS
0 / 0
0 / 00
/
0
0
/
0
0 / 0
0 / 0
0
/
0
0 /
0
0 / 0
0 / 0
0 /
0
0 /
0
6
/
1
4
0
/
0
0 / 0
AM / PM PEAKS
0 / 0
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
Si
t
e
Ac
c
e
s
s
1
Si
t
e
Ac
c
e
s
s
2
Bump Along
Road
RIGHTIN /
RIGHTOUT
Alexander
Road
-8
/
-
2
2
5
/
1
4
13 / 36
14
/
3
6
0
/
0
0
/
0
14 / 36
0 / 0 0
/
0
0 / 0
0 / 0
13
/
3
6
0 / 0
0 / 0
0
/
0
0 / 0
0 / 0
0
/
0
Ra
i
n
t
r
e
e
Ro
a
d
DIRECTIONAL
CROSSOVER
5
/
1
4
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE 10
ALTERNATIVE 1 -
2018 FUTURE BUILD
108 / 104
170 / 13516
1
3
/
1
6
9
7
12
3
9
/
1
7
9
6
20 / 20
21 / 11
9
/
1
1
31
/
3
9
6 / 7
3 / 2
45
/
2
0
0
43
/
1
0
3
74
/
6
4
27
/
2
9
0 / 0
AM / PM PEAKS
0 / 1
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
Si
t
e
Ac
c
e
s
s
1
Si
t
e
Ac
c
e
s
s
2
Bump Along
Road
RIGHTIN /
RIGHTOUT
Alexander
Road
18
0
8
/
1
8
1
9
13
8
5
/
2
0
4
6
48 / 137
70
/
8
8
19
3
0
/
1
7
9
3
11
9
0
/
2
0
2
6
62 / 77
0 / 0 0
/
0
8 / 11
5 / 14
43
/
1
2
3
7 / 7
0 / 0
0
/
0
1 / 4
1 / 2
4
/
1
2
Si
t
e
Ac
c
e
s
s
3
Ra
i
n
t
r
e
e
Ro
a
d
DIRECTIONAL
CROSSOVER
9
/
2
4
10
/
2
1
46
/
9
2
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE 11
ALTERNATIVE 2 -
2018 FUTURE BUILD
108 / 104
170 / 13516
1
3
/
1
6
9
7
12
3
9
/
1
7
9
6
20 / 20
21 / 11
9
/
1
1
31
/
3
9
6 / 7
3 / 2
45
/
2
0
0
43
/
1
0
3
77
/
6
7
27
/
2
9
0 / 0
AM / PM PEAKS
0 / 1
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
Si
t
e
Ac
c
e
s
s
1
Si
t
e
Ac
c
e
s
s
2
Bump Along
Road
RIGHTIN /
RIGHTOUT
Alexander
Road
18
0
1
/
1
8
0
1
13
8
8
/
2
0
5
0
56 / 161
80
/
1
0
9
19
3
0
/
1
7
9
3
11
9
0
/
2
0
2
6
73 / 98
0 / 0 0
/
0
8 / 11
5 / 14
51
/
1
4
7
7 / 7
0 / 0
0
/
0
1 / 4
1 / 2
4
/
1
2
Ra
i
n
t
r
e
e
Ro
a
d
DIRECTIONAL
CROSSOVER
46
/
9
2
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 25
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
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 26
6.0 Alternative 1 (Connection to Raintree Road)
6.1 Level of Service Results
The following section discusses level of service for each intersection.
Market Street at Marsh Oaks Drive
This signalized intersection currently operates at LOS C during the AM and PM peaks.
In 2018 future no build conditions, LOS C is expected in the AM peak and LOS D in the
PM peak. With the addition of proposed site traffic, LOS C is expected in the AM peak
and LOS D in the PM peak. No improvements are recommended.
Market Street at Bump Along Road
This unsignalized intersection currently operates at LOS C during the AM and PM
peaks. In 2018 future no build condition, LOS C is expected in the AM and PM peaks
With the addition of proposed site traffic, LOS D is expected in the AM peak and LOS F
in the PM peak. Since Bump Along Road is the main entry into the development and
based on the NCDOT Driveway Manual, it is recommended to provide a southbound
right turn lane extending from Bump Along Road to Mendenhall Drive with the turn lane
tying into the U-turn bumpout designed for the U-4902D project. We understand that
this improvement will require coordination with NCDOT for execution of a
developer/NCDOT agreement whereas NCDOT would design/construct the roadway
improvement as part of the U-4902D project with the developer responsible for the
associated costs.
With this improvement, LOS C is expected in the AM peak and LOS E in the PM peak.
Bump Along Road at Site Access 1
In 2018 future build condition, LOS A is expected in the AM and PM peaks. This site
access was assessed for the need of turn lanes using NCDOT Driveway Manual. It was
determined based on projected volumes, that an auxiliary turn lane would not be
warranted. Therefore, no improvements are recommended.
Bump Along Road at Site Access 2
In 2018 future build condition, LOS A is expected in the AM and PM peaks. This site
access was assessed for the need of turn lanes using NCDOT Driveway Manual. It was
determined based on projected volumes, that an auxiliary turn lane would not be
warranted. Therefore, no improvements are recommended.
Raintree Road at Site Access 3
In 2018 future build condition, LOS A is expected in the AM and PM peaks. Based on
the Alternative 1 scenario which considers connection to Raintree Road, it is
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 27
recommended to provide interconnectivity of the development site to Raintree Road by
providing a two-way, two lane road connection matching the pavement width and typical
section at the property line.
Market Street at Future U-turn Break
A U-turn break will be built as part of TIP Project U-4902, approximately 800 feet south
from Alexander Road, in order to accommodate southbound U-turns on Market Street.
In 2018 future no build conditions, LOS B is expected in the AM peak and LOS C in the
PM peak. With the addition of proposed site traffic, LOS C is expected in the AM peak
and LOS E in the PM peak. Based on NCDOT guidance charts, methods for
determining signalization in channelized directional intersections, and
synchro/SimTraffic queue results, a traffic signal is warranted for the southbound U-turn
movement in the PM peak future build conditions. The committed turn lane storage and
taper roadway improvements are expected to accommodate the future volumes at this
intersection in the signalized condition. If the signalization improvement is provided, this
intersection is expected to operate at LOS A in the AM peak and LOS B in the PM peak.
We understand that this improvement will require coordination with NCDOT for
execution of a developer/NCDOT agreement whereas NCDOT would design/construct
the signalization improvement as part of the U-4902D project with the developer
responsible for the associated costs.
The recommended improvements are illustrated in Figure 12.
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 28
6.2 Level of Service Summary
Tables 6.1 – 6.6 summarizes the level of service analysis at the study intersections:
Table 6.1-Market Street at Marsh Oaks Drive
Scenario Overall
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
Existing C
(20.6)
D
(54.7)
D
(41.9) F (85) D
(47.8) A (7.8) B
(14.4)
B
(10.1) A (7.1) B
(17.9)
D (48.6) E (68.8) B (14.1) B (17.5)
2018 Future
No Build
C
(31.2)
D
(50.6)
C
(33.6) F
(83.7) D (39) F
(82.7)
C
(21.8)
B
(14.3) E (77.6) C
(27.9)
D (42.5) E (66.3) C (24.9) C (30)
2018 Future
Build -
Alternative 1
C (34) D
(49.9) C (32) F
(83.6)
D
(38.4)
F
(87.2)
C
(22.6)
B
(14.6) E (77.6) C
(31.9)
D (41.3) E (66.4) C (27.3) C (33.8)
PM Peak Hour
Existing C
(20.5)
E
(64.4)
D
(47.7) F (87) D
(44.3) A (7.5) C
(21.7)
B
(10.5) D (40.4) B
(13.6)
E (58.8) E (67.4) C (20.9) B (15.7)
2018 Future
No Build
D
(37.9)
E
(59.1)
D
(39.5) F
(96.6)
D
(36.7)
F
(80.8)
D
(40.4)
B
(15.4)
F
(100.3)
C
(21.5)
D (52.5) E (70.6) D (40.5) C (30.9)
2018 Future
Build -
Alternative 1
D
(43.6)
E (59) D
(36.7)
F
(99.5)
D
(36.4)
F
(84.8)
D
(46.8)
B
(15.7)
F
(100.3)
C
(27.4)
D (51.5) E (72.9) D (47.1) D (36)
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 29
Table 6.2-Market Street at Bump Along Road
Scenario
Worst
Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
Existing C (18.8) C
(18.8) C
(16.6)
C (18.8) #N/A A (0) A (0)
2018 Future No
Build C (20.1) C
(20.1)
C (20.1) #N/A A (0) A (0)
2018 Future
Build -
Alternative 1
D (25.8) D
(25.8)
D (25.8) #N/A A (0) A (0)
2018 Build +
Improvements -
Alternative 1
C (24.2) C
(24.2)
C (24.2) #N/A A (0) A (0)
PM Peak Hour
Existing C (19) C (19) C
(16.8)
C (19) #N/A A (0) A (0)
2018 Future No
Build C (20.4) C
(20.4)
C (20.4) #N/A A (0) A (0)
2018 Future
Build -
Alternative 1
F (51)
F (51)
F (51) #N/A A (0) A (0)
2018 Build +
Improvements -
Alternative 1
E (44)
E (44)
E (44) #N/A A (0) A (0)
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 30
Table 6.3-Bump Along Road at Site Access 1
Scenario Worst Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build -
Alternative 1 A (8.5) A
(7.3)
A
(0) A
(8.5)
A (0) A (6.6) A (8.5)
PM Peak Hour
2018 Future Build -
Alternative 1 A (8.9) A
(7.4)
A
(0) A
(8.9)
A (0) A (6.5) A (8.9)
Table 6.4-Bump Along Road at Site Access 2
Scenario Worst Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build -
Alternative 1 A (8.3) A
(7.2)
A
(0) A
(8.3)
A (0) A (6.2) A (8.3)
PM Peak Hour
2018 Future Build -
Alternative 1 A (8.4) #N/A A
(7.2)
A
(0) A
(8.4)
A (0) A (4.6) A (8.4) #N/A
Table 6.5-Raintree Road at Site Access 3
Scenario Worst Movement LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AMPeak Hour
2018 Future Build - Alternative
1 A (0) A (0) A (0)
#N/A A (0) A (0) A (0)
PM Peak Hour
2018 Future Build - Alternative
1 A (0) A (0) A (0)
#N/A A (0) A (0) A (0)
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 31
Table 6.6-Market Street at U-turn
Scenario
Worst
Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future No Build B (14.4) B (14.4)
B (14.4) #N/A A (0) #N/A
2018 Future Build - Alternative 1 C (15.5) C (15.5)
C (15.5) #N/A A (0) #N/A
2018 Build + Improvements - Alternative 1 A (4.9)
Signalized
C (32.5) A (3.8)
C (32.5) () A (3.8) ()
PM Peak Hour
2018 Future No Build C (23.7) C (23.7)
C (23.7) #N/A A (0) #N/A
2018 Future Build - Alternative 1 E (40.8) E (40.8)
E (40.8) #N/A A (0) #N/A
2018 Build + Improvements - Alternative 1 B (13.7)
Signalized
C (31.1) B (12.9)
C (31.1) () B (12.9) ()
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE12
ALTERNATIVE 1 -
RECOMMENDED
IMPROVEMENTS
40
0
'
125'
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
50
0
'
FU
L
L
125'
Bump Along
Road
Si
t
e
Ac
c
e
s
s
2
Alexander
Road
Si
t
e
Ac
c
e
s
s
3
Ra
i
n
t
r
e
e
Ro
a
d
30
0
'
30
0
'
FU
L
L
Si
t
e
Ac
c
e
s
s
1
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 33
7.0 Alternative 2 (Without Connection to Raintree Road)
7.1 Level of Service Results
Alternative 2 illustrates the development without the access to Raintree Road.
All intersections retained the same level of service and are expected to function
with the same recommended improvements as Alternative 1.
Figure 13 illustrates the recommended improvements for this alternative.
7.2 Level of Service Summary
Tables 7.1 – 7.5 presents the summary of the level of service analysis.
Table 7.1-Market Street at Marsh Oaks Drive
Scenario Overall
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future
Build -
Alternative 2
C
(34.2)
D
(49.9)
C
(31.7) F
(83.6)
C
(38.4)
F
(86.7)
C
(22.6)
B
(14.6)
E
(77.6)
C
(32.4)
D (41.2) E (66.4) C (27.4) C (34.3)
PM Peak Hour
2018 Future
Build -
Alternative 2
D
(43.7)
E (59) D
(36.6) F
(99.5)
D
(36.4)
F
(84.6)
D
(46.8)
B
(15.7)
F
(100.3)
C
(27.7)
D (51.5) E (72.9) D (47.2) D (36.3)
Table 7.2-Market Street at Bump Along Road
Scenario Worst Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build - Alternative
2 D (26.9) D
(26.9)
D (26.9) #N/A A (0) A (0)
2018 Build + Improvements -
Alternative 2 D (25.1) D
(25.1)
D (25.1) #N/A A (0) A (0)
PM Peak Hour
2018 Future Build - Alternative
2 F (67.4) F
(67.4)
F (67.4) #N/A A (0) A (0)
2018 Build + Improvements -
Alternative 2 F (53.3) #N/A F
(53.3)
F (53.3) #N/A A (0) A (0)
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 34
Table 7.3-Bump Along Road at Site Access 1
Scenario Worst Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build -
Alternative 2 A (8.5) A
(7.3)
A
(0) A
(8.5)
A (0) A (6.7) A (8.5) #N/A
PM Peak Hour
2018 Future Build -
Alternative 2 A (9) A
(7.4)
A
(0) A (9)
A (0) A (6.7) A (9) #N/A
Table 7.4-Bump Along Road at Site Access 2
Scenario Worst Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build -
Alternative 2 A (8.3) A
(7.2)
A
(0) A
(8.3)
A (0) A (6.2) A (8.3) #N/A
PM Peak Hour
2018 Future Build -
Alternative 2 A (8.4) A
(7.2)
A
(0) A
(8.4)
A (0) A (4.6) A (8.4) #N/A
Table 7.5-Market Street at U-turn
Scenario Worst Movement
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
AM Peak Hour
2018 Future Build - Alternative
2 C (15.5)
C
(15.5)
C (15.5) #N/A A (0) #N/A
2018 Build + Improvements -
Alternative 2
A (4.8)
Signalized
C
(30.6) A (3.8)
C (30.6) () A (3.8) ()
PM Peak Hour
2018 Future Build - Alternative
2 E (40.8)
E
(40.8)
E (40.8) #N/A A (0) #N/A
2018 Build + Improvements -
Alternative 2
B (13.7)
Signalized
C (31) B
(12.9)
C (31) () B (12.9) ()
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE13
ALTERNATIVE 2 -
RECOMMENDED
IMPROVEMENTS
40
0
'
125'
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
50
0
'
FU
L
L
125'
Bump Along
Road
Si
t
e
Ac
c
e
s
s
2
Alexander
Road
Ra
i
n
t
r
e
e
Ro
a
d
30
0
'
30
0
'
FU
L
L
Si
t
e
Ac
c
e
s
s
1
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 36
8.0 Queue Summary
Below in Table 8.1 are the queue results for all exclusive turn lanes.
Table 8.1 - Queue Results
Weekday AM Peak Hour Queues
Scenario
Market Street at Mendenhall Drive/ Marsh
Oaks Drive
Market Street at
Bump Along
Road
Market Street
at U-turn*
Existing EBR WBR NBL NBR SBL EBR EBL
Max Queue (ft) 71 158 69 63 48
95th Percentile Queue (ft) 56 130 52 24 48
Storage Bay (ft) 125 125 150 FULL 200
2018 No Build EBR WBR NBL NBR SBL EBR EBL
Max Queue (ft) 48 225 138 64 178 29 30
95th Percentile Queue (ft) 44 172 119 41 170 13 36
Storage Bay (ft) 125 125 500 FULL 400 FULL 300
2018 Build – Alternative 1 EBR WBR NBL NBR SBL EBR EBL
Max Queue (ft) 50 225 180 42 393 93 82
95th Percentile Queue (ft) 37 188 157 33 458 70 61
Storage Bay (ft) 125 125 500 FULL 400 FULL 300
2018 Build +
Improvements –
Alternative 1
EBR WBR NBL NBR SBL EBR EBL
Max Queue (ft) 50 225 153 127 127 67 134
95th Percentile Queue (ft) 42 171 129 67 104 51 102
Storage Bay (ft) 125 125 500 FULL 400 FULL 300
2018 Build – Alternative 2 EBR WBR NBL NBR SBL EBR EBL
Max Queue (ft) 50 225 180 43 227 94 81
95th Percentile Queue (ft) 31 194 153 27 201 71 60
Storage Bay (ft) 125 125 500 FULL 400 FULL 300
2018 Build +
Improvements –
Alternative 2
EBR WBR NBL NBR SBL EBR EBL
Max Queue (ft) 72 133 131 103 500 87 51
95th Percentile Queue (ft) 54 100 117 48 444 71 62
Storage Bay (ft) 125 125 500 FULL 400 FULL 300
*Note: Synchro modeled with two nodes to create the superstreet; therefore, the queues are the result of
the two nodes.
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 37
Table 8.1 - Queue Results
Weekday PM Peak Hour Queues
Scenario
Market Street at Mendenhall Drive/
Marsh Oaks Drive
Market Street at Bump Along
Road
Market
Street at
U-turn*
Existing EBR WBR NBL NBR SBL EBLR NBL EBL
Max Queue (ft) 68 118 248 60 167 31
95th Percentile Queue
(ft) 43 96 105 40 146 10
Storage Bay (ft) 125 125 150 FULL 200 50
2018 No Build EBR WBR NBL NBR SBL EBR EBR EBL
Max Queue (ft) 30 189 169 64 500 29 70
95th Percentile Queue
(ft) 25 130 125 60 591 14 45
Storage Bay (ft) 125 125 500 FULL 400 FULL 300
2018 Build –
Alternative 1 EBR WBR NBL NBR SBL EBR EBL
Max Queue (ft) 30 225 125 84 500 104 467
95th Percentile Queue
(ft) 26 206 152 67 574 113 553
Storage Bay (ft) 125 125 500 FULL 400 FULL 300
2018 Build +
Improvements –
Alternative 1
EBR WBR NBL NBR SBL EBR EBL
Max Queue (ft) 50 222 215 83 500 100 128
95th Percentile Queue
(ft) 39 128 186 71 514 101 127
Storage Bay (ft) 125 125 500 FULL 400 FULL 300
2018 Build –
Alternative 2 EBR WBR NBL NBR SBL EBR EBL
Max Queue (ft) 50 224 218 106 499 96 467
95th Percentile Queue
(ft) 32 191 185 66 475 105 497
Storage Bay (ft) 125 125 500 FULL 400 FULL 300
2018 Build +
Improvements –
Alternative 2
EBR WBR NBL NBR SBL EBR EBL
Max Queue (ft) 50 221 197 126 499 73 170
95th Percentile Queue
(ft) 37 164 166 74 484 84 144
Storage Bay (ft) 125 125 500 FULL 400 FULL 300 300
*Note: Synchro modeled with two nodes to create the superstreet; therefore, the queues are the result of
the two nodes.
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 38
9.0 Summary and Conclusion
The proposed Bailey Shoppes on Market Development (formerly Buy Quick
Convenience Mart) is located along the west side of US 17 Business (Market Street) on
the southwest quadrant of Market Street and Bump Along Road in New Hanover
County, North Carolina. Since the submittal of the Transportation Impact Analysis (TIA)
in February 2017 there have been changes to the land uses of the development. The
proposed development will include 4,800 square feet of office, 6,600 square feet of
shopping center, 1,200 square feet of fast food restaurant with drive-thru and 2,400
square feet of high-turnover restaurant. The site plan currently shows three (3)
accesses: two (2) on Bump Along Road and one (1) connecting to Raintree Road.
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 107 trips in the AM peak and 192 trips in the PM peak.
Based on the analysis, it is expected that each study intersection is to operate at LOS E
or better in the AM and PM peaks with recommended improvements for Alternative 1
and Alternative 2.
For both alternatives, it is recommended to provide a southbound right turn lane
extending from Bump Along Road to Mendenhall Drive with the turn lane tying into the
U-turn bumpout designed for the U-4902D project. It is also recommended to provide
signalization to the future U-turn at Market Street intersection. We understand that the
improvements will require coordination with NCDOT for execution of a
developer/NCDOT agreement whereas NCDOT would design/construct the roadway
and signalization improvements as part of the U-4902D project with the developer
responsible for the associated costs.
The turn lane warrant analysis indicates the site accesses on Bump Along Road are not
expected to warrant turn lanes due to the low traffic volumes.
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.
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 39
Appendix
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 40
Trip Generation
Trip Generation Summary - Alternative 1
Project:
Alternative:
Open Date:
Analysis Date:
The Range on Oleander
Alternative 1
1/2/2018
1/2/2018
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
710OFFICEGENERAL 1
4.8Gross Floor Area 1000 SF
847014172151316566
820CENTERSHOPPING 1
6.6Gross Leasable Area 1000 SF
9750473011191160580580
932RESTAURANTHT 1
2.4Gross Floor Area 1000 SF
305152153
934FASTFOODDT 1
1.2Gross Floor Area 1000 SF
391920552728595297298
Unadjusted Volume 109710942191624010281139220
Internal Capture Trips0008816202040
000131124192039
1097109421914121624299141
Pass-By Trips
Volume Added to Adjacent Streets
Total AM Peak Hour Internal Capture = 16 Percent
Total PM Peak Hour Internal Capture = 18 Percent
1TRIP GENERATION 2014, TRAFFICWARE, LLC
Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012
AM peak PM peak
ADT enter exit total enter exit total
Original 2017 TIA
convenience store/8k office 2638 118 96 214 128 182 310
10,000 SF office on rear tract
AM peak PM peak
SF Use ADT enterexit total enter exittotal
6600 retail 1160 19 11 30 47 50 97
14800 office 307 37 5 42 16 79 95
1200 fast food with drive 595 28 27 55 20 19 39
2400 High turnover sit down restaurant 305 17 15 32 24 20 44
25000 total 2367 101 58 159 107 168275
change from original ‐10% ‐14% ‐40%‐26% ‐16% ‐8%‐11%
decrease
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 41
Level of Service Analysis
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 42
US 17 BUS (Market Street) at Marsh
Oaks Drive
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Existing
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBUSBLSBT
Lane Configurations
Traffic Volume (vph)2032113161063011333826321553
Future Volume (vph)2032113161063011333826321553
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)012501251500200
Storage Lanes0101111
Taper Length (ft)2525100100
Lane Util. Factor1.001.001.001.001.001.001.000.951.000.951.000.95
Frt0.8500.8500.8500.999
Flt Protected0.9580.9540.9500.950
Satd. Flow (prot)017851583017771583177035391583017703536
Flt Permitted0.6430.7180.0820.170
Satd. Flow (perm)0119815830133715831533539158303173536
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)55354545
Link Distance (ft)6857344291243
Travel Time (s)8.514.36.518.8
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)2232314671183312594229361726
Shared Lane Traffic (%)
Lane Group Flow (vph)025230153118331259420651736
Turn TypePermNApm+ovPermNApm+ovpm+ptNAPermpm+ptpm+ptNA
Protected Phases4581!521!16
Permitted Phases4488226!6
Detector Phase 445881522116
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.07.012.012.07.07.012.0
Minimum Split (s)24.624.613.324.624.613.313.324.524.513.313.324.5
Total Split (s)45.045.020.045.045.020.020.087.087.020.020.087.0
Total Split (%)29.6%29.6%13.2%29.6%29.6%13.2%13.2%57.2%57.2%13.2%13.2%57.2%
Maximum Green (s)38.438.413.738.438.413.713.780.580.513.713.780.5
Yellow Time (s)3.83.83.03.83.83.03.04.54.53.03.04.5
All-Red Time (s)2.82.83.32.82.83.33.32.02.03.33.32.0
Lost Time Adjust (s)0.00.00.00.00.00.00.00.00.0
Total Lost Time (s)6.66.36.66.36.36.56.56.36.5
Lead/LagLeadLeadLeadLagLagLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneC-MaxC-MaxNoneNoneC-Max
Act Effct Green (s)22.736.422.736.7109.7102.5102.5111.7105.5
Actuated g/C Ratio0.150.240.150.240.720.670.670.730.69
v/c Ratio0.140.060.770.310.180.530.040.210.71
Control Delay54.741.985.047.87.814.410.17.117.9
Queue Delay0.00.00.00.00.00.00.00.00.0
Total Delay54.741.985.047.87.814.410.17.117.9
LOSDDFDABBAB
Approach Delay48.668.814.117.5
Approach LOSDEBB
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Existing
Dionne C. Brown, PE Page 2
Lane GroupSBR
Lane Configurations
Traffic Volume (vph)9
Future Volume (vph)9
Ideal Flow (vphpl)1900
Storage Length (ft)0
Storage Lanes0
Taper Length (ft)
Lane Util. Factor0.95
Frt
Flt Protected
Satd. Flow (prot)0
Flt Permitted
Satd. Flow (perm)0
Right Turn on RedNo
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor0.90
Adj. Flow (vph)10
Shared Lane Traffic (%)
Lane Group Flow (vph)0
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Existing
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBUSBLSBT
Queue Length 50th (ft)22181489773081314538
Queue Length 95th (ft)4940218145204453333750
Internal Link Dist (ft)6056543491163
Turn Bay Length (ft)125125150200
Base Capacity (vph)302448337448262238510673732453
Starvation Cap Reductn00 0000000
Spillback Cap Reductn00 0000000
Storage Cap Reductn00 0000000
Reduced v/c Ratio0.080.050.450.260.130.530.040.170.71
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 20.6Intersection LOS: C
Intersection Capacity Utilization 73.4%ICU Level of Service D
Analysis Period (min) 15
! Phase conflict between lane groups.
Splits and Phases: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Existing
Dionne C. Brown, PE Page 4
Lane GroupSBR
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Intersection Summary
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM No Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBUNBLNBTNBRSBUSBL
Lane Configurations
Traffic Volume (vph)20321163610842311220392745
Future Volume (vph)20321163610842311220392745
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0125012500400
Storage Lanes01 01111
Taper Length (ft)25250100
Lane Util. Factor1.001.001.001.001.001.000.951.000.951.000.951.00
Frt0.8500.8500.850
Flt Protected0.9580.9540.9500.950
Satd. Flow (prot)017851583017771583017703539158301770
Flt Permitted0.6310.7160.9500.950
Satd. Flow (perm)011751583013341583017703539158301770
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)553545
Link Distance (ft)685734429
Travel Time (s)8.514.36.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)22323181712047341356433050
Shared Lane Traffic (%)
Lane Group Flow (vph)025230188120081135643080
Turn TypePermNApm+ovPermNApm+ovProtProtNAPermProtProt
Protected Phases45!81!5!521!1
Permitted Phases44882
Detector Phase 445881552211
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.07.07.012.012.07.07.0
Minimum Split (s)24.624.615.324.624.615.315.315.324.524.515.315.3
Total Split (s)45.045.020.045.045.020.020.020.087.087.020.020.0
Total Split (%)29.6%29.6%13.2%29.6%29.6%13.2%13.2%13.2%57.2%57.2%13.2%13.2%
Maximum Green (s)38.438.413.738.438.413.713.713.780.580.513.713.7
Yellow Time (s)3.83.83.03.83.83.03.03.04.54.53.03.0
All-Red Time (s)2.82.83.32.82.83.33.33.32.02.03.33.3
Lost Time Adjust (s)0.00.00.00.00.00.00.00.0
Total Lost Time (s)6.66.36.66.36.36.56.56.3
Lead/LagLeadLagLeadLeadLeadLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneC-MaxC-MaxNoneNone
Act Effct Green (s)26.745.426.747.012.192.292.213.7
Actuated g/C Ratio0.180.300.180.310.080.610.610.09
v/c Ratio0.120.050.800.250.570.630.040.50
Control Delay50.633.683.739.082.721.814.377.6
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay50.633.683.739.082.721.814.377.6
LOSDCFDFCBE
Approach Delay42.566.324.9
Approach LOSDEC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM No Build
Dionne C. Brown, PE Page 2
Lane GroupSBTSBR
Lane Configurations
Traffic Volume (vph)15849
Future Volume (vph)15849
Ideal Flow (vphpl)19001900
Storage Length (ft)0
Storage Lanes0
Taper Length (ft)
Lane Util. Factor0.950.95
Frt0.999
Flt Protected
Satd. Flow (prot)35360
Flt Permitted
Satd. Flow (perm)35360
Right Turn on RedNo
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)1243
Travel Time (s)18.8
Peak Hour Factor0.900.90
Adj. Flow (vph)176010
Shared Lane Traffic (%)
Lane Group Flow (vph)17700
Turn TypeNA
Protected Phases6
Permitted Phases
Detector Phase6
Switch Phase
Minimum Initial (s)12.0
Minimum Split (s)24.5
Total Split (s)87.0
Total Split (%)57.2%
Maximum Green (s)80.5
Yellow Time (s)4.5
All-Red Time (s)2.0
Lost Time Adjust (s)0.0
Total Lost Time (s)6.5
Lead/LagLag
Lead-Lag Optimize?Yes
Vehicle Extension (s)3.0
Recall ModeC-Max
Act Effct Green (s)93.8
Actuated g/C Ratio0.62
v/c Ratio0.81
Control Delay27.9
Queue Delay0.0
Total Delay27.9
LOSC
Approach Delay30.0
Approach LOSC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM No Build
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBUNBLNBTNBRSBUSBL
Queue Length 50th (ft)211618189794331777
Queue Length 95th (ft)473525613213559240136
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125400
Base Capacity (vph)2964953374891662146960159
Starvation Cap Reductn00000000
Spillback Cap Reductn00000000
Storage Cap Reductn00000000
Reduced v/c Ratio0.080.050.560.250.490.630.040.50
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 31.2Intersection LOS: C
Intersection Capacity Utilization 86.5%ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
! Phase conflict between lane groups.
Splits and Phases: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM No Build
Dionne C. Brown, PE Page 4
Lane GroupSBTSBR
Queue Length 50th (ft)682
Queue Length 95th (ft)#1005
Internal Link Dist (ft)1163
Turn Bay Length (ft)
Base Capacity (vph)2181
Starvation Cap Reductn0
Spillback Cap Reductn0
Storage Cap Reductn0
Reduced v/c Ratio0.81
Intersection Summary
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 1
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBUNBLNBTNBRSBUSBL
Lane Configurations
Traffic Volume (vph)20321169610874311239432745
Future Volume (vph)20321169610874311239432745
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0125012500400
Storage Lanes01 01111
Taper Length (ft)25250100
Lane Util. Factor1.001.001.001.001.001.000.951.000.951.000.951.00
Frt0.8500.8500.850
Flt Protected0.9580.9540.9500.950
Satd. Flow (prot)017851583017771583017703539158301770
Flt Permitted0.6290.7150.9500.950
Satd. Flow (perm)011721583013321583017703539158301770
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)553545
Link Distance (ft)685734429
Travel Time (s)8.514.36.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)22323188712082341377483050
Shared Lane Traffic (%)
Lane Group Flow (vph)0252301951200116137748080
Turn TypePermNApm+ovPermNApm+ovProtProtNAPermProtProt
Protected Phases45!81!5!521!1
Permitted Phases44882
Detector Phase 445881552211
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.07.07.012.012.07.07.0
Minimum Split (s)24.624.615.324.624.615.315.315.324.524.515.315.3
Total Split (s)45.045.020.045.045.020.020.020.087.087.020.020.0
Total Split (%)29.6%29.6%13.2%29.6%29.6%13.2%13.2%13.2%57.2%57.2%13.2%13.2%
Maximum Green (s)38.438.413.738.438.413.713.713.780.580.513.713.7
Yellow Time (s)3.83.83.03.83.83.03.03.04.54.53.03.0
All-Red Time (s)2.82.83.32.82.83.33.33.32.02.03.33.3
Lost Time Adjust (s)0.00.00.00.00.00.00.00.0
Total Lost Time (s)6.66.36.66.36.36.56.56.3
Lead/LagLeadLagLeadLeadLeadLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneC-MaxC-MaxNoneNone
Act Effct Green (s)27.548.627.547.814.591.491.413.7
Actuated g/C Ratio0.180.320.180.310.100.600.600.09
v/c Ratio0.120.050.810.240.690.650.050.50
Control Delay49.932.083.638.487.222.614.677.6
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay49.932.083.638.487.222.614.677.6
LOSDCFDFCBE
Approach Delay41.366.427.3
Approach LOSDEC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 1
Dionne C. Brown, PE Page 2
Lane GroupSBTSBR
Lane Configurations
Traffic Volume (vph)16139
Future Volume (vph)16139
Ideal Flow (vphpl)19001900
Storage Length (ft)0
Storage Lanes0
Taper Length (ft)
Lane Util. Factor0.950.95
Frt0.999
Flt Protected
Satd. Flow (prot)35360
Flt Permitted
Satd. Flow (perm)35360
Right Turn on RedNo
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)1243
Travel Time (s)18.8
Peak Hour Factor0.900.90
Adj. Flow (vph)179210
Shared Lane Traffic (%)
Lane Group Flow (vph)18020
Turn TypeNA
Protected Phases6
Permitted Phases
Detector Phase6
Switch Phase
Minimum Initial (s)12.0
Minimum Split (s)24.5
Total Split (s)87.0
Total Split (%)57.2%
Maximum Green (s)80.5
Yellow Time (s)4.5
All-Red Time (s)2.0
Lost Time Adjust (s)0.0
Total Lost Time (s)6.5
Lead/LagLag
Lead-Lag Optimize?Yes
Vehicle Extension (s)3.0
Recall ModeC-Max
Act Effct Green (s)90.6
Actuated g/C Ratio0.60
v/c Ratio0.85
Control Delay31.9
Queue Delay0.0
Total Delay31.9
LOSC
Approach Delay33.8
Approach LOSC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 1
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBUNBLNBTNBRSBUSBL
Queue Length 50th (ft)2116188881124501977
Queue Length 95th (ft)4735263130#19561644136
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125400
Base Capacity (vph)2965133364971772128951159
Starvation Cap Reductn00000000
Spillback Cap Reductn00000000
Storage Cap Reductn00000000
Reduced v/c Ratio0.080.040.580.240.660.650.050.50
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 34.0Intersection LOS: C
Intersection Capacity Utilization 87.6%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.
! Phase conflict between lane groups.
Splits and Phases: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 1
Dionne C. Brown, PE Page 4
Lane GroupSBTSBR
Queue Length 50th (ft)761
Queue Length 95th (ft)#1073
Internal Link Dist (ft)1163
Turn Bay Length (ft)
Base Capacity (vph)2108
Starvation Cap Reductn0
Spillback Cap Reductn0
Storage Cap Reductn0
Reduced v/c Ratio0.85
Intersection Summary
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 2
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBUNBLNBTNBRSBUSBL
Lane Configurations
Traffic Volume (vph)20321169610877311239432745
Future Volume (vph)20321169610877311239432745
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0125012500400
Storage Lanes01 01111
Taper Length (ft)25250100
Lane Util. Factor1.001.001.001.001.001.000.951.000.951.000.951.00
Frt0.8500.8500.850
Flt Protected0.9580.9540.9500.950
Satd. Flow (prot)017851583017771583017703539158301770
Flt Permitted0.6290.7150.9500.950
Satd. Flow (perm)011721583013321583017703539158301770
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)553545
Link Distance (ft)685734429
Travel Time (s)8.514.36.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)22323188712086341377483050
Shared Lane Traffic (%)
Lane Group Flow (vph)0252301951200120137748080
Turn TypePermNApm+ovPermNApm+ovProtProtNAPermProtProt
Protected Phases45!81!5!521!1
Permitted Phases44882
Detector Phase 445881552211
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.07.07.012.012.07.07.0
Minimum Split (s)24.624.615.324.624.615.315.315.324.524.515.315.3
Total Split (s)45.045.020.045.045.020.020.020.087.087.020.020.0
Total Split (%)29.6%29.6%13.2%29.6%29.6%13.2%13.2%13.2%57.2%57.2%13.2%13.2%
Maximum Green (s)38.438.413.738.438.413.713.713.780.580.513.713.7
Yellow Time (s)3.83.83.03.83.83.03.03.04.54.53.03.0
All-Red Time (s)2.82.83.32.82.83.33.33.32.02.03.33.3
Lost Time Adjust (s)0.00.00.00.00.00.00.00.0
Total Lost Time (s)6.66.36.66.36.36.56.56.3
Lead/LagLeadLagLeadLeadLeadLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneC-MaxC-MaxNoneNone
Act Effct Green (s)27.549.027.547.814.991.491.413.7
Actuated g/C Ratio0.180.320.180.310.100.600.600.09
v/c Ratio0.120.050.810.240.690.650.050.50
Control Delay49.931.783.638.486.722.614.677.6
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay49.931.783.638.486.722.614.677.6
LOSDCFDFCBE
Approach Delay41.266.427.4
Approach LOSDEC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 2
Dionne C. Brown, PE Page 2
Lane GroupSBTSBR
Lane Configurations
Traffic Volume (vph)16139
Future Volume (vph)16139
Ideal Flow (vphpl)19001900
Storage Length (ft)0
Storage Lanes0
Taper Length (ft)
Lane Util. Factor0.950.95
Frt0.999
Flt Protected
Satd. Flow (prot)35360
Flt Permitted
Satd. Flow (perm)35360
Right Turn on RedNo
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)1243
Travel Time (s)18.8
Peak Hour Factor0.900.90
Adj. Flow (vph)179210
Shared Lane Traffic (%)
Lane Group Flow (vph)18020
Turn TypeNA
Protected Phases6
Permitted Phases
Detector Phase6
Switch Phase
Minimum Initial (s)12.0
Minimum Split (s)24.5
Total Split (s)87.0
Total Split (%)57.2%
Maximum Green (s)80.5
Yellow Time (s)4.5
All-Red Time (s)2.0
Lost Time Adjust (s)0.0
Total Lost Time (s)6.5
Lead/LagLag
Lead-Lag Optimize?Yes
Vehicle Extension (s)3.0
Recall ModeC-Max
Act Effct Green (s)90.2
Actuated g/C Ratio0.59
v/c Ratio0.86
Control Delay32.4
Queue Delay0.0
Total Delay32.4
LOSC
Approach Delay34.3
Approach LOSC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 2
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBUNBLNBTNBRSBUSBL
Queue Length 50th (ft)2116188881164501977
Queue Length 95th (ft)4735263130#20561644136
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125400
Base Capacity (vph)2965163364971802128951159
Starvation Cap Reductn00000000
Spillback Cap Reductn00000000
Storage Cap Reductn00000000
Reduced v/c Ratio0.080.040.580.240.670.650.050.50
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 34.2Intersection LOS: C
Intersection Capacity Utilization 87.8%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.
! Phase conflict between lane groups.
Splits and Phases: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 2
Dionne C. Brown, PE Page 4
Lane GroupSBTSBR
Queue Length 50th (ft)769
Queue Length 95th (ft)#1073
Internal Link Dist (ft)1163
Turn Bay Length (ft)
Base Capacity (vph)2098
Starvation Cap Reductn0
Spillback Cap Reductn0
Storage Cap Reductn0
Reduced v/c Ratio0.86
Intersection Summary
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Existing
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBLNBTNBRSBUSBL
Lane Configurations
Traffic Volume (vph)202111697663816818928118
Future Volume (vph)202111697663816818928118
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)012501251500200
Storage Lanes 0101111
Taper Length (ft)2525100100
Lane Util. Factor1.001.001.001.001.001.001.001.000.951.000.951.00
Frt0.8500.8500.850
Flt Protected0.9560.9570.9500.950
Satd. Flow (prot)017811583001783158317703539158301770
Flt Permitted0.6700.7280.0870.054
Satd. Flow (perm)0124815830013561583162353915830101
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)553545
Link Distance (ft)685734429
Travel Time (s)8.514.36.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)222121778734218689931131
Shared Lane Traffic (%)
Lane Group Flow (vph)02412008673421868990162
Turn TypePermNApm+ovPermPermNApm+ovpm+ptNAPermpm+ptpm+pt
Protected Phases4581!521!1
Permitted Phases44888226!6
Detector Phase 445888152211
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.07.07.012.012.07.07.0
Minimum Split (s)24.624.613.324.624.624.613.313.324.524.513.313.3
Total Split (s)30.030.025.030.030.030.030.025.092.092.030.030.0
Total Split (%)19.7%19.7%16.4%19.7%19.7%19.7%19.7%16.4%60.5%60.5%19.7%19.7%
Maximum Green (s)23.423.418.723.423.423.423.718.785.585.523.723.7
Yellow Time (s)3.83.83.03.83.83.83.03.04.54.53.03.0
All-Red Time (s)2.82.83.32.82.82.83.33.32.02.03.33.3
Lost Time Adjust (s)0.00.00.00.00.00.00.00.0
Total Lost Time (s)6.66.36.66.36.36.56.56.3
Lead/LagLeadLeadLeadLagLagLeadLead
Lead-Lag Optimize?YesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneC-MaxC-MaxNoneNone
Act Effct Green (s)14.928.714.936.5110.1102.7102.7124.0
Actuated g/C Ratio0.100.190.100.240.720.680.680.82
v/c Ratio0.200.040.650.190.220.780.090.66
Control Delay64.447.787.044.37.521.710.540.4
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay64.447.787.044.37.521.710.540.4
LOSEDFDACBD
Approach Delay58.867.420.9
Approach LOSEEC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Existing
Dionne C. Brown, PE Page 2
Lane GroupSBTSBR
Lane Configurations
Traffic Volume (vph)163911
Future Volume (vph)163911
Ideal Flow (vphpl)19001900
Storage Length (ft)0
Storage Lanes0
Taper Length (ft)
Lane Util. Factor0.950.95
Frt0.999
Flt Protected
Satd. Flow (prot)35360
Flt Permitted
Satd. Flow (perm)35360
Right Turn on RedNo
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)1243
Travel Time (s)18.8
Peak Hour Factor0.900.90
Adj. Flow (vph)182112
Shared Lane Traffic (%)
Lane Group Flow (vph)18330
Turn TypeNA
Protected Phases6
Permitted Phases
Detector Phase6
Switch Phase
Minimum Initial (s)12.0
Minimum Split (s)24.5
Total Split (s)97.0
Total Split (%)63.8%
Maximum Green (s)90.5
Yellow Time (s)4.5
All-Red Time (s)2.0
Lost Time Adjust (s)0.0
Total Lost Time (s)6.5
Lead/LagLag
Lead-Lag Optimize?Yes
Vehicle Extension (s)3.0
Recall ModeC-Max
Act Effct Green (s)113.1
Actuated g/C Ratio0.74
v/c Ratio0.70
Control Delay13.6
Queue Delay0.0
Total Delay13.6
LOSB
Approach Delay15.7
Approach LOSB
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Existing
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBLNBTNBRSBUSBL
Queue Length 50th (ft)2210845876263278
Queue Length 95th (ft)5228140931893970160
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125150200
Base Capacity (vph)19241820847032623911069342
Starvation Cap Reductn00 000000
Spillback Cap Reductn00 000000
Storage Cap Reductn00 000000
Reduced v/c Ratio0.130.030.410.160.130.780.090.47
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 30 (20%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 20.5Intersection LOS: C
Intersection Capacity Utilization 87.6%ICU Level of Service E
Analysis Period (min) 15
! Phase conflict between lane groups.
Splits and Phases: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Existing
Dionne C. Brown, PE Page 4
Lane GroupSBTSBR
Queue Length 50th (ft)491
Queue Length 95th (ft)685
Internal Link Dist (ft)1163
Turn Bay Length (ft)
Base Capacity (vph)2632
Starvation Cap Reductn0
Spillback Cap Reductn0
Storage Cap Reductn0
Reduced v/c Ratio0.70
Intersection Summary
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM No Build
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBUNBLNBTNBRSBU
Lane Configurations
Traffic Volume (vph)2021111287104223917419129
Future Volume (vph)2021111287104223917419129
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0125012500
Storage Lanes 010111
Taper Length (ft)25250
Lane Util. Factor1.001.001.001.001.001.001.000.951.000.951.000.95
Frt0.8500.8500.850
Flt Protected0.9560.9550.950
Satd. Flow (prot)017811583001779158301770353915830
Flt Permitted0.5930.7200.950
Satd. Flow (perm)011051583001341158301770353915830
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)553545
Link Distance (ft)685734429
Travel Time (s)8.514.36.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)22212114281162443193410132
Shared Lane Traffic (%)
Lane Group Flow (vph)024120015111606719341010
Turn TypePermNApm+ovPermPermNApm+ovProtProtNAPermProt
Protected Phases45!81!5!521!
Permitted Phases448882
Detector Phase 445888155221
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.07.07.07.012.012.07.0
Minimum Split (s)24.624.615.324.624.624.615.315.315.324.524.515.3
Total Split (s)30.030.025.030.030.030.030.025.025.092.092.030.0
Total Split (%)19.7%19.7%16.4%19.7%19.7%19.7%19.7%16.4%16.4%60.5%60.5%19.7%
Maximum Green (s)23.423.418.723.423.423.423.718.718.785.585.523.7
Yellow Time (s)3.83.83.03.83.83.83.03.03.04.54.53.0
All-Red Time (s)2.82.83.32.82.82.83.33.33.32.02.03.3
Lost Time Adjust (s)0.00.00.00.00.00.00.0
Total Lost Time (s)6.66.36.66.36.36.56.5
Lead/LagLeadLagLeadLeadLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneNoneC-MaxC-MaxNone
Act Effct Green (s)20.738.520.751.011.288.288.2
Actuated g/C Ratio0.140.250.140.340.070.580.58
v/c Ratio0.160.030.830.220.520.940.11
Control Delay59.139.596.636.780.840.415.4
Queue Delay0.00.00.00.00.00.00.0
Total Delay59.139.596.636.780.840.415.4
LOSEDFDFDB
Approach Delay52.570.640.5
Approach LOSDED
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM No Build
Dionne C. Brown, PE Page 2
Lane GroupSBLSBTSBR
Lane Configurations
Traffic Volume (vph)200166611
Future Volume (vph)200166611
Ideal Flow (vphpl)190019001900
Storage Length (ft)4000
Storage Lanes10
Taper Length (ft)100
Lane Util. Factor1.000.950.95
Frt0.999
Flt Protected0.950
Satd. Flow (prot)177035360
Flt Permitted0.950
Satd. Flow (perm)177035360
Right Turn on RedNo
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)1243
Travel Time (s)18.8
Peak Hour Factor0.900.900.90
Adj. Flow (vph)222185112
Shared Lane Traffic (%)
Lane Group Flow (vph)25418630
Turn TypeProtNA
Protected Phases16
Permitted Phases
Detector Phase16
Switch Phase
Minimum Initial (s)7.012.0
Minimum Split (s)15.324.5
Total Split (s)30.097.0
Total Split (%)19.7%63.8%
Maximum Green (s)23.790.5
Yellow Time (s)3.04.5
All-Red Time (s)3.32.0
Lost Time Adjust (s)0.00.0
Total Lost Time (s)6.36.5
Lead/LagLagLag
Lead-Lag Optimize?YesYes
Vehicle Extension (s)3.03.0
Recall ModeNoneC-Max
Act Effct Green (s)23.7103.3
Actuated g/C Ratio0.160.68
v/c Ratio0.920.78
Control Delay100.321.5
Queue Delay0.00.0
Total Delay100.321.5
LOSFC
Approach Delay30.9
Approach LOSC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM No Build
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBUNBLNBTNBRSBU
Queue Length 50th (ft)219146816593545
Queue Length 95th (ft)5126#248132117#114876
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125
Base Capacity (vph)1704792065312172053918
Starvation Cap Reductn0000000
Spillback Cap Reductn0000000
Storage Cap Reductn0000000
Reduced v/c Ratio0.140.030.730.220.310.940.11
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 30 (20%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 37.9Intersection LOS: D
Intersection Capacity Utilization 94.5%ICU Level of Service F
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
! Phase conflict between lane groups.
Splits and Phases: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM No Build
Dionne C. Brown, PE Page 4
Lane GroupSBLSBTSBR
Queue Length 50th (ft)252684
Queue Length 95th (ft)#424868
Internal Link Dist (ft)1163
Turn Bay Length (ft)400
Base Capacity (vph)2752403
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.920.78
Intersection Summary
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 1
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBUNBLNBTNBRSBU
Lane Configurations
Traffic Volume (vph)20211113571046439179610329
Future Volume (vph)20211113571046439179610329
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0125012500
Storage Lanes 010111
Taper Length (ft)25250
Lane Util. Factor1.001.001.001.001.001.001.000.951.000.951.000.95
Frt0.8500.8500.850
Flt Protected0.9560.9550.950
Satd. Flow (prot)017811583001779158301770353915830
Flt Permitted0.5820.7190.950
Satd. Flow (perm)010841583001339158301770353915830
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)553545
Link Distance (ft)685734429
Travel Time (s)8.514.36.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)22212115081167143199611432
Shared Lane Traffic (%)
Lane Group Flow (vph)0241200159116011419961140
Turn TypePermNApm+ovPermPermNApm+ovProtProtNAPermProt
Protected Phases45!81!5!521!
Permitted Phases448882
Detector Phase 445888155221
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.07.07.07.012.012.07.0
Minimum Split (s)24.624.615.324.624.624.615.315.315.324.524.515.3
Total Split (s)30.030.025.030.030.030.030.025.025.092.092.030.0
Total Split (%)19.7%19.7%16.4%19.7%19.7%19.7%19.7%16.4%16.4%60.5%60.5%19.7%
Maximum Green (s)23.423.418.723.423.423.423.718.718.785.585.523.7
Yellow Time (s)3.83.83.03.83.83.83.03.03.04.54.53.0
All-Red Time (s)2.82.83.32.82.82.83.33.33.32.02.03.3
Lost Time Adjust (s)0.00.00.00.00.00.00.0
Total Lost Time (s)6.66.36.66.36.36.56.5
Lead/LagLeadLagLeadLeadLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneNoneC-MaxC-MaxNone
Act Effct Green (s)21.242.521.251.514.787.787.7
Actuated g/C Ratio0.140.280.140.340.100.580.58
v/c Ratio0.160.030.850.220.670.980.12
Control Delay59.036.799.536.484.846.815.7
Queue Delay0.00.00.00.00.00.00.0
Total Delay59.036.799.536.484.846.815.7
LOSEDFDFDB
Approach Delay51.572.947.1
Approach LOSDED
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 1
Dionne C. Brown, PE Page 2
Lane GroupSBLSBTSBR
Lane Configurations
Traffic Volume (vph)200169711
Future Volume (vph)200169711
Ideal Flow (vphpl)190019001900
Storage Length (ft)4000
Storage Lanes10
Taper Length (ft)100
Lane Util. Factor1.000.950.95
Frt0.999
Flt Protected0.950
Satd. Flow (prot)177035360
Flt Permitted0.950
Satd. Flow (perm)177035360
Right Turn on RedNo
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)1243
Travel Time (s)18.8
Peak Hour Factor0.900.900.90
Adj. Flow (vph)222188612
Shared Lane Traffic (%)
Lane Group Flow (vph)25418980
Turn TypeProtNA
Protected Phases16
Permitted Phases
Detector Phase16
Switch Phase
Minimum Initial (s)7.012.0
Minimum Split (s)15.324.5
Total Split (s)30.097.0
Total Split (%)19.7%63.8%
Maximum Green (s)23.790.5
Yellow Time (s)3.04.5
All-Red Time (s)3.32.0
Lost Time Adjust (s)0.00.0
Total Lost Time (s)6.36.5
Lead/LagLagLag
Lead-Lag Optimize?YesYes
Vehicle Extension (s)3.03.0
Recall ModeNoneC-Max
Act Effct Green (s)23.796.7
Actuated g/C Ratio0.160.64
v/c Ratio0.920.84
Control Delay100.327.4
Queue Delay0.00.0
Total Delay100.327.4
LOSFC
Approach Delay36.0
Approach LOSD
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 1
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBUNBLNBTNBRSBU
Queue Length 50th (ft)21815480111~101952
Queue Length 95th (ft)5125#269132176#121685
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125
Base Capacity (vph)1664842065362172041913
Starvation Cap Reductn0000000
Spillback Cap Reductn0000000
Storage Cap Reductn0000000
Reduced v/c Ratio0.140.020.770.220.530.980.12
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 30 (20%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 130
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 43.6Intersection LOS: D
Intersection Capacity Utilization 96.0%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.
! Phase conflict between lane groups.
Splits and Phases: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 1
Dionne C. Brown, PE Page 4
Lane GroupSBLSBTSBR
Queue Length 50th (ft)252777
Queue Length 95th (ft)#424958
Internal Link Dist (ft)1163
Turn Bay Length (ft)400
Base Capacity (vph)2752250
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.920.84
Intersection Summary
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 2
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBUNBLNBTNBRSBU
Lane Configurations
Traffic Volume (vph)20211113571046739179610329
Future Volume (vph)20211113571046739179610329
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0125012500
Storage Lanes 010111
Taper Length (ft)25250
Lane Util. Factor1.001.001.001.001.001.001.000.951.000.951.000.95
Frt0.8500.8500.850
Flt Protected0.9560.9550.950
Satd. Flow (prot)017811583001779158301770353915830
Flt Permitted0.5820.7190.950
Satd. Flow (perm)010841583001339158301770353915830
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)553545
Link Distance (ft)685734429
Travel Time (s)8.514.36.5
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)22212115081167443199611432
Shared Lane Traffic (%)
Lane Group Flow (vph)0241200159116011719961140
Turn TypePermNApm+ovPermPermNApm+ovProtProtNAPermProt
Protected Phases45!81!5!521!
Permitted Phases448882
Detector Phase 445888155221
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.07.07.07.012.012.07.0
Minimum Split (s)24.624.615.324.624.624.615.315.315.324.524.515.3
Total Split (s)30.030.025.030.030.030.030.025.025.092.092.030.0
Total Split (%)19.7%19.7%16.4%19.7%19.7%19.7%19.7%16.4%16.4%60.5%60.5%19.7%
Maximum Green (s)23.423.418.723.423.423.423.718.718.785.585.523.7
Yellow Time (s)3.83.83.03.83.83.83.03.03.04.54.53.0
All-Red Time (s)2.82.83.32.82.82.83.33.33.32.02.03.3
Lost Time Adjust (s)0.00.00.00.00.00.00.0
Total Lost Time (s)6.66.36.66.36.36.56.5
Lead/LagLeadLagLeadLeadLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneNoneC-MaxC-MaxNone
Act Effct Green (s)21.242.821.251.515.087.787.7
Actuated g/C Ratio0.140.280.140.340.100.580.58
v/c Ratio0.160.030.850.220.670.980.12
Control Delay59.036.699.536.484.646.815.7
Queue Delay0.00.00.00.00.00.00.0
Total Delay59.036.699.536.484.646.815.7
LOSEDFDFDB
Approach Delay51.572.947.2
Approach LOSDED
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 2
Dionne C. Brown, PE Page 2
Lane GroupSBLSBTSBR
Lane Configurations
Traffic Volume (vph)200169711
Future Volume (vph)200169711
Ideal Flow (vphpl)190019001900
Storage Length (ft)4000
Storage Lanes10
Taper Length (ft)100
Lane Util. Factor1.000.950.95
Frt0.999
Flt Protected0.950
Satd. Flow (prot)177035360
Flt Permitted0.950
Satd. Flow (perm)177035360
Right Turn on RedNo
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)1243
Travel Time (s)18.8
Peak Hour Factor0.900.900.90
Adj. Flow (vph)222188612
Shared Lane Traffic (%)
Lane Group Flow (vph)25418980
Turn TypeProtNA
Protected Phases16
Permitted Phases
Detector Phase16
Switch Phase
Minimum Initial (s)7.012.0
Minimum Split (s)15.324.5
Total Split (s)30.097.0
Total Split (%)19.7%63.8%
Maximum Green (s)23.790.5
Yellow Time (s)3.04.5
All-Red Time (s)3.32.0
Lost Time Adjust (s)0.00.0
Total Lost Time (s)6.36.5
Lead/LagLagLag
Lead-Lag Optimize?YesYes
Vehicle Extension (s)3.03.0
Recall ModeNoneC-Max
Act Effct Green (s)23.796.4
Actuated g/C Ratio0.160.63
v/c Ratio0.920.85
Control Delay100.327.7
Queue Delay0.00.0
Total Delay100.327.7
LOSFC
Approach Delay36.3
Approach LOSD
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 2
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBUNBLNBTNBRSBU
Queue Length 50th (ft)21815480114~101952
Queue Length 95th (ft)5125#269132182#121685
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125
Base Capacity (vph)1664842065362172041913
Starvation Cap Reductn0000000
Spillback Cap Reductn0000000
Storage Cap Reductn0000000
Reduced v/c Ratio0.140.020.770.220.540.980.12
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 30 (20%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 130
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 43.7Intersection LOS: D
Intersection Capacity Utilization 96.0%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.
! Phase conflict between lane groups.
Splits and Phases: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 2
Dionne C. Brown, PE Page 4
Lane GroupSBLSBTSBR
Queue Length 50th (ft)252782
Queue Length 95th (ft)#424958
Internal Link Dist (ft)1163
Turn Bay Length (ft)400
Base Capacity (vph)2752243
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.920.85
Intersection Summary
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 43
US 17 BUS (Market Street) at Bump
Along Road
HCM 2010 TWSC
200: Market Street & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Existing
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h011120117050
Future Vol, veh/h011120117050
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0-50---
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow011133418940
Major/MinorMinor2Major1Major2
Conflicting Flow All256394718940-0
Stage 11894 -----
Stage 2669 -----
Critical Hdwy6.846.944.14---
Critical Hdwy Stg 15.84 -----
Critical Hdwy Stg 25.84 -----
Follow-up Hdwy3.523.322.22---
Pot Cap-1 Maneuver21262311---
Stage 1104 -----
Stage 2471 -----
Platoon blocked, %---
Mov Cap-1 Maneuver21262311---
Mov Cap-2 Maneuver83 -----
Stage 1104 -----
Stage 2469 -----
ApproachEBNBSB
HCM Control Delay, s18.800
HCM LOSC
Minor Lane/Major MvmtNBLNBTEBLn1SBTSBR
Capacity (veh/h)311-262--
HCM Lane V/C Ratio0.004-0.004--
HCM Control Delay (s)16.6-18.8--
HCM Lane LOSC-C--
HCM 95th %tile Q(veh)0-0--
HCM 2010 TWSC
200: Market Street & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM No Build
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h010133118091
Future Vol, veh/h010133118091
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length-0 ----
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow010147920101
Major/MinorMinor2Major1Major2
Conflicting Flow All-1006-0-0
Stage 1------
Stage 2------
Critical Hdwy-6.94 ----
Critical Hdwy Stg 1------
Critical Hdwy Stg 2------
Follow-up Hdwy-3.32 ----
Pot Cap-1 Maneuver02390---
Stage 10-0---
Stage 20-0---
Platoon blocked, %---
Mov Cap-1 Maneuver-239 ----
Mov Cap-2 Maneuver------
Stage 1------
Stage 2------
ApproachEBNBSB
HCM Control Delay, s20.100
HCM LOSC
Minor Lane/Major MvmtNBTEBLn1SBTSBR
Capacity (veh/h)-239--
HCM Lane V/C Ratio-0.005--
HCM Control Delay (s)-20.1--
HCM Lane LOS-C--
HCM 95th %tile Q(veh)-0--
HCM 2010 TWSC
200: Market Street & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 1
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0.4
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h04801385180869
Future Vol, veh/h04801385180869
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length-0 ----
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow05301539200977
Major/MinorMinor2Major1Major2
Conflicting Flow All-1043-0-0
Stage 1------
Stage 2------
Critical Hdwy-6.94 ----
Critical Hdwy Stg 1------
Critical Hdwy Stg 2------
Follow-up Hdwy-3.32 ----
Pot Cap-1 Maneuver02260---
Stage 10-0---
Stage 20-0---
Platoon blocked, %---
Mov Cap-1 Maneuver-226 ----
Mov Cap-2 Maneuver------
Stage 1------
Stage 2------
ApproachEBNBSB
HCM Control Delay, s25.800
HCM LOSD
Minor Lane/Major MvmtNBTEBLn1SBTSBR
Capacity (veh/h)-226--
HCM Lane V/C Ratio-0.236--
HCM Control Delay (s)-25.8--
HCM Lane LOS-D--
HCM 95th %tile Q(veh)-0.9--
HCM 2010 TWSC
200: Market Street & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build + Improvements - Alternative 1
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0.4
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h04801385180869
Future Vol, veh/h04801385180869
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length-0---0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow05301539200977
Major/MinorMinor2Major1Major2
Conflicting Flow All-1004-0-0
Stage 1------
Stage 2------
Critical Hdwy-6.94 ----
Critical Hdwy Stg 1------
Critical Hdwy Stg 2------
Follow-up Hdwy-3.32 ----
Pot Cap-1 Maneuver02400---
Stage 10-0---
Stage 20-0---
Platoon blocked, %---
Mov Cap-1 Maneuver-240 ----
Mov Cap-2 Maneuver------
Stage 1------
Stage 2------
ApproachEBNBSB
HCM Control Delay, s24.200
HCM LOSC
Minor Lane/Major MvmtNBTEBLn1SBTSBR
Capacity (veh/h)-240--
HCM Lane V/C Ratio-0.222--
HCM Control Delay (s)-24.2--
HCM Lane LOS-C--
HCM 95th %tile Q(veh)-0.8--
HCM 2010 TWSC
200: Market Street & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 2
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0.5
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h05601388180179
Future Vol, veh/h05601388180179
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length-0 ----
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow06201542200188
Major/MinorMinor2Major1Major2
Conflicting Flow All-1044-0-0
Stage 1------
Stage 2------
Critical Hdwy-6.94 ----
Critical Hdwy Stg 1------
Critical Hdwy Stg 2------
Follow-up Hdwy-3.32 ----
Pot Cap-1 Maneuver02260---
Stage 10-0---
Stage 20-0---
Platoon blocked, %---
Mov Cap-1 Maneuver-226 ----
Mov Cap-2 Maneuver------
Stage 1------
Stage 2------
ApproachEBNBSB
HCM Control Delay, s26.900
HCM LOSD
Minor Lane/Major MvmtNBTEBLn1SBTSBR
Capacity (veh/h)-226--
HCM Lane V/C Ratio-0.275--
HCM Control Delay (s)-26.9--
HCM Lane LOS-D--
HCM 95th %tile Q(veh)-1.1--
HCM 2010 TWSC
200: Market Street & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build + Improvements - Alternative 2
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0.4
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h05601388180179
Future Vol, veh/h05601388180179
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length-0---0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow06201542200188
Major/MinorMinor2Major1Major2
Conflicting Flow All-1001-0-0
Stage 1------
Stage 2------
Critical Hdwy-6.94 ----
Critical Hdwy Stg 1------
Critical Hdwy Stg 2------
Follow-up Hdwy-3.32 ----
Pot Cap-1 Maneuver02410---
Stage 10-0---
Stage 20-0---
Platoon blocked, %---
Mov Cap-1 Maneuver-241 ----
Mov Cap-2 Maneuver------
Stage 1------
Stage 2------
ApproachEBNBSB
HCM Control Delay, s25.100
HCM LOSD
Minor Lane/Major MvmtNBTEBLn1SBTSBR
Capacity (veh/h)-241--
HCM Lane V/C Ratio-0.258--
HCM Control Delay (s)-25.1--
HCM Lane LOS-D--
HCM 95th %tile Q(veh)-1--
HCM 2010 TWSC
200: Market Street & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Existing
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h021180817163
Future Vol, veh/h021180817163
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0-50---
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow021200919073
Major/MinorMinor2Major1Major2
Conflicting Flow All291595519100-0
Stage 11908 -----
Stage 21007 -----
Critical Hdwy6.846.944.14---
Critical Hdwy Stg 15.84 -----
Critical Hdwy Stg 25.84 -----
Follow-up Hdwy3.523.322.22---
Pot Cap-1 Maneuver12259307---
Stage 1102 -----
Stage 2314 -----
Platoon blocked, %---
Mov Cap-1 Maneuver12259307---
Mov Cap-2 Maneuver74 -----
Stage 1102 -----
Stage 2313 -----
ApproachEBNBSB
HCM Control Delay, s1900
HCM LOSC
Minor Lane/Major MvmtNBLNBTEBLn1SBTSBR
Capacity (veh/h)307-259--
HCM Lane V/C Ratio0.004-0.009--
HCM Control Delay (s)16.8-19--
HCM Lane LOSC-C--
HCM 95th %tile Q(veh)0-0--
HCM 2010 TWSC
200: Market Street & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM No Build
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h020193718234
Future Vol, veh/h020193718234
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length-0 ----
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow020215220264
Major/MinorMinor2Major1Major2
Conflicting Flow All-1015-0-0
Stage 1------
Stage 2------
Critical Hdwy-6.94 ----
Critical Hdwy Stg 1------
Critical Hdwy Stg 2------
Follow-up Hdwy-3.32 ----
Pot Cap-1 Maneuver02360---
Stage 10-0---
Stage 20-0---
Platoon blocked, %---
Mov Cap-1 Maneuver-236 ----
Mov Cap-2 Maneuver------
Stage 1------
Stage 2------
ApproachEBNBSB
HCM Control Delay, s20.400
HCM LOSC
Minor Lane/Major MvmtNBTEBLn1SBTSBR
Capacity (veh/h)-236--
HCM Lane V/C Ratio-0.009--
HCM Control Delay (s)-20.4--
HCM Lane LOS-C--
HCM 95th %tile Q(veh)-0--
HCM 2010 TWSC
200: Market Street & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 1
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh1.7
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h013702046181988
Future Vol, veh/h013702046181988
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length-0 ----
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow015202273202198
Major/MinorMinor2Major1Major2
Conflicting Flow All-1059-0-0
Stage 1------
Stage 2------
Critical Hdwy-6.94 ----
Critical Hdwy Stg 1------
Critical Hdwy Stg 2------
Follow-up Hdwy-3.32 ----
Pot Cap-1 Maneuver02210---
Stage 10-0---
Stage 20-0---
Platoon blocked, %---
Mov Cap-1 Maneuver-221 ----
Mov Cap-2 Maneuver------
Stage 1------
Stage 2------
ApproachEBNBSB
HCM Control Delay, s5100
HCM LOSF
Minor Lane/Major MvmtNBTEBLn1SBTSBR
Capacity (veh/h)-221--
HCM Lane V/C Ratio-0.689--
HCM Control Delay (s)-51--
HCM Lane LOS-F--
HCM 95th %tile Q(veh)-4.4--
HCM 2010 TWSC
200: Market Street & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build + Improvements - Alternative 1
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh1.5
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h013702046181988
Future Vol, veh/h013702046181988
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length-0---0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow015202273202198
Major/MinorMinor2Major1Major2
Conflicting Flow All-1011-0-0
Stage 1------
Stage 2------
Critical Hdwy-6.94 ----
Critical Hdwy Stg 1------
Critical Hdwy Stg 2------
Follow-up Hdwy-3.32 ----
Pot Cap-1 Maneuver02370---
Stage 10-0---
Stage 20-0---
Platoon blocked, %---
Mov Cap-1 Maneuver-237 ----
Mov Cap-2 Maneuver------
Stage 1------
Stage 2------
ApproachEBNBSB
HCM Control Delay, s4400
HCM LOSE
Minor Lane/Major MvmtNBTEBLn1SBTSBR
Capacity (veh/h)-237--
HCM Lane V/C Ratio-0.642--
HCM Control Delay (s)-44--
HCM Lane LOS-E--
HCM 95th %tile Q(veh)-3.9--
HCM 2010 TWSC
200: Market Street & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 2
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh2.6
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h0161020501801109
Future Vol, veh/h0161020501801109
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length-0 ----
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow0179022782001121
Major/MinorMinor2Major1Major2
Conflicting Flow All-1061-0-0
Stage 1------
Stage 2------
Critical Hdwy-6.94 ----
Critical Hdwy Stg 1------
Critical Hdwy Stg 2------
Follow-up Hdwy-3.32 ----
Pot Cap-1 Maneuver02200---
Stage 10-0---
Stage 20-0---
Platoon blocked, %---
Mov Cap-1 Maneuver-220 ----
Mov Cap-2 Maneuver------
Stage 1------
Stage 2------
ApproachEBNBSB
HCM Control Delay, s67.400
HCM LOSF
Minor Lane/Major MvmtNBTEBLn1SBTSBR
Capacity (veh/h)-220--
HCM Lane V/C Ratio-0.813--
HCM Control Delay (s)-67.4--
HCM Lane LOS-F--
HCM 95th %tile Q(veh)-6--
HCM 2010 TWSC
200: Market Street & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build + Improvements - Alternative 2
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh2.1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h0161020501801109
Future Vol, veh/h0161020501801109
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length-0---0
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow0179022782001121
Major/MinorMinor2Major1Major2
Conflicting Flow All-1001-0-0
Stage 1------
Stage 2------
Critical Hdwy-6.94 ----
Critical Hdwy Stg 1------
Critical Hdwy Stg 2------
Follow-up Hdwy-3.32 ----
Pot Cap-1 Maneuver02410---
Stage 10-0---
Stage 20-0---
Platoon blocked, %---
Mov Cap-1 Maneuver-241 ----
Mov Cap-2 Maneuver------
Stage 1------
Stage 2------
ApproachEBNBSB
HCM Control Delay, s53.300
HCM LOSF
Minor Lane/Major MvmtNBTEBLn1SBTSBR
Capacity (veh/h)-241--
HCM Lane V/C Ratio-0.742--
HCM Control Delay (s)-53.3--
HCM Lane LOS-F--
HCM 95th %tile Q(veh)-5.2--
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 44
US 17 BUS (Market Street) U-Turn
HCM 2010 TWSC
11: Market Street & U-turn 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM No Build
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0.2
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h1800116100
Future Vol, veh/h1800116100
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 -----
Veh in Median Storage, #0--0--
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow2000129000
Major/MinorMinor2Major1
Conflicting Flow All645--0
Stage 10---
Stage 2645---
Critical Hdwy6.84---
Critical Hdwy Stg 1----
Critical Hdwy Stg 25.84---
Follow-up Hdwy3.52---
Pot Cap-1 Maneuver40500-
Stage 1-00-
Stage 248400-
Platoon blocked, %-
Mov Cap-1 Maneuver405---
Mov Cap-2 Maneuver405---
Stage 1----
Stage 2484---
ApproachEBNB
HCM Control Delay, s14.40
HCM LOSB
Minor Lane/Major MvmtNBTEBLn1
Capacity (veh/h)-405
HCM Lane V/C Ratio-0.049
HCM Control Delay (s)-14.4
HCM Lane LOS-B
HCM 95th %tile Q(veh)-0.2
HCM 2010 TWSC
11: 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 1
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0.6
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h4600119000
Future Vol, veh/h4600119000
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 -----
Veh in Median Storage, #0--0--
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow5100132200
Major/MinorMinor2Major1
Conflicting Flow All661--0
Stage 10---
Stage 2661---
Critical Hdwy6.84---
Critical Hdwy Stg 1----
Critical Hdwy Stg 25.84---
Follow-up Hdwy3.52---
Pot Cap-1 Maneuver39500-
Stage 1-00-
Stage 247500-
Platoon blocked, %-
Mov Cap-1 Maneuver395---
Mov Cap-2 Maneuver395---
Stage 1----
Stage 2475---
ApproachEBNB
HCM Control Delay, s15.50
HCM LOSC
Minor Lane/Major MvmtNBTEBLn1
Capacity (veh/h)-395
HCM Lane V/C Ratio-0.129
HCM Control Delay (s)-15.5
HCM Lane LOS-C
HCM 95th %tile Q(veh)-0.4
Lanes, Volumes, Timings
11: 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build + Improvements - Alternative 1
Dionne C. Brown, PE Page 1
Lane GroupEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (vph)4600119000
Future Volume (vph)4600119000
Ideal Flow (vphpl)190019001900190019001900
Lane Util. Factor1.001.001.000.951.001.00
Frt
Flt Protected0.950
Satd. Flow (prot)177000353900
Flt Permitted0.950
Satd. Flow (perm)177000353900
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)303030
Link Distance (ft)609162510
Travel Time (s)1.420.857.0
Peak Hour Factor0.900.900.900.900.900.90
Adj. Flow (vph)5100132200
Shared Lane Traffic (%)
Lane Group Flow (vph)5100132200
Turn TypeProtNA
Protected Phases42
Permitted Phases
Detector Phase42
Switch Phase
Minimum Initial (s)7.012.0
Minimum Split (s)22.522.5
Total Split (s)24.052.0
Total Split (%)31.6%68.4%
Maximum Green (s)17.045.0
Yellow Time (s)5.05.0
All-Red Time (s)2.02.0
Lost Time Adjust (s)-2.0-2.0
Total Lost Time (s)5.05.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.0
Recall ModeNoneC-Max
Act Effct Green (s)10.163.5
Actuated g/C Ratio0.130.84
v/c Ratio0.220.45
Control Delay32.53.8
Queue Delay0.00.0
Total Delay32.53.8
LOSCA
Approach Delay32.53.8
Approach LOSCA
Queue Length 50th (ft)35105
Queue Length 95th (ft)m43165
Internal Link Dist (ft)18362430
Lanes, Volumes, Timings
11: 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build + Improvements - Alternative 1
Dionne C. Brown, PE Page 2
Lane GroupEBLEBRNBLNBTSBTSBR
Turn Bay Length (ft)
Base Capacity (vph)4422958
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.120.45
Intersection Summary
Area Type:Other
Cycle Length: 76
Actuated Cycle Length: 76
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.45
Intersection Signal Delay: 4.9Intersection LOS: A
Intersection Capacity Utilization 68.3%ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 11:
HCM 2010 TWSC
11: Market Street & U-turn 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 2
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0.6
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h4600119000
Future Vol, veh/h4600119000
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 -----
Veh in Median Storage, #0--0--
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow5100132200
Major/MinorMinor2Major1
Conflicting Flow All661--0
Stage 10---
Stage 2661---
Critical Hdwy6.84---
Critical Hdwy Stg 1----
Critical Hdwy Stg 25.84---
Follow-up Hdwy3.52---
Pot Cap-1 Maneuver39500-
Stage 1-00-
Stage 247500-
Platoon blocked, %-
Mov Cap-1 Maneuver395---
Mov Cap-2 Maneuver395---
Stage 1----
Stage 2475---
ApproachEBNB
HCM Control Delay, s15.50
HCM LOSC
Minor Lane/Major MvmtNBTEBLn1
Capacity (veh/h)-395
HCM Lane V/C Ratio-0.129
HCM Control Delay (s)-15.5
HCM Lane LOS-C
HCM 95th %tile Q(veh)-0.4
Lanes, Volumes, Timings
11: Market Street & U-turn 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build + Improvements - Alternative 2
Dionne C. Brown, PE Page 1
Lane GroupEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (vph)4600119000
Future Volume (vph)4600119000
Ideal Flow (vphpl)190019001900190019001900
Lane Util. Factor1.001.001.000.951.001.00
Frt
Flt Protected0.950
Satd. Flow (prot)177000353900
Flt Permitted0.950
Satd. Flow (perm)177000353900
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)304545
Link Distance (ft)609162510
Travel Time (s)1.413.938.0
Peak Hour Factor0.900.900.900.900.900.90
Adj. Flow (vph)5100132200
Shared Lane Traffic (%)
Lane Group Flow (vph)5100132200
Turn TypeProtNA
Protected Phases42
Permitted Phases
Detector Phase42
Switch Phase
Minimum Initial (s)7.012.0
Minimum Split (s)25.025.0
Total Split (s)25.051.0
Total Split (%)32.9%67.1%
Maximum Green (s)18.044.0
Yellow Time (s)5.05.0
All-Red Time (s)2.02.0
Lost Time Adjust (s)-2.0-2.0
Total Lost Time (s)5.05.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.0
Recall ModeNoneC-Max
Act Effct Green (s)10.163.5
Actuated g/C Ratio0.130.84
v/c Ratio0.220.45
Control Delay30.63.8
Queue Delay0.00.0
Total Delay30.63.8
LOSCA
Approach Delay30.63.8
Approach LOSCA
Queue Length 50th (ft)31105
Queue Length 95th (ft)m44165
Internal Link Dist (ft)18362430
Lanes, Volumes, Timings
11: Market Street & U-turn 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build + Improvements - Alternative 2
Dionne C. Brown, PE Page 2
Lane GroupEBLEBRNBLNBTSBTSBR
Turn Bay Length (ft)
Base Capacity (vph)4652958
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.110.45
Intersection Summary
Area Type:Other
Cycle Length: 76
Actuated Cycle Length: 76
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.45
Intersection Signal Delay: 4.8Intersection LOS: A
Intersection Capacity Utilization 68.3%ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 11: Market Street & U-turn
HCM 2010 TWSC
11: Market Street & U-turn 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM No Build
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0.1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h1000199500
Future Vol, veh/h1000199500
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 -----
Veh in Median Storage, #0--0--
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow1100221700
Major/MinorMinor2Major1
Conflicting Flow All1108--0
Stage 10---
Stage 21108---
Critical Hdwy6.84---
Critical Hdwy Stg 1----
Critical Hdwy Stg 25.84---
Follow-up Hdwy3.52---
Pot Cap-1 Maneuver20400-
Stage 1-00-
Stage 227800-
Platoon blocked, %-
Mov Cap-1 Maneuver204---
Mov Cap-2 Maneuver204---
Stage 1----
Stage 2278---
ApproachEBNB
HCM Control Delay, s23.70
HCM LOSC
Minor Lane/Major MvmtNBTEBLn1
Capacity (veh/h)-204
HCM Lane V/C Ratio-0.054
HCM Control Delay (s)-23.7
HCM Lane LOS-C
HCM 95th %tile Q(veh)-0.2
HCM 2010 TWSC
11: 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 1
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh1.8
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h9200202600
Future Vol, veh/h9200202600
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 -----
Veh in Median Storage, #0--0--
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow10200225100
Major/MinorMinor2Major1
Conflicting Flow All1126--0
Stage 10---
Stage 21126---
Critical Hdwy6.84---
Critical Hdwy Stg 1----
Critical Hdwy Stg 25.84---
Follow-up Hdwy3.52---
Pot Cap-1 Maneuver19900-
Stage 1-00-
Stage 227200-
Platoon blocked, %-
Mov Cap-1 Maneuver199---
Mov Cap-2 Maneuver199---
Stage 1----
Stage 2272---
ApproachEBNB
HCM Control Delay, s40.80
HCM LOSE
Minor Lane/Major MvmtNBTEBLn1
Capacity (veh/h)-199
HCM Lane V/C Ratio-0.514
HCM Control Delay (s)-40.8
HCM Lane LOS-E
HCM 95th %tile Q(veh)-2.6
Lanes, Volumes, Timings
11: 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build + Improvements - Alternative 1
Dionne C. Brown, PE Page 1
Lane GroupEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (vph)9200202600
Future Volume (vph)9200202600
Ideal Flow (vphpl)190019001900190019001900
Lane Util. Factor1.001.001.000.951.001.00
Frt
Flt Protected0.950
Satd. Flow (prot)177000353900
Flt Permitted0.950
Satd. Flow (perm)177000353900
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)304545
Link Distance (ft)609162510
Travel Time (s)1.413.938.0
Peak Hour Factor0.900.900.900.900.900.90
Adj. Flow (vph)10200225100
Shared Lane Traffic (%)
Lane Group Flow (vph)10200225100
Turn TypeProtNA
Protected Phases42
Permitted Phases
Detector Phase42
Switch Phase
Minimum Initial (s)7.012.0
Minimum Split (s)25.025.0
Total Split (s)25.051.0
Total Split (%)32.9%67.1%
Maximum Green (s)18.044.0
Yellow Time (s)5.05.0
All-Red Time (s)2.02.0
Lost Time Adjust (s)-2.0-2.0
Total Lost Time (s)5.05.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.0
Recall ModeNoneC-Max
Act Effct Green (s)11.957.9
Actuated g/C Ratio0.160.76
v/c Ratio0.370.83
Control Delay31.112.9
Queue Delay0.00.0
Total Delay31.112.9
LOSCB
Approach Delay31.112.9
Approach LOSCB
Queue Length 50th (ft)53356
Queue Length 95th (ft)m54#701
Internal Link Dist (ft)18362430
Lanes, Volumes, Timings
11: 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build + Improvements - Alternative 1
Dionne C. Brown, PE Page 2
Lane GroupEBLEBRNBLNBTSBTSBR
Turn Bay Length (ft)
Base Capacity (vph)4652696
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.220.83
Intersection Summary
Area Type:Other
Cycle Length: 76
Actuated Cycle Length: 76
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 13.7Intersection LOS: B
Intersection Capacity Utilization 71.8%ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 11:
HCM 2010 TWSC
11: Market Street & U-turn 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 2
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh1.8
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Vol, veh/h9200202600
Future Vol, veh/h9200202600
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 -----
Veh in Median Storage, #0--0--
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow10200225100
Major/MinorMinor2Major1
Conflicting Flow All1126--0
Stage 10---
Stage 21126---
Critical Hdwy6.84---
Critical Hdwy Stg 1----
Critical Hdwy Stg 25.84---
Follow-up Hdwy3.52---
Pot Cap-1 Maneuver19900-
Stage 1-00-
Stage 227200-
Platoon blocked, %-
Mov Cap-1 Maneuver199---
Mov Cap-2 Maneuver199---
Stage 1----
Stage 2272---
ApproachEBNB
HCM Control Delay, s40.80
HCM LOSE
Minor Lane/Major MvmtNBTEBLn1
Capacity (veh/h)-199
HCM Lane V/C Ratio-0.514
HCM Control Delay (s)-40.8
HCM Lane LOS-E
HCM 95th %tile Q(veh)-2.6
Lanes, Volumes, Timings
11: Market Street & U-turn 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build + Improvements - Alternative 2
Dionne C. Brown, PE Page 1
Lane GroupEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (vph)9200202600
Future Volume (vph)9200202600
Ideal Flow (vphpl)190019001900190019001900
Lane Util. Factor1.001.001.000.951.001.00
Frt
Flt Protected0.950
Satd. Flow (prot)177000353900
Flt Permitted0.950
Satd. Flow (perm)177000353900
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)304545
Link Distance (ft)609162510
Travel Time (s)1.413.938.0
Peak Hour Factor0.900.900.900.900.900.90
Adj. Flow (vph)10200225100
Shared Lane Traffic (%)
Lane Group Flow (vph)10200225100
Turn TypeProtNA
Protected Phases42
Permitted Phases
Detector Phase42
Switch Phase
Minimum Initial (s)7.012.0
Minimum Split (s)25.025.0
Total Split (s)25.051.0
Total Split (%)32.9%67.1%
Maximum Green (s)18.044.0
Yellow Time (s)5.05.0
All-Red Time (s)2.02.0
Lost Time Adjust (s)-2.0-2.0
Total Lost Time (s)5.05.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)3.03.0
Recall ModeNoneC-Min
Act Effct Green (s)11.957.9
Actuated g/C Ratio0.160.76
v/c Ratio0.370.83
Control Delay31.012.9
Queue Delay0.00.0
Total Delay31.012.9
LOSCB
Approach Delay31.012.9
Approach LOSCB
Queue Length 50th (ft)53356
Queue Length 95th (ft)m55#701
Internal Link Dist (ft)18362430
Lanes, Volumes, Timings
11: Market Street & U-turn 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build + Improvements - Alternative 2
Dionne C. Brown, PE Page 2
Lane GroupEBLEBRNBLNBTSBTSBR
Turn Bay Length (ft)
Base Capacity (vph)4652696
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.220.83
Intersection Summary
Area Type:Other
Cycle Length: 76
Actuated Cycle Length: 76
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 13.7Intersection LOS: B
Intersection Capacity Utilization 72.0%ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 11: Market Street & U-turn
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 45
Bump Along Road at Site Access 1
HCM 2010 TWSC
300: Site Access 1 & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 1
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh7
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Vol, veh/h50617043
Future Vol, veh/h50617043
Conflicting Peds, #/hr0 00000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow60688048
Major/MinorMajor1Major2Minor1
Conflicting Flow All00601496
Stage 1----6-
Stage 2----143-
Critical Hdwy--4.12-6.426.22
Critical Hdwy Stg 1----5.42-
Critical Hdwy Stg 2----5.42-
Follow-up Hdwy--2.218-3.5183.318
Pot Cap-1 Maneuver--1615-8431077
Stage 1----1017-
Stage 2----884-
Platoon blocked, %---
Mov Cap-1 Maneuver--1615-8081077
Mov Cap-2 Maneuver----808-
Stage 1----1017-
Stage 2----847-
ApproachEBWBNB
HCM Control Delay, s06.68.5
HCM LOSA
Minor Lane/Major MvmtNBLn1EBTEBRWBLWBT
Capacity (veh/h)1077--1615-
HCM Lane V/C Ratio0.044--0.042-
HCM Control Delay (s)8.5--7.30
HCM Lane LOSA--AA
HCM 95th %tile Q(veh)0.1--0.1-
HCM 2010 TWSC
300: Site Access 1 & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 2
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh7.1
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Vol, veh/h50727051
Future Vol, veh/h50727051
Conflicting Peds, #/hr0 00000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow60808057
Major/MinorMajor1Major2Minor1
Conflicting Flow All00601746
Stage 1----6-
Stage 2----168-
Critical Hdwy--4.12-6.426.22
Critical Hdwy Stg 1----5.42-
Critical Hdwy Stg 2----5.42-
Follow-up Hdwy--2.218-3.5183.318
Pot Cap-1 Maneuver--1615-8161077
Stage 1----1017-
Stage 2----862-
Platoon blocked, %---
Mov Cap-1 Maneuver--1615-7751077
Mov Cap-2 Maneuver----775-
Stage 1----1017-
Stage 2----819-
ApproachEBWBNB
HCM Control Delay, s06.78.5
HCM LOSA
Minor Lane/Major MvmtNBLn1EBTEBRWBLWBT
Capacity (veh/h)1077--1615-
HCM Lane V/C Ratio0.053--0.05-
HCM Control Delay (s)8.5--7.30
HCM Lane LOSA--AA
HCM 95th %tile Q(veh)0.2--0.2-
HCM 2010 TWSC
300: Site Access 1 & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 1
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh7.4
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Vol, veh/h14077110123
Future Vol, veh/h14077110123
Conflicting Peds, #/hr0 00000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow16086120137
Major/MinorMajor1Major2Minor1
Conflicting Flow All0016019916
Stage 1----16-
Stage 2----183-
Critical Hdwy--4.12-6.426.22
Critical Hdwy Stg 1----5.42-
Critical Hdwy Stg 2----5.42-
Follow-up Hdwy--2.218-3.5183.318
Pot Cap-1 Maneuver--1602-7901063
Stage 1----1007-
Stage 2----848-
Platoon blocked, %---
Mov Cap-1 Maneuver--1602-7471063
Mov Cap-2 Maneuver----747-
Stage 1----1007-
Stage 2----802-
ApproachEBWBNB
HCM Control Delay, s06.58.9
HCM LOSA
Minor Lane/Major MvmtNBLn1EBTEBRWBLWBT
Capacity (veh/h)1063--1602-
HCM Lane V/C Ratio0.129--0.053-
HCM Control Delay (s)8.9--7.40
HCM Lane LOSA--AA
HCM 95th %tile Q(veh)0.4--0.2-
HCM 2010 TWSC
300: Site Access 1 & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 2
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh7.6
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Vol, veh/h14098110147
Future Vol, veh/h14098110147
Conflicting Peds, #/hr0 00000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow160109120163
Major/MinorMajor1Major2Minor1
Conflicting Flow All0016024616
Stage 1----16-
Stage 2----230-
Critical Hdwy--4.12-6.426.22
Critical Hdwy Stg 1----5.42-
Critical Hdwy Stg 2----5.42-
Follow-up Hdwy--2.218-3.5183.318
Pot Cap-1 Maneuver--1602-7421063
Stage 1----1007-
Stage 2----808-
Platoon blocked, %---
Mov Cap-1 Maneuver--1602-6911063
Mov Cap-2 Maneuver----691-
Stage 1----1007-
Stage 2----752-
ApproachEBWBNB
HCM Control Delay, s06.79
HCM LOSA
Minor Lane/Major MvmtNBLn1EBTEBRWBLWBT
Capacity (veh/h)1063--1602-
HCM Lane V/C Ratio0.154--0.068-
HCM Control Delay (s)9--7.40
HCM Lane LOSA--AA
HCM 95th %tile Q(veh)0.5--0.2-
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 46
Bump Along Road at Site Access 2
HCM 2010 TWSC
400: Site Access 2 & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 1
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh6.4
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Vol, veh/h1 06104
Future Vol, veh/h1 06104
Conflicting Peds, #/hr0 00000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow1 07104
Major/MinorMajor1Major2Minor1
Conflicting Flow All0010151
Stage 1----1-
Stage 2----14-
Critical Hdwy--4.12-6.426.22
Critical Hdwy Stg 1----5.42-
Critical Hdwy Stg 2----5.42-
Follow-up Hdwy--2.218-3.5183.318
Pot Cap-1 Maneuver--1622-10041084
Stage 1----1022-
Stage 2----1009-
Platoon blocked, %---
Mov Cap-1 Maneuver--1622-10001084
Mov Cap-2 Maneuver----1000-
Stage 1----1022-
Stage 2----1005-
ApproachEBWBNB
HCM Control Delay, s06.28.3
HCM LOSA
Minor Lane/Major MvmtNBLn1EBTEBRWBLWBT
Capacity (veh/h)1084--1622-
HCM Lane V/C Ratio0.004--0.004-
HCM Control Delay (s)8.3--7.20
HCM Lane LOSA--AA
HCM 95th %tile Q(veh)0--0-
HCM 2010 TWSC
400: Site Access 2 & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 2
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh6.4
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Vol, veh/h1 06104
Future Vol, veh/h1 06104
Conflicting Peds, #/hr0 00000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow1 07104
Major/MinorMajor1Major2Minor1
Conflicting Flow All0010151
Stage 1----1-
Stage 2----14-
Critical Hdwy--4.12-6.426.22
Critical Hdwy Stg 1----5.42-
Critical Hdwy Stg 2----5.42-
Follow-up Hdwy--2.218-3.5183.318
Pot Cap-1 Maneuver--1622-10041084
Stage 1----1022-
Stage 2----1009-
Platoon blocked, %---
Mov Cap-1 Maneuver--1622-10001084
Mov Cap-2 Maneuver----1000-
Stage 1----1022-
Stage 2----1005-
ApproachEBWBNB
HCM Control Delay, s06.28.3
HCM LOSA
Minor Lane/Major MvmtNBLn1EBTEBRWBLWBT
Capacity (veh/h)1084--1622-
HCM Lane V/C Ratio0.004--0.004-
HCM Control Delay (s)8.3--7.20
HCM Lane LOSA--AA
HCM 95th %tile Q(veh)0--0-
HCM 2010 TWSC
400: Site Access 2 & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 1
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh6.1
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Vol, veh/h2 074012
Future Vol, veh/h2 074012
Conflicting Peds, #/hr0 00000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow2 084013
Major/MinorMajor1Major2Minor1
Conflicting Flow All0020222
Stage 1----2-
Stage 2----20-
Critical Hdwy--4.12-6.426.22
Critical Hdwy Stg 1----5.42-
Critical Hdwy Stg 2----5.42-
Follow-up Hdwy--2.218-3.5183.318
Pot Cap-1 Maneuver--1620-9951082
Stage 1----1021-
Stage 2----1003-
Platoon blocked, %---
Mov Cap-1 Maneuver--1620-9901082
Mov Cap-2 Maneuver----990-
Stage 1----1021-
Stage 2----998-
ApproachEBWBNB
HCM Control Delay, s04.68.4
HCM LOSA
Minor Lane/Major MvmtNBLn1EBTEBRWBLWBT
Capacity (veh/h)1082--1620-
HCM Lane V/C Ratio0.012--0.005-
HCM Control Delay (s)8.4--7.20
HCM Lane LOSA--AA
HCM 95th %tile Q(veh)0--0-
HCM 2010 TWSC
400: Site Access 2 & Bump Along Road 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 2
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh6.1
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Vol, veh/h2 074012
Future Vol, veh/h2 074012
Conflicting Peds, #/hr0 00000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #0--00-
Grade, %0--00-
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow2 084013
Major/MinorMajor1Major2Minor1
Conflicting Flow All0020222
Stage 1----2-
Stage 2----20-
Critical Hdwy--4.12-6.426.22
Critical Hdwy Stg 1----5.42-
Critical Hdwy Stg 2----5.42-
Follow-up Hdwy--2.218-3.5183.318
Pot Cap-1 Maneuver--1620-9951082
Stage 1----1021-
Stage 2----1003-
Platoon blocked, %---
Mov Cap-1 Maneuver--1620-9901082
Mov Cap-2 Maneuver----990-
Stage 1----1021-
Stage 2----998-
ApproachEBWBNB
HCM Control Delay, s04.68.4
HCM LOSA
Minor Lane/Major MvmtNBLn1EBTEBRWBLWBT
Capacity (veh/h)1082--1620-
HCM Lane V/C Ratio0.012--0.005-
HCM Control Delay (s)8.4--7.20
HCM Lane LOSA--AA
HCM 95th %tile Q(veh)0--0-
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 47
Raintree Road at Site Access 3
HCM 2010 TWSC
500: Site Access 3/Site Access 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentAM Build - Alternative 1
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0
MovementWBLWBRNBTNBRSBLSBT
Lane Configurations
Traffic Vol, veh/h0010009
Future Vol, veh/h0010009
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 -----
Veh in Median Storage, #0-0--0
Grade, %0-0--0
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow00110010
Major/MinorMinor1Major1Major2
Conflicting Flow All211100110
Stage 111 -----
Stage 210 -----
Critical Hdwy6.426.22--4.12-
Critical Hdwy Stg 15.42 -----
Critical Hdwy Stg 25.42 -----
Follow-up Hdwy3.5183.318--2.218-
Pot Cap-1 Maneuver9961070--1608-
Stage 11012 -----
Stage 21013 -----
Platoon blocked, %---
Mov Cap-1 Maneuver9961070--1608-
Mov Cap-2 Maneuver996 -----
Stage 11012 -----
Stage 21013 -----
ApproachWBNBSB
HCM Control Delay, s000
HCM LOSA
Minor Lane/Major MvmtNBTNBRWBLn1SBLSBT
Capacity (veh/h)---1608-
HCM Lane V/C Ratio -----
HCM Control Delay (s)--00-
HCM Lane LOS--AA-
HCM 95th %tile Q(veh)---0-
HCM 2010 TWSC
500: Site Access 3/Site Access 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentPM Build - Alternative 1
Dionne C. Brown, PE Page 1
Intersection
Int Delay, s/veh0
MovementWBLWBRNBTNBRSBLSBT
Lane Configurations
Traffic Vol, veh/h00210024
Future Vol, veh/h00210024
Conflicting Peds, #/hr0 00000
Sign Control StopStopFreeFreeFreeFree
RT Channelized-None-None-None
Storage Length0 -----
Veh in Median Storage, #0-0--0
Grade, %0-0--0
Peak Hour Factor909090909090
Heavy Vehicles, %2 22222
Mvmt Flow00230027
Major/MinorMinor1Major1Major2
Conflicting Flow All502300230
Stage 123 -----
Stage 227 -----
Critical Hdwy6.426.22--4.12-
Critical Hdwy Stg 15.42 -----
Critical Hdwy Stg 25.42 -----
Follow-up Hdwy3.5183.318--2.218-
Pot Cap-1 Maneuver9591054--1592-
Stage 11000 -----
Stage 2996 -----
Platoon blocked, %---
Mov Cap-1 Maneuver9591054--1592-
Mov Cap-2 Maneuver959 -----
Stage 11000 -----
Stage 2996 -----
ApproachWBNBSB
HCM Control Delay, s000
HCM LOSA
Minor Lane/Major MvmtNBTNBRWBLn1SBLSBT
Capacity (veh/h)---1592-
HCM Lane V/C Ratio -----
HCM Control Delay (s)--00-
HCM Lane LOS--AA-
HCM 95th %tile Q(veh)---0-
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 48
Traffic Volume Data
File Name : 16-0257 Marsh Oaks and Mendenhall at Market Street 7-9am
Site Code : 00160257
Start Date : 1/4/2017
Page No : 1
Counted By: James Huntley
*Note: Peds Column under Bikes group
contains U-turns
Weather: Clear
Groups Printed- Cars - Buses and Trucks - Bikes on Road
Market Street
Southbound
Marsh Oaks Drive
Westbound
Market Street
Northbound
Mendenhall Drive
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total07:00 AM 3 309 3 8 323 20 1 29 0 50 1 183 2 0 186 6 0 3 0 9 568
07:15 AM 5 425 5 7 442 18 0 35 0 53 6 240 5 0 251 8 0 7 0 15 761
07:30 AM 2 380 5 7 394 34 2 35 0 71 17 268 5 0 290 7 2 4 0 13 768
07:45 AM 1 322 11 7 341 31 4 30 0 65 6 332 9 0 347 1 0 6 0 7 760
Total 11 1436 24 29 1500 103 7 129 0 239 30 1023 21 0 1074 22 2 20 0 44 2857
08:00 AM 1 368 11 5 385 23 0 31 0 54 9 293 11 0 313 5 1 3 0 9 761
08:15 AM 2 318 12 5 337 22 1 36 0 59 10 291 7 0 308 5 0 5 0 10 714
08:30 AM 3 360 9 9 381 18 0 25 0 43 10 286 7 0 303 2 0 3 0 5 732
08:45 AM 5 319 10 4 338 17 0 29 0 46 5 300 11 0 316 7 1 2 0 10 710
Total 11 1365 42 23 1441 80 1 121 0 202 34 1170 36 0 1240 19 2 13 0 34 2917
Grand Total 22 2801 66 52 2941 183 8 250 0 441 64 2193 57 0 2314 41 4 33 0 78 5774
Apprch %0.7 95.2 2.2 1.8 41.5 1.8 56.7 0 2.8 94.8 2.5 0 52.6 5.1 42.3 0
Total %0.4 48.5 1.1 0.9 50.9 3.2 0.1 4.3 0 7.6 1.1 38 1 0 40.1 0.7 0.1 0.6 0 1.4
Cars 20 2766 63 12 2861 179 7 249 0 435 63 2158 57 0 2278 41 4 33 0 78 5652
% Cars 90.9 98.8 95.5 23.1 97.3 97.8 87.5 99.6 0 98.6 98.4 98.4 100 0 98.4 100 100 100 0 100 97.9
Buses and Trucks 2 35 3 0 40 4 1 1 0 6 1 35 0 0 36 0 0 0 0 0 82
% Buses and Trucks 9.1 1.2 4.5 0 1.4 2.2 12.5 0.4 0 1.4 1.6 1.6 0 0 1.6 0 0 0 0 0 1.4
Bikes on Road 0 0 0 40 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40
% Bikes on Road 0 0 0 76.9 1.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.7
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 16-0257 Marsh Oaks and Mendenhall at Market Street 7-9am
Site Code : 00160257
Start Date : 1/4/2017
Page No : 2
Counted By: James Huntley
*Note: Peds Column under Bikes group
contains U-turns
Weather: Clear
Market Street
M
e
n
d
e
n
h
a
l
l
D
r
i
v
e
M
a
r
s
h
O
a
k
s
D
r
i
v
e
Market Street
Right
20
2
0
22
Thru
2766
35
0
2801
Left
63
3
0
66
Peds
12
0
40
52
InOut Total
2370 2861 5231
39 40 79
0 40 40
2409 5350 2941
Rig
h
t
17
9
4 0
18
3
Th
r
u
7 1 0 8
Le
f
t 24
9
1 0
25
0
Pe
d
s
0 0 0 0
Ou
t
To
t
a
l
In
13
0
43
5
56
5
4
6
10
0
0
0
13
4
57
5
44
1
Left
57
0
0
57
Thru
2158
35
0
2193
Right
63
1
0
64
Peds
0
0
0
0
Out TotalIn
3056 2278 5334
36 36 72
0 0 0
3092 5406 2314
Le
f
t
33
0 0
33
Th
r
u
4 0 0 4
Ri
g
h
t
41
0 0
41
Pe
d
s
0 0 0 0
To
t
a
l
Ou
t
In
84
78
16
2
3
0
3
0
0
0
87
16
5
78
1/4/2017 07:00 AM
1/4/2017 08:45 AM
Cars
Buses and Trucks
Bikes on Road
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 16-0257 Marsh Oaks and Mendenhall at Market Street 7-9am
Site Code : 00160257
Start Date : 1/4/2017
Page No : 3
Counted By: James Huntley
*Note: Peds Column under Bikes group
contains U-turns
Weather: Clear
Market Street
Southbound
Marsh Oaks Drive
Westbound
Market Street
Northbound
Mendenhall Drive
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 5 425 5 7 442 18 0 35 0 53 6 240 5 0 251 8 0 7 0 15 761
07:30 AM 2 380 5 7 394 34 2 35 0 71 17 268 5 0 290 7 2 4 0 13 768
07:45 AM 1 322 11 7 341 31 4 30 0 65 6 332 9 0 347 1 0 6 0 7 760
08:00 AM 1 368 11 5 385 23 0 31 0 54 9 293 11 0 313 5 1 3 0 9 761
Total Volume 9 1495 32 26 1562 106 6 131 0 243 38 1133 30 0 1201 21 3 20 0 44 3050
% App. Total 0.6 95.7 2 1.7 43.6 2.5 53.9 0 3.2 94.3 2.5 0 47.7 6.8 45.5 0
PHF .450 .879 .727 .929 .883 .779 .375 .936 .000 .856 .559 .853 .682 .000 .865 .656 .375 .714 .000 .733 .993
Cars 8 1476 31 5 1520 103 5 131 0 239 37 1113 30 0 1180 21 3 20 0 44 2983
% Cars 88.9 98.7 96.9 19.2 97.3 97.2 83.3 100 0 98.4 97.4 98.2 100 0 98.3 100 100 100 0 100 97.8
Buses and Trucks 1 19 1 0 21 3 1 0 0 4 1 20 0 0 21 0 0 0 0 0 46
% Buses and Trucks 11.1 1.3 3.1 0 1.3 2.8 16.7 0 0 1.6 2.6 1.8 0 0 1.7 0 0 0 0 0 1.5
Bikes on Road 0 0 0 21 21 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21
% Bikes on Road 0 0 0 80.8 1.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.7
Market Street
M
e
n
d
e
n
h
a
l
l
D
r
i
v
e
M
a
r
s
h
O
a
k
s
D
r
i
v
e
Market Street
Right
8
1
0
9
Thru
1476
19
0
1495
Left
31
1
0
32
Peds
5
0
21
26
InOut Total
1236 1520 2756
23 21 44
0 21 21
1259 2821 1562
Ri
g
h
t
10
3
3 0
10
6
Th
r
u
5 1 0 6
Le
f
t
13
1
0 0
13
1
Pe
d
s
0 0 0 0
Ou
t
To
t
a
l
In
71
23
9
31
0
2
4
6
0
0
0
73
31
6
24
3
Left
30
0
0
30
Thru
1113
20
0
1133
Right
37
1
0
38
Peds
0
0
0
0
Out TotalIn
1628 1180 2808
19 21 40
0 0 0
1647 2848 1201
Le
f
t
20
0 0
20
Th
r
u
3 0 0 3
Rig
h
t
21
0 0
21
Pe
d
s
0 0 0 0
To
t
a
l
Ou
t
In
43
44
87
2
0
2
0
0
0
45
89
44
Peak Hour Begins at 07:15 AM
Cars
Buses and Trucks
Bikes on Road
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : US 17 at Marsh Oaks Drive 03.09.2016
Site Code : 00160210
Start Date : 3/9/2016
Page No : 1
Counted By: A. Ayuninjam
*Bank 2 + Peds = U-Turns
Weather: Clear, Sunny
Groups Printed- Cars - Trucks and Buses - Bicycles
US 17 (Market Street)
Southbound
Marsh Oaks Drive
Westbound
US 17 (Market Street)
Northbound
Mendenhall Drive
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Exclu. Total Inclu. Total Int. Total04:00 PM 1 371 26 7 398 17 2 20 0 39 17 392 8 4 417 6 1 4 0 11 11 865 876
04:15 PM 3 399 28 6 430 20 1 14 0 35 27 410 7 0 444 1 1 0 0 2 6 911 917
04:30 PM 4 416 31 10 451 15 2 13 1 30 22 421 10 0 453 0 0 6 0 6 11 940 951
04:45 PM 1 422 24 5 447 18 3 13 0 34 15 414 7 0 436 2 1 5 0 8 5 925 930
Total 9 1608 109 28 1726 70 8 60 1 138 81 1637 32 4 1750 9 3 15 0 27 33 3641 3674
05:00 PM 3 402 35 7 440 13 1 29 0 43 25 436 14 0 475 8 0 9 0 17 7 975 982
05:15 PM 1 429 39 2 469 15 1 29 0 45 20 342 9 0 371 2 1 3 0 6 2 891 893
05:30 PM 0 413 33 5 446 13 2 23 1 38 26 303 4 0 333 6 1 3 0 10 6 827 833
05:45 PM 3 378 33 7 414 28 0 26 0 54 29 507 23 0 559 3 0 4 0 7 7 1034 1041
Total 7 1622 140 21 1769 69 4 107 1 180 100 1588 50 0 1738 19 2 19 0 40 22 3727 3749
Grand Total 16 3230 249 49 3495 139 12 167 2 318 181 3225 82 4 3488 28 5 34 0 67 55 7368 7423
Apprch %0.5 92.4 7.1 43.7 3.8 52.5 5.2 92.5 2.4 41.8 7.5 50.7
Total %0.2 43.8 3.4 47.4 1.9 0.2 2.3 4.3 2.5 43.8 1.1 47.3 0.4 0.1 0.5 0.9 0.7 99.3
Cars 15 3188 247 3450 136 11 165 312 181 3188 82 3455 27 5 32 64 0 0 7281
% Cars 93.8 98.7 99.2 0 97.3 97.8 91.7 98.8 0 97.5 100 98.9 100 100 98.9 96.4 100 94.1 0 95.5 0 0 98.1
Trucks and Buses
1 42 2 45 3 1 2 6 0 37 0 37 1 0 2 3 0 0 91
% Trucks and Buses
6.2 1.3 0.8 0 1.3 2.2 8.3 1.2 0 1.9 0 1.1 0 0 1.1 3.6 0 5.9 0 4.5 0 0 1.2
Bicycles 0 0 0 49 0 0 0 2 0 0 0 0 0 0 0 0 0 0 51
% Bicycles 0 0 0 100 1.4 0 0 0 100 0.6 0 0 0 0 0 0 0 0 0 0 0 0 0.7
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : US 17 at Marsh Oaks Drive 03.09.2016
Site Code : 00160210
Start Date : 3/9/2016
Page No : 2
US 17 (Market Street)
M
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US 17 (Market Street)
Right
15
1
0
16
Thru
3188
42
0
3230
Left
247
2
0
249
InOut Total
3356 3450 6806
42 45 87
0 0 0
3398 6893 3495
Ri
g
h
t
13
6
3 0
13
9
Th
r
u
11
1 0
12
Le
f
t
16
5
2 0
16
7
Ou
t
To
t
a
l
In
43
3
31
2
74
5
2
6
8
0
0
0
43
5
75
3
31
8
Left
82
0
0
82
Thru
3188
37
0
3225
Right
181
0
0
181
Out TotalIn
3380 3451 6831
45 37 82
0 0 0
3425 6913 3488
Le
f
t
32
2 0
34
Th
r
u
5 0 0 5
Ri
g
h
t
27
1 0
28
To
t
a
l
Ou
t
In
10
8
64
17
2
2
3
5
0
0
0
11
0
17
7
67
3/9/2016 04:00 PM
3/9/2016 05:45 PM
Cars
Trucks and Buses
Bicycles
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : US 17 at Marsh Oaks Drive 03.09.2016
Site Code : 00160210
Start Date : 3/9/2016
Page No : 3
US 17 (Market Street)
Southbound
Marsh Oaks Drive
Westbound
US 17 (Market Street)
Northbound
Mendenhall Drive
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 3 399 28 430 20 1 14 35 27 410 7 444 1 1 0 2 911
04:30 PM 4 416 31 451 15 2 13 30 22 421 10 453 0 0 6 6 940
04:45 PM 1 422 24 447 18 3 13 34 15 414 7 436 2 1 5 8 925
05:00 PM 3 402 35 440 13 1 29 43 25 436 14 475 8 0 9 17 975
Total Volume 11 1639 118 1768 66 7 69 142 89 1681 38 1808 11 2 20 33 3751
% App. Total 0.6 92.7 6.7 46.5 4.9 48.6 4.9 93 2.1 33.3 6.1 60.6
PHF .688 .971 .843 .980 .825 .583 .595 .826 .824 .964 .679 .952 .344 .500 .556 .485 .962
Cars 10 1615 117 1742 65 7 68 140 89 1658 38 1785 11 2 19 32 3699
% Cars 90.9 98.5 99.2 98.5 98.5 100 98.6 98.6 100 98.6 100 98.7 100 100 95.0 97.0 98.6
Trucks and Buses 1 24 1 26 1 0 1 2 0 23 0 23 0 0 1 1 52
% Trucks and Buses 9.1 1.5 0.8 1.5 1.5 0 1.4 1.4 0 1.4 0 1.3 0 0 5.0 3.0 1.4
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
US 17 (Market Street)
M
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US 17 (Market Street)
Right
10
1
0
11
Thru
1615
24
0
1639
Left
117
1
0
118
InOut Total
1742 1742 3484
25 26 51
0 0 0
1767 3535 1768
Rig
h
t
65
1 0
66
Th
r
u
7 0 0 7
Le
f
t
68
1 0
69
Ou
t
To
t
a
l
In
20
8
14
0
34
8
1
2
3
0
0
0
20
9
35
1
14
2
Left
38
0
0
38
Thru
1658
23
0
1681
Right
89
0
0
89
Out TotalIn
1694 1785 3479
25 23 48
0 0 0
1719 3527 1808
Le
f
t
19
1 0
20
Th
r
u
2 0 0 2
Rig
h
t
11
0 0
11
To
t
a
l
Ou
t
In
55
32
87
1
1
2
0
0
0
56
89
33
Peak Hour Begins at 04:15 PM
Cars
Trucks and Buses
Bicycles
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : US-17 at Bump Along Road
Site Code : 160257
Start Date : 12/13/2016
Page No : 1
Groups Printed- Lights - Other Vehicles - Pedestrians
US 17
Southbound
Bump Along Road
Westbound
US 17
Northbound
Bump Along Road
Eastbound
Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Exclu. Total Inclu. Total Int. Total07:00 0 447 0 0 447 0 0 0 0 0 0 224 0 0 224 0 0 0 0 0 0 671 671
07:15 0 521 0 0 521 0 0 0 0 0 0 269 0 1 269 1 0 0 0 1 1 791 792
07:30 0 397 1 0 398 0 0 0 0 0 1 314 1 0 316 0 0 0 0 0 0 714 714
07:45 0 340 1 0 341 1 0 0 0 1 0 332 0 0 332 0 0 0 0 0 0 674 674
Total 0 1705 2 0 1707 1 0 0 0 1 1 1139 1 1 1141 1 0 0 0 1 1 2850 2851
08:00 0 343 1 0 344 0 0 2 0 2 2 267 0 0 269 0 0 1 0 1 0 616 616
08:15 0 333 1 0 334 0 0 0 0 0 2 304 1 0 307 1 0 0 0 1 0 642 642
08:30 0 376 0 0 376 0 0 1 0 1 1 299 0 0 300 0 0 0 0 0 0 677 677
08:45 0 386 6 0 392 2 0 0 0 2 1 288 0 0 289 0 0 0 0 0 0 683 683
Total 0 1438 8 0 1446 2 0 3 0 5 6 1158 1 0 1165 1 0 1 0 2 0 2618 2618
16:00 1 381 1 0 383 2 0 0 0 2 0 407 0 0 407 0 0 0 0 0 0 792 792
16:15 0 392 1 0 393 1 0 0 0 1 2 417 0 0 419 0 0 0 0 0 0 813 813
16:30 1 374 1 0 376 2 0 2 0 4 1 430 1 0 432 0 0 1 0 1 0 813 813
16:45 1 415 1 0 417 2 0 0 0 2 2 448 1 0 451 1 0 0 0 1 0 871 871
Total 3 1562 4 0 1569 7 0 2 0 9 5 1702 2 0 1709 1 0 1 0 2 0 3289 3289
17:00 0 426 0 1 426 2 0 0 0 2 1 443 0 0 444 0 0 0 0 0 1 872 873
17:15 0 412 1 0 413 3 0 0 0 3 2 447 0 0 449 0 0 0 0 0 0 865 865
17:30 2 399 1 0 402 1 0 0 0 1 3 432 0 0 435 1 0 0 0 1 0 839 839
17:45 1 352 0 0 353 0 0 0 0 0 5 418 1 0 424 0 0 1 0 1 0 778 778
Total 3 1589 2 1 1594 6 0 0 0 6 11 1740 1 0 1752 1 0 1 0 2 1 3354 3355
Grand Total 6 6294 16 1 6316 16 0 5 0 21 23 5739 5 1 5767 4 0 3 0 7 2 12111 12113
Apprch %0.1 99.7 0.3 76.2 0 23.8 0.4 99.5 0.1 57.1 0 42.9
Total %0 52 0.1 52.2 0.1 0 0 0.2 0.2 47.4 0 47.6 0 0 0 0.1 0 100
Lights 6 6192 16 6215 16 0 5 21 23 5634 4 5662 3 0 3 6 0 0 11904
% Lights 100 98.4 100 100 98.4 100 0 100 0 100 100 98.2 80 100 98.2 75 0 100 0 85.7 0 0 98.3
Other Vehicles 0 102 0 102 0 0 0 0 0 105 1 106 1 0 0 1 0 0 209
% Other Vehicles 0 1.6 0 0 1.6 0 0 0 0 0 0 1.8 20 0 1.8 25 0 0 0 14.3 0 0 1.7
Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : US-17 at Bump Along Road
Site Code : 160257
Start Date : 12/13/2016
Page No : 2
US 17
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B
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US 17
Right
6
0
0
6
Thru
6192
102
0
6294
Left
16
0
0
16
InOut Total
5653 6214 11867
105 102 207
0 0 0
5758 12074 6316
Ri
g
h
t
16
0 0
16
Th
r
u
0 0 0 0
Le
f
t
5 0 0 5
Ou
t
To
t
a
l
In
39
21
60
0
0
0
0
0
0
39
60
21
Left
4
1
0
5
Thru
5634
105
0
5739
Right
23
0
0
23
Out TotalIn
6200 5661 11861
103 106 209
0 0 0
6303 12070 5767
Le
f
t
3 0 0 3
Th
r
u
0 0 0 0
Rig
h
t
3 1 0 4
To
t
a
l
Ou
t
In
10
6
16
1
1
2
0
0
0
11
18
7
12/13/2016 07:00
12/13/2016 18:00
Lights
Other Vehicles
Pedestrians
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : US-17 at Bump Along Road
Site Code : 160257
Start Date : 12/13/2016
Page No : 3
US 17
Southbound
Bump Along Road
Westbound
US 17
Northbound
Bump Along Road
Eastbound
Start Time App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 07:00 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00
07:00 0 447 0 447 0 0 0 0 0 224 0 224 0 0 0 0 671
07:15 0 521 0 521 0 0 0 0 0 269 0 269 1 0 0 1 791
07:30 0 397 1 398 0 0 0 0 1 314 1 316 0 0 0 0 714
07:45 0 340 1 341 1 0 0 1 0 332 0 332 0 0 0 0 674
Total Volume 0 1705 2 1707 1 0 0 1 1 1139 1 1141 1 0 0 1 2850
% App. Total 0 99.9 0.1 100 0 0 0.1 99.8 0.1 100 0 0
PHF .000 .818 .500 .819 .250 .000 .000 .250 .250 .858 .250 .859 .250 .000 .000 .250 .901
Lights 0 1661 2 1663 1 0 0 1 1 1108 1 1110 1 0 0 1 2775
% Lights 0 97.4 100 97.4 100 0 0 100 100 97.3 100 97.3 100 0 0 100 97.4
Other Vehicles 0 44 0 44 0 0 0 0 0 31 0 31 0 0 0 0 75
% Other Vehicles 0 2.6 0 2.6 0 0 0 0 0 2.7 0 2.7 0 0 0 0 2.6
Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
US 17
B
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B
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A
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R
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US 17
Right
0
0
0
0
Thru
1661
44
0
1705
Left
2
0
0
2
InOut Total
1109 1663 2772
31 44 75
0 0 0
1140 2847 1707
Rig
h
t
1 0 0 1
Th
r
u
0 0 0 0
Le
f
t
0 0 0 0
Ou
t
To
t
a
l
In
3
1
4
0
0
0
0
0
0
3
4
1
Left
1
0
0
1
Thru
1108
31
0
1139
Right
1
0
0
1
Out TotalIn
1662 1110 2772
44 31 75
0 0 0
1706 2847 1141
Le
f
t
0 0 0 0
Th
r
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0 0 0 0
Ri
g
h
t
1 0 0 1
To
t
a
l
Ou
t
In
1
1
2
0
0
0
0
0
0
1
2
1
Peak Hour Begins at 07:00
Lights
Other Vehicles
Pedestrians
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : US-17 at Bump Along Road
Site Code : 160257
Start Date : 12/13/2016
Page No : 4
US 17
Southbound
Bump Along Road
Westbound
US 17
Northbound
Bump Along Road
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 12:00 to 18:00 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 1 415 1 417 2 0 0 2 2 448 1 451 1 0 0 1 871
17:00 0 426 0 426 2 0 0 2 1 443 0 444 0 0 0 0 872
17:15 0 412 1 413 3 0 0 3 2 447 0 449 0 0 0 0 865
17:30 2 399 1 402 1 0 0 1 3 432 0 435 1 0 0 1 839
Total Volume 3 1652 3 1658 8 0 0 8 8 1770 1 1779 2 0 0 2 3447
% App. Total 0.2 99.6 0.2 100 0 0 0.4 99.5 0.1 100 0 0
PHF .375 .969 .750 .973 .667 .000 .000 .667 .667 .988 .250 .986 .500 .000 .000 .500 .988
Lights 3 1636 3 1642 8 0 0 8 8 1752 1 1761 2 0 0 2 3413
% Lights 100 99.0 100 99.0 100 0 0 100 100 99.0 100 99.0 100 0 0 100 99.0
Other Vehicles 0 16 0 16 0 0 0 0 0 18 0 18 0 0 0 0 34
% Other Vehicles 0 1.0 0 1.0 0 0 0 0 0 1.0 0 1.0 0 0 0 0 1.0
Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
US 17
B
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B
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A
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R
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US 17
Right
3
0
0
3
Thru
1636
16
0
1652
Left
3
0
0
3
InOut Total
1760 1642 3402
18 16 34
0 0 0
1778 3436 1658
Rig
h
t
8 0 0 8
Th
r
u
0 0 0 0
Le
f
t
0 0 0 0
Ou
t
To
t
a
l
In
11
8
19
0
0
0
0
0
0
11
19
8
Left
1
0
0
1
Thru
1752
18
0
1770
Right
8
0
0
8
Out TotalIn
1638 1761 3399
16 18 34
0 0 0
1654 3433 1779
Le
f
t
0 0 0 0
Th
r
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0 0 0 0
Ri
g
h
t
2 0 0 2
To
t
a
l
Ou
t
In
4
2
6
0
0
0
0
0
0
4
6
2 Peak Hour Begins at 16:45
Lights
Other Vehicles
Pedestrians
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : Bump_Along_Rd_and_Raintree_Rd_373474_12-13-2016
Site Code : 160257
Start Date : 12/13/2016
Page No : 1
Groups Printed- Lights - Other Vehicles - Pedestrians
T-intersection
Southbound
Bump Along Road
Westbound
Raintree Road
Northbound
Bump Along Road
Eastbound
Start Time Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Right Thru Left U-Turn App. Total Exclu. Total Inclu. Total Int. Total07:00 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1
07:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 1 1
07:30 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1
Total 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 0 1 0 0 1 0 3 3
08:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 1 1
08:15 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1
Total 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2
16:00 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1
16:30 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 2 2
16:45 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 0 3 3
Total 0 0 0 0 0 0 3 1 0 4 0 0 0 0 0 0 2 0 0 2 0 6 6
17:30 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 0 0 0 0 0 0 2 2
17:45 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 0 2 0 0 2 0 4 4
Total 0 0 0 0 0 0 2 2 0 4 0 0 0 0 0 0 2 0 0 2 0 6 6
Grand Total 0 0 0 0 0 0 7 4 0 11 0 0 0 0 0 0 6 0 0 6 0 17 17
Apprch %0 0 0 0 63.6 36.4 0 0 0 0 100 0
Total %0 0 0 0 0 41.2 23.5 64.7 0 0 0 0 0 35.3 0 35.3 0 100
Lights 0 0 0 0 0 6 4 10 0 0 0 0 0 6 0 6 0 0 16
% Lights 0 0 0 0 0 0 85.7 100 0 90.9 0 0 0 0 0 0 100 0 0 100 0 0 94.1
Other Vehicles 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1
% Other Vehicles
0 0 0 0 0 0 14.3 0 0 9.1 0 0 0 0 0 0 0 0 0 0 0 0 5.9
Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : Bump_Along_Rd_and_Raintree_Rd_373474_12-13-2016
Site Code : 160257
Start Date : 12/13/2016
Page No : 2
T-intersection
B
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A
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R
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B
u
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A
l
o
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R
o
a
d
Raintree Road
Right
0
0
0
0
Thru
0
0
0
0
Left
0
0
0
0
InOut Total
0 0 0
0 0 0
0 0 0
0 0 0
Ri
g
h
t
0 0 0 0
Th
r
u
6 1 0 7
Le
f
t
4 0 0 4
Ou
t
To
t
a
l
In
6
10
16
0
1
1
0
0
0
6
17
11
Left
0
0
0
0
Thru
0
0
0
0
Right
0
0
0
0
Out TotalIn
4 0 4
0 0 0
0 0 0
4 4 0
Le
f
t
0 0 0 0
Th
r
u
6 0 0 6
Rig
h
t
0 0 0 0
To
t
a
l
Ou
t
In
6
6
12
1
0
1
0
0
0
7
13
6
12/13/2016 07:00
12/13/2016 17:45
Lights
Other Vehicles
Pedestrians
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : Bump_Along_Rd_and_Raintree_Rd_373474_12-13-2016
Site Code : 160257
Start Date : 12/13/2016
Page No : 3
T-intersection
Southbound
Bump Along Road
Westbound
Raintree Road
Northbound
Bump Along Road
Eastbound
Start Time App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 07:00 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00
07:00 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
07:15 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
07:30 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1
07:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 1 1 2 0 0 0 0 0 1 0 1 3
% App. Total 0 0 0 0 50 50 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .250 .250 .500 .000 .000 .000 .000 .000 .250 .000 .250 .750
Lights 0 0 0 0 0 1 1 2 0 0 0 0 0 1 0 1 3
% Lights 0 0 0 0 0 100 100 100 0 0 0 0 0 100 0 100 100
Other Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Other Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
T-intersection
B
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A
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R
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B
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A
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R
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a
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Raintree Road
Right
0
0
0
0
Thru
0
0
0
0
Left
0
0
0
0
InOut Total
0 0 0
0 0 0
0 0 0
0 0 0
Rig
h
t
0 0 0 0
Th
r
u
1 0 0 1
Le
f
t
1 0 0 1
Ou
t
To
t
a
l
In
1
2
3
0
0
0
0
0
0
1
3
2
Left
0
0
0
0
Thru
0
0
0
0
Right
0
0
0
0
Out TotalIn
1 0 1
0 0 0
0 0 0
1 1 0
Le
f
t
0 0 0 0
Th
r
u
1 0 0 1
Ri
g
h
t
0 0 0 0
To
t
a
l
Ou
t
In
1
1
2
0
0
0
0
0
0
1
2
1
Peak Hour Begins at 07:00
Lights
Other Vehicles
Pedestrians
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : Bump_Along_Rd_and_Raintree_Rd_373474_12-13-2016
Site Code : 160257
Start Date : 12/13/2016
Page No : 4
T-intersection
Southbound
Bump Along Road
Westbound
Raintree Road
Northbound
Bump Along Road
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 12:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:00
16:00 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1
16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
16:30 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2
16:45 0 0 0 0 0 2 0 2 0 0 0 0 0 1 0 1 3
Total Volume 0 0 0 0 0 3 1 4 0 0 0 0 0 2 0 2 6
% App. Total 0 0 0 0 75 25 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .375 .250 .500 .000 .000 .000 .000 .000 .500 .000 .500 .500
Lights 0 0 0 0 0 3 1 4 0 0 0 0 0 2 0 2 6
% Lights 0 0 0 0 0 100 100 100 0 0 0 0 0 100 0 100 100
Other Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Other Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
T-intersection
B
u
m
p
A
l
o
n
g
R
o
a
d
B
u
m
p
A
l
o
n
g
R
o
a
d
Raintree Road
Right
0
0
0
0
Thru
0
0
0
0
Left
0
0
0
0
InOut Total
0 0 0
0 0 0
0 0 0
0 0 0
Rig
h
t
0 0 0 0
Th
r
u
3 0 0 3
Le
f
t
1 0 0 1
Ou
t
To
t
a
l
In
2
4
6
0
0
0
0
0
0
2
6
4
Left
0
0
0
0
Thru
0
0
0
0
Right
0
0
0
0
Out TotalIn
1 0 1
0 0 0
0 0 0
1 1 0
Le
f
t
0 0 0 0
Th
r
u
2 0 0 2
Ri
g
h
t
0 0 0 0
To
t
a
l
Ou
t
In
3
2
5
0
0
0
0
0
0
3
5
2 Peak Hour Begins at 16:00
Lights
Other Vehicles
Pedestrians
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
10
0
10
0
AM
Pe
a
k
20
1
6
TM
C
Ba
l
a
n
c
i
n
g
20
1
6
Ba
s
e
20
1
8
Pr
o
j
e
c
t
e
d
Ap
p
d
De
v
Re
r
o
u
t
e
20
1
8
Fu
t
u
r
e
N
o
Bu
i
l
d
AL
T
1
Pr
i
m
a
r
y
Re
t
a
i
l
T
r
i
p
s
AL
T
1
P
a
s
s
-
by
T
r
i
p
s
AL
T
1
20
1
8
Fu
t
u
r
e
Bu
i
l
d
AL
T
2
Pr
i
m
a
r
y
Re
t
a
i
l
Tr
i
p
s
AL
T
2
P
a
s
s
-
by
T
r
i
p
s
AL
T
2
20
1
8
Fu
t
u
r
e
Bu
i
l
d
PM
P
e
a
k
20
1
6
TM
C
Ba
l
a
n
c
i
n
g
20
1
6
Ba
s
e
20
1
8
Pr
o
j
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c
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e
d
Ap
p
d
De
v
Re
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o
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20
1
8
Fu
t
u
r
e
N
o
Bu
i
l
d
AL
T
1
Pr
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m
a
r
y
Re
t
a
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l
Tr
i
p
s
ALT 1 Pass-by TripsALT 1 2018 Future BuildALT 2 Primary Retail TripsALT 2 Pass-by TripsALT 2 2018 Future Build
EB
L
2
0
2
0
2
0
2
0
2
0
2
0
E
B
L
2
0
2
0
2
0
2
0
2
0
2
0
EB
T
3
3
3
3
3
3
E
B
T
2
2
2
2
2
2
EB
R
2
1
2
1
2
1
2
1
2
1
2
1
E
B
R
1
1
1
1
1
1
1
1
1
1
1
1
WB
L
1
3
1
1
3
1
1
3
4
2
9
1
6
3
7
1
7
0
7
1
7
0
W
B
L
6
9
6
9
7
0
5
8
1
2
8
7
1
3
5
7
1
3
5
WB
T
6
6
6
6
6
6
W
B
T
7
7
7
7
7
7
WB
R
10
6
1
0
6
1
0
8
1
0
8
1
0
8
1
0
8
W
B
R
66
6
6
6
7
3
7
1
0
4
1
0
4
1
0
4
NB
L
3
0
3
0
3
1
3
1
3
1
3
1
N
B
L
3
8
3
8
3
9
3
9
3
9
3
9
NB
T
1
1
3
3
1
1
3
3
1
1
5
6
4
6
1
8
1
2
2
0
1
9
0
1
2
3
9
1
9
0
1
2
3
9
N
B
T
1
6
8
1
1
6
8
1
1
7
1
5
1
6
1
0
1
7
4
1
5
5
0
1
7
9
6
5
5
0
1
7
9
6
NB
R
3
8
3
8
3
9
3
9
4
4
3
4
4
3
N
B
R
8
9
8
9
9
1
9
1
1
2
1
0
3
1
2
1
0
3
SB
L
3
2
3
2
3
3
1
2
4
5
4
5
4
5
S
B
L
1
1
8
1
1
8
1
2
0
8
0
2
0
0
2
0
0
2
0
0
SB
T
1
4
9
5
5
8
1
5
5
3
1
5
8
4
1
5
8
4
2
9
1
6
1
3
2
9
1
6
1
3
S
B
T
1
6
3
9
1
6
3
9
1
6
7
2
-
6
1
6
6
6
3
1
1
6
9
7
3
1
1
6
9
7
SB
R
9
9
9
9
9
9
S
B
R
1
1
1
1
1
1
1
1
1
1
1
1
EB
U
00
0
0
0
0
E
B
U
00
0
0
0
0
WB
U
0
0
0
0
0
0
W
B
U
1
1
1
1
1
1
NB
U
0
0
0
4
1
1
4
2
2
6
6
7
4
2
9
6
7
7
N
B
U
0
0
0
2
1
1
2
2
2
8
1
4
6
4
3
1
1
4
6
7
SB
U
2
6
2
6
2
7
2
7
2
7
2
7
S
B
U
2
8
2
8
2
9
2
9
2
9
2
9
To
t
a
l
3
0
5
0
5
8
3
0
8
2
3
1
4
4
8
7
3
2
4
9
5
9
0
3
3
0
8
5
9
0
3
3
0
8
T
o
t
a
l
3
7
8
0
0
3
7
5
1
3
8
2
6
1
8
5
4
0
2
1
1
0
6
0
4
1
2
5
1
0
6
0
4
1
2
5
20
0
20
0
AM
Pe
a
k
20
1
6
TM
C
Ba
l
a
n
c
i
n
g
20
1
6
Ba
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e
20
1
8
Pr
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j
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c
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d
Ap
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De
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20
1
8
Fu
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N
o
Bu
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l
d
AL
T
1
Pr
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m
a
r
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Re
t
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l
T
r
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p
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AL
T
1
P
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-
by
T
r
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p
s
AL
T
1
20
1
8
Fu
t
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e
Bu
i
l
d
AL
T
2
Pr
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m
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Re
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a
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l
Tr
i
ps
AL
T
2
P
a
s
s
-
by
T
r
i
p
s
AL
T
2
20
1
8
Fu
t
u
r
e
Bu
i
l
d
PM
P
e
a
k
20
1
6
TM
C
Ba
l
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n
c
i
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g
20
1
6
Ba
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20
1
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Pr
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Ap
p
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20
1
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AL
T
1
Pr
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m
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Re
t
a
i
l
Tr
i
psALT 1 Pass-by TripsALT 1 2018 Future BuildALT 2 Primary Retail TripsALT 2 Pass-by TripsALT 2 2018 Future Build
EB
L
00
0
0
0
0
E
B
L
00
0
0
0
0
EB
T
0
0
0
0
0
0
E
B
T
0
0
0
0
0
0
EB
R
1
1
1
1
4
0
7
4
8
4
2
1
3
5
6
E
B
R
2
2
2
2
1
1
7
1
8
1
3
7
1
2
3
3
6
1
6
1
WB
L
00
0
0
0
0
W
B
L
00
0
0
0
0
WB
T
0
0
0
0
0
0
W
B
T
0
0
0
0
0
0
WB
R
11
1
1
1
1
W
B
R
88
8
8
8
8
NB
L
11
1
-
1
0
0
0
N
B
L
11
1
-
1
0
0
0
NB
T
1
1
3
9
6
2
1
2
0
1
1
2
2
5
8
7
1
9
1
3
3
1
4
9
5
1
3
8
5
5
2
5
1
3
8
8
N
B
T
1
7
7
0
3
8
1
8
0
8
1
8
4
4
8
2
1
1
1
9
3
7
9
5
1
4
2
0
4
6
9
9
1
4
2
0
5
0
NB
R
11
1
1
1
1
N
B
R
88
8
8
8
8
SB
L
2
2
2
2
2
2
S
B
L
3
3
3
3
3
3
SB
T
1
7
0
5
1
7
0
5
1
7
3
9
7
0
1
8
0
9
-
1
1
8
0
8
-
8
1
8
0
1
S
B
T
1
6
5
2
6
4
1
7
1
6
1
7
5
0
7
3
1
8
2
3
-
4
1
8
1
9
-
2
2
1
8
0
1
SB
R
0
0
0
1
1
6
2
7
7
0
6
5
1
4
8
0
S
B
R
3
3
3
1
4
6
6
1
8
8
8
6
9
3
6
1
0
9
To
t
a
l
2
8
5
0
6
2
2
9
1
2
2
9
7
1
1
5
7
3
1
4
7
1
5
1
1
7
3
3
1
5
1
5
9
2
4
3
3
2
9
T
o
t
a
l
3
4
4
7
1
0
2
3
5
4
9
3
6
2
0
1
5
5
3
7
8
6
2
7
8
4
7
4
1
0
9
2
9
1
6
5
4
1
4
0
30
0
30
0
AM
Pe
a
k
20
1
6
TM
C
Ba
l
a
n
c
i
n
g
20
1
6
Ba
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20
1
8
Pr
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d
Ap
p
d
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20
1
8
Fu
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N
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Bu
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T
1
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1
20
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2
20
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20
1
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c
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20
1
6
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20
1
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20
1
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Fu
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N
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1
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Re
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Tr
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psALT 1 Pass-by TripsALT 1 2018 Future BuildALT 2 Primary Retail TripsALT 2 Pass-by TripsALT 2 2018 Future Build
EB
L
00
0
0
0
E
B
L
00
0
0
0
EB
T
1
0
1
1
1
4
5
4
5
E
B
T
2
0
2
2
2
1
2
1
4
1
2
1
4
EB
R
00
0
0
0
E
B
R
00
0
0
0
WB
L
0
0
0
5
5
7
6
2
5
9
1
4
7
3
W
B
L
00
0
5
9
1
8
7
7
6
2
3
6
9
8
WB
T
1
0
1
1
1
7
8
7
8
W
B
T
4
0
4
4
4
7
1
1
7
1
1
WB
R
00
0
0
0
W
B
R
00
0
0
0
NB
L
00
0
0
0
N
B
L
00
0
0
0
NB
T
0
0
0
0
0
N
B
T
0
0
0
0
0
NB
R
0
0
0
3
6
7
4
3
3
8
1
3
5
1
N
B
R
0
0
0
1
0
5
1
8
1
2
3
1
1
1
3
6
1
4
7
SB
L
0
0
0
0
0
S
B
L
0
0
0
0
0
SB
T
0
0
0
0
0
S
B
T
0
0
0
0
0
SB
R
0
0
0
0
0
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B
R
0
0
0
0
0
To
t
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l
2
0
2
2
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1
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1
4
1
1
8
1
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7
2
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1
3
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T
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l
6
0
6
6
0
6
1
8
2
3
6
2
2
5
1
9
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7
2
2
7
0
US
1
7
B
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S
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US
1
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Bu
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A
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s
1
Bu
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p
A
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g
R
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1
US
1
7
B
U
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B
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US
1
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40
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20
1
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20
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Pr
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Fu
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20
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Fu
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20
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psALT 1 Pass-by TripsALT 1 2018 Future BuildALT 2 Primary Retail TripsALT 2 Pass-by TripsALT 2 2018 Future Build
EB
L
00
0
0
0
E
B
L
00
0
0
0
EB
T
1
0
1
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T
2
0
2
2
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EB
R
00
0
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00
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L
00
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7
7
7
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1
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4
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4
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R
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L
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6
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6
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6
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Pe
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EB
L
00
0
0
0
E
B
L
00
0
0
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EB
T
0
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R
00
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L
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L
00
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T
0
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R
00
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0
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0
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9
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0
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6
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R
0
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0
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0
AM
Pe
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20
1
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EB
L
00
0
0
0
E
B
L
00
0
0
0
EB
T
0
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E
B
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0
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EB
R
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L
00
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T
1
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1
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R
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2
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 49
Queueing and Blocking Reports
Queuing and Blocking Report
AM Existing 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 1
Intersection: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
MovementEBEBWBWBNBNBNBNBSBSBSB
Directions ServedLTRLTRLTTRULTTR
Maximum Queue (ft)9171235158692592376348240248
Average Queue (ft)211911970178588422130109
95th Queue (ft)6056190130521841822448228211
Link Distance (ft)63267735435435411971197
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)125125150200
Storage Blk Time (%)8211
Queuing Penalty (veh)8301
Intersection: 200: Market Street & Bump Along Road
MovementEB
Directions ServedLR
Maximum Queue (ft)29
Average Queue (ft)2
95th Queue (ft)14
Link Distance (ft)1267
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 13
Queuing and Blocking Report
AM No Build 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 1
Intersection: 10: U-turn
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Market Street & U-turn
MovementEB
Directions ServedL
Maximum Queue (ft)30
Average Queue (ft)13
95th Queue (ft)36
Link Distance (ft)31
Upstream Blk Time (%)4
Queuing Penalty (veh)1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Market Street
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM No Build 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 2
Intersection: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
MovementEBEBWBWBNBNBNBNBSBSBSB
Directions ServedLTRLTRULTTRULTTR
Maximum Queue (ft)504827022513835835164178414422
Average Queue (ft)141714171651942111180224215
95th Queue (ft)414423517211931131141170352365
Link Distance (ft)63367736036036036011971197
Upstream Blk Time (%)00
Queuing Penalty (veh)00
Storage Bay Dist (ft)125125400
Storage Blk Time (%)1510
Queuing Penalty (veh)1610
Intersection: 200: Market Street & Bump Along Road
MovementEB
Directions ServedR
Maximum Queue (ft)29
Average Queue (ft)2
95th Queue (ft)13
Link Distance (ft)1275
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 18
Queuing and Blocking Report
AM Build - Alternative 1 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 1
Intersection: 11:
MovementEB
Directions ServedL
Maximum Queue (ft)64
Average Queue (ft)28
95th Queue (ft)55
Link Distance (ft)13
Upstream Blk Time (%)15
Queuing Penalty (veh)7
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12:
MovementSB
Directions ServedR
Maximum Queue (ft)22
Average Queue (ft)1
95th Queue (ft)7
Link Distance (ft)417
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 15:
MovementSB
Directions ServedL
Maximum Queue (ft)18
Average Queue (ft)1
95th Queue (ft)6
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)300
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM Build - Alternative 1 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 2
Intersection: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
MovementEBEBWBWBNBNBNBNBSBSBSB
Directions ServedLTRLTRULTTRULTTR
Maximum Queue (ft)925041722518031033942393451429
Average Queue (ft)1311189988716118310233279243
95th Queue (ft)443731818815728028833458435384
Link Distance (ft)63367735935935935911971197
Upstream Blk Time (%)0
Queuing Penalty (veh)0
Storage Bay Dist (ft)125125400
Storage Blk Time (%)27231
Queuing Penalty (veh)294280
Intersection: 200: Market Street & Bump Along Road
MovementEB
Directions ServedR
Maximum Queue (ft)93
Average Queue (ft)27
95th Queue (ft)70
Link Distance (ft)81
Upstream Blk Time (%)1
Queuing Penalty (veh)0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: Site Access 1 & Bump Along Road
MovementNB
Directions ServedLR
Maximum Queue (ft)65
Average Queue (ft)18
95th Queue (ft)49
Link Distance (ft)188
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM Build - Alternative 1 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 3
Intersection: 400: Site Access 2 & Bump Along Road
MovementNB
Directions ServedLR
Maximum Queue (ft)23
Average Queue (ft)1
95th Queue (ft)11
Link Distance (ft)215
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 500: Site Access 3/Site Access 2
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 68
Queuing and Blocking Report
AM Build + Improvements - Alternative 1 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 1
Intersection: 11:
MovementEBNBNB
Directions ServedLTT
Maximum Queue (ft)90141138
Average Queue (ft)385461
95th Queue (ft)77122126
Link Distance (ft)13891891
Upstream Blk Time (%)29
Queuing Penalty (veh)13
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12:
MovementB3
Directions ServedT
Maximum Queue (ft)32
Average Queue (ft)1
95th Queue (ft)11
Link Distance (ft)123
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 15:
MovementSB
Directions ServedL
Maximum Queue (ft)44
Average Queue (ft)6
95th Queue (ft)25
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)300
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM Build + Improvements - Alternative 1 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 2
Intersection: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
MovementEBEBWBWBNBNBNBNBSBSBSB
Directions ServedLTRLTRULTTRULTTR
Maximum Queue (ft)4950280225153427426127132463456
Average Queue (ft)161513569802622792150268252
95th Queue (ft)434221217112943644767104412394
Link Distance (ft)62167735935935935911971197
Upstream Blk Time (%)46
Queuing Penalty (veh)1420
Storage Bay Dist (ft)125125400
Storage Blk Time (%)1911
Queuing Penalty (veh)2010
Intersection: 200: Market Street & Bump Along Road
MovementEBNBNB
Directions ServedRTT
Maximum Queue (ft)676482
Average Queue (ft)2269
95th Queue (ft)513446
Link Distance (ft)73123123
Upstream Blk Time (%)0
Queuing Penalty (veh)0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: Site Access 1 & Bump Along Road
MovementNB
Directions ServedLR
Maximum Queue (ft)53
Average Queue (ft)21
95th Queue (ft)46
Link Distance (ft)188
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM Build + Improvements - Alternative 1 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 3
Intersection: 400: Site Access 2 & Bump Along Road
MovementNB
Directions ServedLR
Maximum Queue (ft)23
Average Queue (ft)1
95th Queue (ft)8
Link Distance (ft)215
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 500: Site Access 3/Site Access 2
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 69
Queuing and Blocking Report
AM Build - Alternative 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 1
Intersection: 11: Market Street & U-turn
MovementEB
Directions ServedL
Maximum Queue (ft)64
Average Queue (ft)27
95th Queue (ft)54
Link Distance (ft)13
Upstream Blk Time (%)15
Queuing Penalty (veh)7
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Market Street
MovementB3
Directions ServedT
Maximum Queue (ft)56
Average Queue (ft)2
95th Queue (ft)18
Link Distance (ft)123
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 15: U-turn & Market Street
MovementSB
Directions ServedL
Maximum Queue (ft)17
Average Queue (ft)1
95th Queue (ft)6
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)300
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM Build - Alternative 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 2
Intersection: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
MovementEBEBWBWBNBNBNBNBSBSBSB
Directions ServedLTRLTRULTTRULTTR
Maximum Queue (ft)725035022518031232743227430466
Average Queue (ft)1891728691173190895286267
95th Queue (ft)483130319415330431527201455457
Link Distance (ft)63367735935935935911971197
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)125125400
Storage Blk Time (%)2211
Queuing Penalty (veh)2411
Intersection: 200: Market Street & Bump Along Road
MovementEB
Directions ServedR
Maximum Queue (ft)94
Average Queue (ft)35
95th Queue (ft)71
Link Distance (ft)81
Upstream Blk Time (%)1
Queuing Penalty (veh)0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: Site Access 1 & Bump Along Road
MovementWBNB
Directions ServedLTLR
Maximum Queue (ft)3156
Average Queue (ft)123
95th Queue (ft)1047
Link Distance (ft)81191
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM Build - Alternative 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 3
Intersection: 400: Site Access 2 & Bump Along Road
MovementNB
Directions ServedLR
Maximum Queue (ft)24
Average Queue (ft)4
95th Queue (ft)18
Link Distance (ft)201
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 33
Queuing and Blocking Report
AM Build + Improvements - Alternative 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 1
Intersection: 11: Market Street & U-turn
MovementEBNBNB
Directions ServedLTT
Maximum Queue (ft)51116160
Average Queue (ft)305355
95th Queue (ft)62120132
Link Distance (ft)13891891
Upstream Blk Time (%)29
Queuing Penalty (veh)13
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Market Street
MovementSB
Directions ServedR
Maximum Queue (ft)78
Average Queue (ft)6
95th Queue (ft)34
Link Distance (ft)417
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 15: U-turn & Market Street
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM Build + Improvements - Alternative 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 2
Intersection: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
MovementEBEBWBWBNBNBNBNBSBSBSB
Directions ServedLTRLTRULTTRULTTR
Maximum Queue (ft)4972221133131363390103500980862
Average Queue (ft)1318111457320522413154429392
95th Queue (ft)405419710011737237748444793721
Link Distance (ft)62167735935935935911971197
Upstream Blk Time (%)00
Queuing Penalty (veh)12
Storage Bay Dist (ft)125125400
Storage Blk Time (%)9016
Queuing Penalty (veh)9012
Intersection: 200: Market Street & Bump Along Road
MovementEB
Directions ServedR
Maximum Queue (ft)87
Average Queue (ft)39
95th Queue (ft)71
Link Distance (ft)73
Upstream Blk Time (%)4
Queuing Penalty (veh)2
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: Site Access 1 & Bump Along Road
MovementEBNB
Directions ServedTRLR
Maximum Queue (ft)3156
Average Queue (ft)132
95th Queue (ft)1049
Link Distance (ft)156191
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM Build + Improvements - Alternative 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 3
Intersection: 400: Site Access 2 & Bump Along Road
MovementNB
Directions ServedLR
Maximum Queue (ft)23
Average Queue (ft)2
95th Queue (ft)14
Link Distance (ft)201
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 39
Queuing and Blocking Report
PM Existing 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 1
Intersection: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
MovementEBEBWBWBNBNBNBNBSBSBSB
Directions ServedLTRULTRLTTRULTTR
Maximum Queue (ft)706813811824835736960167229225
Average Queue (ft)2013804934181193118011588
95th Queue (ft)53431299610534334940146213188
Link Distance (ft)63267735435435411971197
Upstream Blk Time (%)01
Queuing Penalty (veh)13
Storage Bay Dist (ft)125125150200
Storage Blk Time (%)3091
Queuing Penalty (veh)2031
Intersection: 200: Market Street & Bump Along Road
MovementEBNBNBNB
Directions ServedLRLTT
Maximum Queue (ft)28315276
Average Queue (ft)1123
95th Queue (ft)9101727
Link Distance (ft)126750925092
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)50
Storage Blk Time (%)00
Queuing Penalty (veh)00
Network Summary
Network wide Queuing Penalty: 11
Queuing and Blocking Report
PM No Build 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 1
Intersection: 10: U-turn
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: Market Street & U-turn
MovementEBNBNB
Directions ServedLTT
Maximum Queue (ft)70728729
Average Queue (ft)134955
95th Queue (ft)45311336
Link Distance (ft)31714714
Upstream Blk Time (%)2000
Queuing Penalty (veh)200
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Market Street
MovementNBNBSB
Directions ServedTTR
Maximum Queue (ft)2417239982
Average Queue (ft)150415333
95th Queue (ft)2431242527
Link Distance (ft)23182318549
Upstream Blk Time (%)810
Queuing Penalty (veh)8399
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM No Build 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 2
Intersection: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
MovementEBEBWBWBNBNBNBNBSBSBSB
Directions ServedLTRULTRULTTRULTTR
Maximum Queue (ft)50302021891694184076450012361212
Average Queue (ft)138119715830032522342568544
95th Queue (ft)35251851301254194266059111951132
Link Distance (ft)63367736036036036011971197
Upstream Blk Time (%)2431
Queuing Penalty (veh)81900
Storage Bay Dist (ft)125125400
Storage Blk Time (%)110400
Queuing Penalty (veh)1113290
Intersection: 200: Market Street & Bump Along Road
MovementEBNBB3B3
Directions ServedRTTT
Maximum Queue (ft)2935609646
Average Queue (ft)21361614
95th Queue (ft)1412756632
Link Distance (ft)1275122549549
Upstream Blk Time (%)134
Queuing Penalty (veh)6331
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 890
Queuing and Blocking Report
PM Build - Alternative 1 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 1
Intersection: 11:
MovementEB
Directions ServedL
Maximum Queue (ft)67
Average Queue (ft)64
95th Queue (ft)71
Link Distance (ft)13
Upstream Blk Time (%)98
Queuing Penalty (veh)90
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12:
MovementNBNBSBSBB3B3
Directions ServedTTRRTT
Maximum Queue (ft)17101749537537242215
Average Queue (ft)8709481781765657
95th Queue (ft)18421848557552199201
Link Distance (ft)24722472417417123123
Upstream Blk Time (%)28281518
Queuing Penalty (veh)272278145173
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 15:
MovementSBSBSB
Directions ServedLTT
Maximum Queue (ft)40025842583
Average Queue (ft)36516211581
95th Queue (ft)48233403383
Link Distance (ft)24772477
Upstream Blk Time (%)4142
Queuing Penalty (veh)402410
Storage Bay Dist (ft)300
Storage Blk Time (%)830
Queuing Penalty (veh)7420
Queuing and Blocking Report
PM Build - Alternative 1 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 2
Intersection: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
MovementEBEBWBWBNBNBNBNBSBSBSB
Directions ServedLTRULTRULTTRULTTR
Maximum Queue (ft)50303522251523964288450012121249
Average Queue (ft)2281501018632732826369564522
95th Queue (ft)50262672061524114066757412161182
Link Distance (ft)63367735935935935911971197
Upstream Blk Time (%)221411
Queuing Penalty (veh)111200
Storage Bay Dist (ft)125125400
Storage Blk Time (%)173371
Queuing Penalty (veh)1843172
Intersection: 200: Market Street & Bump Along Road
MovementEBNBNBB3B3SBSB
Directions ServedR TTTTTTR
Maximum Queue (ft)1043422463515179160
Average Queue (ft)7811693212330
95th Queue (ft)113117325695105122
Link Distance (ft)81123123417417359359
Upstream Blk Time (%)38012
Queuing Penalty (veh)522118
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: Site Access 1 & Bump Along Road
MovementEBWBNB
Directions ServedTRLTLR
Maximum Queue (ft)3131222
Average Queue (ft)1186
95th Queue (ft)1010202
Link Distance (ft)15581188
Upstream Blk Time (%)18
Queuing Penalty (veh)0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM Build - Alternative 1 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 3
Intersection: 400: Site Access 2 & Bump Along Road
MovementNB
Directions ServedLR
Maximum Queue (ft)24
Average Queue (ft)6
95th Queue (ft)22
Link Distance (ft)215
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 500: Site Access 3/Site Access 2
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 3049
Queuing and Blocking Report
PM Build + Improvements - Alternative 1 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 1
Intersection: 11:
MovementEBNBNB
Directions ServedLTT
Maximum Queue (ft)66925925
Average Queue (ft)51305317
95th Queue (ft)79806806
Link Distance (ft)13891891
Upstream Blk Time (%)521011
Queuing Penalty (veh)4800
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12:
MovementNBNBB3
Directions ServedTTT
Maximum Queue (ft)2553257145
Average Queue (ft)172917812
95th Queue (ft)3094307715
Link Distance (ft)24722472123
Upstream Blk Time (%)1114
Queuing Penalty (veh)112147
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 15:
MovementSB
Directions ServedL
Maximum Queue (ft)62
Average Queue (ft)15
95th Queue (ft)48
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)300
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM Build + Improvements - Alternative 1 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 2
Intersection: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
MovementEBEBWBWBNBNBNBNBSBSBSB
Directions ServedLTRULTRULTTRULTTR
Maximum Queue (ft)1045069222221539240283500741688
Average Queue (ft)2412206529232534429328343295
95th Queue (ft)653953612818640341171514609527
Link Distance (ft)62167735935935935911971197
Upstream Blk Time (%)1023
Queuing Penalty (veh)01017
Storage Bay Dist (ft)125125400
Storage Blk Time (%)300111
Queuing Penalty (veh)311913
Intersection: 200: Market Street & Bump Along Road
MovementEBB3B3
Directions ServedRTT
Maximum Queue (ft)100472502
Average Queue (ft)63109369
95th Queue (ft)101409702
Link Distance (ft)73417417
Upstream Blk Time (%)27015
Queuing Penalty (veh)374152
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: Site Access 1 & Bump Along Road
MovementEBWBNB
Directions ServedTRLTLR
Maximum Queue (ft)3131202
Average Queue (ft)3156
95th Queue (ft)1810136
Link Distance (ft)15573188
Upstream Blk Time (%)1
Queuing Penalty (veh)0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM Build + Improvements - Alternative 1 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 3
Intersection: 400: Site Access 2 & Bump Along Road
MovementWBNB
Directions ServedLTLR
Maximum Queue (ft)3124
Average Queue (ft)15
95th Queue (ft)1021
Link Distance (ft)155215
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 500: Site Access 3/Site Access 2
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 651
Queuing and Blocking Report
PM Build - Alternative 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 1
Intersection: 11: Market Street & U-turn
MovementEBNBNB
Directions ServedLTT
Maximum Queue (ft)67272265
Average Queue (ft)624047
95th Queue (ft)68174188
Link Distance (ft)13891891
Upstream Blk Time (%)99
Queuing Penalty (veh)91
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Market Street
MovementNBNBSBSBB3B3
Directions ServedTTRRTT
Maximum Queue (ft)25582554508526214232
Average Queue (ft)202520601972066263
95th Queue (ft)28902880575584213215
Link Distance (ft)24722472417417123123
Upstream Blk Time (%)162031332727
Queuing Penalty (veh)171215307319269269
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 15: U-turn & Market Street
MovementSBSBSB
Directions ServedLTT
Maximum Queue (ft)40025602572
Average Queue (ft)37516611639
95th Queue (ft)42932603298
Link Distance (ft)24772477
Upstream Blk Time (%)4444
Queuing Penalty (veh)429430
Storage Bay Dist (ft)300
Storage Blk Time (%)910
Queuing Penalty (veh)8160
Queuing and Blocking Report
PM Build - Alternative 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 2
Intersection: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
MovementEBEBWBWBNBNBNBNBSBSBSB
Directions ServedLTRULTRULTTRULTTR
Maximum Queue (ft)505024122421839439710649912121212
Average Queue (ft)17101308810330531523294361353
95th Queue (ft)443222619118539139866475832823
Link Distance (ft)63367735935935935911971197
Upstream Blk Time (%)1221
Queuing Penalty (veh)81200
Storage Bay Dist (ft)125125400
Storage Blk Time (%)15168
Queuing Penalty (veh)1625419
Intersection: 200: Market Street & Bump Along Road
MovementEBB3B3SBSB
Directions ServedRTTTTR
Maximum Queue (ft)96458502352370
Average Queue (ft)70823339096
95th Queue (ft)105353693326343
Link Distance (ft)81417417359359
Upstream Blk Time (%)3501301
Queuing Penalty (veh)56313317
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: Site Access 1 & Bump Along Road
MovementEBWBNB
Directions ServedTRLTLR
Maximum Queue (ft)16132204
Average Queue (ft)30384
95th Queue (ft)10818193
Link Distance (ft)15681191
Upstream Blk Time (%)423
Queuing Penalty (veh)10
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM Build - Alternative 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 3
Intersection: 400: Site Access 2 & Bump Along Road
MovementNB
Directions ServedLR
Maximum Queue (ft)24
Average Queue (ft)8
95th Queue (ft)26
Link Distance (ft)201
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 3627
Queuing and Blocking Report
PM Build + Improvements - Alternative 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 1
Intersection: 11: Market Street & U-turn
MovementEBNBNB
Directions ServedLTT
Maximum Queue (ft)68906906
Average Queue (ft)52286301
95th Queue (ft)79712713
Link Distance (ft)13891891
Upstream Blk Time (%)5200
Queuing Penalty (veh)4800
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 12: Market Street
MovementNBNBSBSB
Directions ServedTTRR
Maximum Queue (ft)2553257218103
Average Queue (ft)2054208513
95th Queue (ft)27952789634
Link Distance (ft)24722472417417
Upstream Blk Time (%)813
Queuing Penalty (veh)88137
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 15: U-turn & Market Street
MovementSB
Directions ServedL
Maximum Queue (ft)102
Average Queue (ft)18
95th Queue (ft)65
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)300
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM Build + Improvements - Alternative 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 2
Intersection: 100: Market Street & Mendenhall Drive/Marsh Oaks Drive
MovementEBEBWBWBNBNBNBNBSBSBSB
Directions ServedLTRULTRULTTRULTTR
Maximum Queue (ft)5050329221197427406126499624406
Average Queue (ft)1812141819432032724301341292
95th Queue (ft)453723216416639639574484506404
Link Distance (ft)62167735935935935911971197
Upstream Blk Time (%)12
Queuing Penalty (veh)711
Storage Bay Dist (ft)125125400
Storage Blk Time (%)16471
Queuing Penalty (veh)176592
Intersection: 200: Market Street & Bump Along Road
MovementEBNBB3B3
Directions ServedRTTT
Maximum Queue (ft)7326469497
Average Queue (ft)681112385
95th Queue (ft)849418698
Link Distance (ft)73123417417
Upstream Blk Time (%)26014
Queuing Penalty (veh)425145
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: Site Access 1 & Bump Along Road
MovementEBNB
Directions ServedTRLR
Maximum Queue (ft)31118
Average Queue (ft)559
95th Queue (ft)22110
Link Distance (ft)156191
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM Build + Improvements - Alternative 2 01/30/2018
180202 Bailey Shoppes at Market DevelopmentSimTraffic Report
Dionne C. Brown, PE Page 3
Intersection: 400: Site Access 2 & Bump Along Road
MovementNB
Directions ServedLR
Maximum Queue (ft)24
Average Queue (ft)5
95th Queue (ft)20
Link Distance (ft)201
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 567
2/1/18 180202 Bailey Shoppes on Market Development – Transportation Impact Analysis 50
Supporting Documentation
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE A
APPROVED
DEVELOPMENTS
0 / 37
29 / 580
/
-
6
46
/
1
6
0 / 0
0 / 0
0
/
0
0 /
0
0 / 0
0 / 0
12
/
8
0
0 /
0
41
/
2
1
0
/
0
0 / 0
AM / PM PEAKS
0 / 0
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
Bump Along
Road
RIGHTIN /
RIGHTOUT
Alexander
Road
70
/
7
3
87
/
8
2
0 / 0
0
/
0
70
/
7
3
17
/
1
0
4
Ra
i
n
t
r
e
e
Ro
a
d
DIRECTIONAL
CROSSOVER
0
/
0
*** NOT TO SCALE ***
PROJECT NUMBER 180202
BAILEY SHOPPESON MARKET
DEVELOPMENT
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE B
REROUTED VOLUMES
0 / 0
0 / 00
/
0
18
/
1
0
0 / 0
0 / 0
0
/
0
0 /
0
0 / 0
0 / 0
0 /
0
0 /
0
1 /
1
0
/
0
0 / 0
AM / PM PEAKS
0 / 0
Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
Bump Along
Road
RIGHTIN /
RIGHTOUT
Alexander
Road
0 /
0
19
/
1
1
0 / 0
1
/
1
0
/
0
0
/
0
Ra
i
n
t
r
e
e
Ro
a
d
DIRECTIONAL
CROSSOVER
18
/
1
0
LE
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A
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,
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PM
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November 2017
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u
r
Volumes Opposing U-Turns
AM
1
1
9
0
4
6
PM
2
0
2
6
9
2
T
BRICK WALL
28"X39"
BRICK WALL
28"X39"
CB
DI
DI
DIT
BRICK WALL
28"X39"
BRICK WALL
28"X39"
CB
DI
DI
DI
51
21
22
61
62
41 42
8182
MP#2
NOTES
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
TABLE OF OPERATION
FACE
SIGNAL
PHASE
SIGNAL FACE I.D.
FLASH 0
1
+
6
0
1
+
5
02+502+604+8
SHEET NO.PROJECT REFERENCE NO.
PREPARED BY:
SIG. INVENTORY NO.
SCALEREVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:PLAN DATE:
0
Division 3 New Hanover County Wilmington
Sterling
1"=40’
40
03-1027
40238.1.1 Sig. 1
N
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-
1
0
2
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\
0
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1
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2
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6
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2
7
FEATURE
PHASE
124568
MIN RECALLMIN RECALL
YELLOWYELLOW
ONON
159020159020
----
------
----
--
----
----1515
3434
3.03.0 4.54.5
--ON--ON
----
----
ONONONON
is shown. Min Green for all other phases should not be lower than 4 seconds.
* These values may be field adjusted. Do not adjust Min Green and Extension times for phases 2 and 6 lower than what
Simultaneous Gap
Dual Entry
Vehicle Call Memory
Recall Mode
Minimum Gap
Time To Reduce *
Time Before Reduction *
Max Variable Initial *
Seconds Per Actuation *
Don’t Walk 1
Walk 1 *
Red Clearance
Yellow Clearance
Max Green 1 *
Extension 1 *
Min Green 1 *
2.02.02.02.0 6.06.0
71277127
----
----
3030
Directional Arrow
Controller & Cabinet
Signal Pole with Guy
With Push Button & Sign
Signal Pole with Sidewalk Guy
Inductive Loop Detector
Traffic Signal Head
Pedestrian Signal Head
2-in Underground Conduit
LEGEND
PROPOSEDEXISTING
Sign
Modified Signal HeadN/A
Junction Box
N/ARight of Way
TURNS
INDUCTIVE LOOPS
PHASE
DETECTOR PROGRAMMING
LOOP
TIME
DELAY
(FT)
STOPBAR
FROM
DISTANCE
(FT)
SIZE
TIME
STRETCH
NE
W
C
A
R
D
N
E
W
L
O
O
P
FU
L
L
T
I
M
E
D
E
L
A
Y
EX
T
E
N
S
I
O
N
CA
L
L
I
N
G
SY
S
T
E
M
L
O
O
P
1A
1B
2A
2B
4A
5A
5B
6A
6B
8A
6X40
6X40
6X40
6X40
6X40
6X40
+5
0
0
+5
0
0
6X6
6X6
6X6
6X6
300
300
2-4-2
2-4-2
2-4-2
2-4-2
2-4-2
2-4-2
5
5
5
5
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
YY
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
-
-
-
-
Y
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Y
-10
10
15
15
1
1
6
2
2
4
5
2
5
6
6
8
0% Grade 45 MPH
0% Grade 45 MPH
= FLASHING YELLOW ARROW
51
1 1
81
61, 62
41
21, 22
82
42
1 1
21, 22
41
42
51
61, 62
81
82
R
RR
R
R
R
G
GG
G
G
G
G
G
Y
Y
RRR
R R R R R
RRR
RRR
R R R R R
RRR
3.0
1.5
3.0
1.5
SR 2290 (Mendenhall Drive)
SR 2734 (Marsh Oaks Drive)/
at
US 17 Business (Market Street)
Metal Pole with Mastarmexisting
existing
existing
existing
October 2008
PHASING DIAGRAM
01+5
04+8
02+6
02+5
01+6
300
300
3
3
-
-
-
-
-
-
-
-
-
-
-
--
-
-
-
-
-
All Heads L.E.D.
R
Y
FY
12"
R
Y
G
12"
R
YY
G
12"
existing
existing
existing
existing
SIGN
32"X68"
MP#1
ex
ex
ex ex
ex
ex
exe
x
ex
ex
US 17 Business (Market Street)
US 17 Business (Market Street)
S
R
2
7
3
4
(
M
a
r
s
h
O
a
k
s
D
r
i
v
e
)
S
R
2
2
9
0
(
Me
n
d
e
n
h
a
l
l
D
r
i
v
e
)
1
SIGN
clearance timing
Relocate Market Street stopbars and adjust
exex
ex
ex
ex
ex
Plan of Record
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Pla1/27/10
PREPARED BY:DATE:
DATE:REVIEWED BY:
COMMENTS
Plan of Record
its original state.
by field personnel. This plan may have been modified from
This plan of record reflects existing field conditions as submitted
DATE: SIGNATURE:
K.G. Peedin, Jr June 2015
P.L. Alexander June 2015
Wilmington Signal System
Fully Actuated
5 Phase
1. Refer to "Roadway Standard
Drawings NCDOT" dated January
2012 and "Standard
Specifications for Roads and
Structures" dated January 2012.
2. Do not program signal for late
night flashing operation
unless otherwise directed by
the Engineer.
3. Phase 1 and/or phase 5 may be
lagged.
4. Set all detector units to
presence mode.
5. Maximum times shown in timing
chart are for free-run
operation only. Coordinated
signal system timing values
supersede these values.
6. Signal system data:
Controller Asset #: 1027.
OASIS 2070 TIMING CHART
2
2
3.3 2.0 3.32.02.8
DATE
NORTH CAR
OLI
N
A
ENGINEER
PROFESSIO
NAL
P
A
MEL
A
L
. ALEXAN
DER 023489
SEAL
REVISION SEAL 2
as to the revisions.
This document is only certified
on 10/09/2008
Robert J. Ziemba, PE-026486
issued and sealed by
This document originally
Only as to the Revisions -
to the Original Document but
Not a certified document as
AA
"U-TURN YIELD TO RIGHT TURN"
Sign (R10-16)
3.8
+
1
%
G
r
a
d
e
2
5
M
P
H
F
Y
F
Y
F
Y
F
Y
Y
Y
Adjust clearance timing
OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
(
D
e
s
i
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n
S
p
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e
d
3
5
MP
H
)
0
%
G
r
a
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e
5
5
MP
H
3.8
2.8
11
speed limits.
ciled stop bar locations, added sign, revised
Added to city system, revised loop delay, recon-
5A
8A1B
1A
4A 5B
6B
6A
2A
2B
TN
T
T
I
N
D
E
P
A
R
T
ME
N OF TRASPORT
A
IO
N
STA
E OFNORTH C
AROL
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750 N. Greenfield Pkwy, Garner, NC 27529
Prepared in the Offices of:
A
9/17/2015
9/17/2015
9/17/2015
Ma
r
k
e
t
S
t
r
e
e
t
Alexander Road
Mendenhall Drive Marsh Oaks Drive
Si
t
e
D
r
i
v
e
#
1
Site Drive #3
Site Drive #2
Scale: Not to Scale
Amberleigh Shores
Wilmington, NC
Figure 6
Site Trip Distribution
X%
(Y%)
XX%
Entering Trip Distribution
Exiting Trip Distribution
Regional Trip Distribution
N
LEGEND
SignalizedIntersection
Unsignalized Intersection
Site
Right-In/Right-Out Intersection
13
60%
40%
(5%)
(7
0
%
)
5%
(6
0
%
)
(25%)
(3
5
%
)
40
%
5%
55
%
(6
0
%
)
(2
5
%
)
40%
(70%)
(4
0
%
)
Left-Over Intersection
Ma
r
k
e
t
S
t
r
e
e
t
Alexander Road
Mendenhall Drive Marsh Oaks Drive
Si
t
e
D
r
i
v
e
#
1
Site Drive #3
Site Drive #2
Scale: Not to Scale
Amberleigh Shores
Wilmington, NC
Figure 7
Primary Site
Trip Assignment
N
LEGEND
Signalized Intersection
Unsignalized Intersection
X / Y AM / PM Peak Hour Traffic
Right-In/Right-Out Intersection
14
Site
6/3
81
/
4
3
1/
6
70
/
3
7
29/16
12
/
4
6
1/
6
16
/
6
2
70
/
3
7
29
/
1
6
12/46
81/43
41
/
2
1
46
/
2
5
Left-Over Intersection
DAVEN>ORT
Transportation Impact Analysis
ALDI Marsh Oaks Drive Site
Wilmington, NC
Prepared for ALDI, Inc.
March 31, 2016
Analysis by: Monisha Badarinath SE.\L
Mary Morgan, P.E.
Drafting/Graphics by: Monisha Badarinath
Reviewed by: Mary Morgan, P.E.
Dan Cumbo, P.E.
Sealed by: Mary Morgan, P.E.
This report is printed on recycled paper with 30% post-consumer content. ~MAll paper is FSC Certified. The entire document, including binding, is
100% recyclable.
~
This document , together with the concepts and designs presented herein, is intended only for the specific purpose and
client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization
and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement
between DAVENPORT and the client.
Home Office:
."(J~ \\ ',"" !'" un h :'!t'lT'. :'Uilc 2.\
\\ i";,,," :'ak lll. -«: :r' I(J I
vluin: .'>36.~· 1 · 1. 1 (, %; !','X: .".\(..·1:'0' ) "--;
*** NOT TO SCALE ***
PROJECT NUMBER 160210
ALDI -MARSH OAKS DRIVE SITE
WILMINGTON, NC
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
DAVENPORTand the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE 7A
SITE TRIP
DISTRIBUTIONS
32 / 28
41 / 360
/
0
0
/
0
0 / 0
0 / 0
0
/
0
0
/
0
0 / 0
0 / 0
32
/
2
8
0
/
0
0
/
0
0
/
0
0 / 0
SAT MIDDAY PEAK/ WEEKDAY
PM
0 / 0Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
Am
b
e
r
l
e
i
g
h
Sh
o
r
e
s
A
c
c
e
s
s
18 / 16
0 / 0
73
/
6
3
18
/
1
6
0 / 0
0 / 0
Site
Access 1
Si
t
e
Ac
c
e
s
s
2
73 / 63
32 / 28
0 / 0
0
/
0
41
/
3
6
41
/
3
6
Site
Access 3
91 / 79
0 / 0
0
/
0
0
/
0
0
/
0
18
/
1
6
*** NOT TO SCALE ***
PROJECT NUMBER 160210
ALDI -MARSH OAKS DRIVE SITE
WILMINGTON, NC
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
DAVENPORTand the client.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
BLUE = PROPOSED
ROADWAY
LEGEND
FIGURE 7B
SITE PASS-BY TRIPS
0 / 9
0 / 60
/
-6
0
/
-90 / 0
0 / 0
0
/
0
0
/
0
0 / 0
0 / 0
0 /
6
0
/
0
0
/
0
0
/
0
0 / 0
SAT MIDDAY PEAK/ WEEKDAY
PM
0 / 0Mendenhall
Drive
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Marsh Oaks
Drive
Am
b
e
r
l
e
i
g
h
Sh
o
r
e
s
A
c
c
e
s
s
0 / 2
0 / -2
0
/
1
7
0 /
0
0 / 0
0 / 0
Site
Access 1
Si
t
e
Ac
c
e
s
s
2
0 / 15
0 / 6
0 / 0
0
/
-9
0
/
9
0
/
0
Site
Access 3
0 / 17
0 / 0
0
/
0
0
/
0
0
/
0
0
/
2
BM14
1
5
"
R
C
P
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I
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1
5
"
R
C
P
-
I
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15
"
R
C
P
-
I
V
15
"
R
C
P
-
I
V
2
4
"
R
C
P
-
I
V
18" RCP-III RCP-III15" 42" RCP-III
1
5
"
R
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DOWNING ANN S DB 841 PG 602DB 1210 PG 154DB 1646 PG 1384 DB 2889 PG 1354MINI STORAGE INCOCEAN HIGHWAY MB 21 PG 31DB 1326 PG 1144DB 1878 PG 308HOWELL ROBERT RHRSMOORE THERESA DB 1389 PG 1122DB 1397 PG 656DB 97GS PG 1442DB 862 PG 475 DB 1389 PG 1122DB 1397 PG 656DB 97GS PG 1442DB 1637 PG 1536DB 474 PG 621
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REVISIONS
HYDRAULICSROADWAY DESIGN ENGINEERENGINEER R/W SHEET NO.SHEET NO.PROJECT REFERENCE NO. U-4902C/D
09-SEP-2016 11:48
\\ralw00\projects\58177 NCDOT Division On-Call\Market Street - DDC\Roadway\Proj\U4902C_rdy_psh_16.dgn
$$$$USERNAME$$$$8/17/99
INCOMPLETE PLANS DO NOT USE FOR R/W ACQUISITION DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED
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50.52' RT+18.98 -Y35-
REVISIONS
HYDRAULICSROADWAY DESIGN ENGINEERENGINEER R/W SHEET NO.SHEET NO.PROJECT REFERENCE NO. U-4902C/D
09-SEP-2016 11:49
\\ralw00\projects\58177 NCDOT Division On-Call\Market Street - DDC\Roadway\Proj\U4902C_rdy_psh_18.dgn
$$$$USERNAME$$$$8/17/99
INCOMPLETE PLANS DO NOT USE FOR R/W ACQUISITION DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED
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REVISIONS
HYDRAULICSROADWAY DESIGN ENGINEERENGINEER R/W SHEET NO.SHEET NO.PROJECT REFERENCE NO. U-4902C/D
09-SEP-2016 11:49
\\ralw00\projects\58177 NCDOT Division On-Call\Market Street - DDC\Roadway\Proj\U4902C_rdy_psh_19.dgn
$$$$USERNAME$$$$8/17/99
INCOMPLETE PLANS DO NOT USE FOR R/W ACQUISITION DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED
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