HomeMy WebLinkAboutS17-02 TIA 3.8.17Project Number: 160257
Date: January 6, 2017
Prepared for Yosef, LLC
Buy Quick Convenience Store
New Hanover County, NC
1/6/17 160257 Buy Quick Convenience Mart – Executive Summary i
Buy Quick Convenience Store – Transportation Impact Analysis New Hanover County, NC Prepared for Yosef, LLC January 6, 2017
Executive Summary The proposed Buy Quick Convenience Store 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. The proposed development will include 8,000 square feet of office and a gas station with convenience mart and car wash with 16 vehicle fueling positions. 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 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
1/6/17 160257 Buy Quick Convenience Mart – Executive Summary ii
covered in this Transportation Impact Analysis (TIA). Information regarding the property was provided by Design Solutions. Level of Service Results – Alternative 1 (Connection to Raintree Road)
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 D is expected in the AM and
PM peaks. No improvements are recommended.
Market Street at Bump Along Road
This unsignalized intersection currently operates at LOS A during the AM peak and LOS
B in the PM peak. In 2018 future no build condition, LOS B is expected in the AM and PM peaks With the addition of proposed site traffic, LOS B is expected in the AM and PM peaks. Since Bump Along Road is the main entry into the development and based on NCDOT Driveway Manual, it is recommended to provide a southbound right turn
lane with 175 feet of storage with 50 feet of full lane width deceleration and appropriate taper at this intersection to accommodate the projected site traffic trips. 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 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.
1/6/17 160257 Buy Quick Convenience Mart – Executive Summary iii
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 o 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 F in the PM peak. Based on NCDOT cross-product warrant analysis for channelized directional intersections, a traffic signal is warranted for the southbound u-turn movement in the PM peak future build conditions. However, site u-turning traffic
may be less than projected if site trips are more pass-by oriented for the convenience
store. Since signal warrants are met during only the PM peak hour and due to the uncertainty of actual future site trip distribution, it is recommended that an evaluation of this u-turn intersection be performed following build-out of the development to confirm whether or not a traffic signal would be required based upon traffic volume warrants,
safety, and operational performance. The committed turn lane storage and taper roadway improvements are expected to accommodate the future volumes at this intersection in the unsignalized or 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.
The recommended improvements are illustrated in Figure 12 in the report.
1/6/17 160257 Buy Quick Convenience Mart – Executive Summary iv
Level of Service Summary
Table A summarizes the level of service analysis at the study intersections:
Table A - Level of Service Summary
AM Peak 2016 Existing 2018 No Build 2018 Build Alternative 1
2018 Build with Improvements
Alternative 1
Market Street at Marsh Oaks Drive C (20.6) C (31.3) D (36.4)
Market Street at Bump Along Road A (9.9) EB Approach B (10.5) EB Approach B (12.4) EB Approach B (12.3) EB Approach
Bump Along Road at Site Access 1 A (8.7) NB Approach
Bump Along Road at Site Access 2 A (8.4) NB Approach
Raintree Road at Site Access 3 A (0) NB Approach
Market Street at U-turn B (14.4) EB Approach C (16.6) EB Approach A (8.5) Signalized
PM Peak 2016
Existing 2018 No Build 2018 Build
Alternative 1
2018 Build with Improvements Alternative 1
Market Street at Marsh
Oaks Drive C (20.4) D (35.2) D (42.3)
Market Street at Bump Along Road B (10.2) EB Approach B (10.5) EB Approach B (14.3) EB Approach B (13.9) EB Approach
Bump Along Road at Site Access 1 A (9.1) NB Approach
Bump Along Road at Site Access 2 A (8.4) NB Approach
Raintree Road at Site
Access 3
A (0)
NB Approach
Market Street at U-turn C (23.7) EB Approach F (50.4) EB Approach B (14.0) Signalized
LOS (delay in seconds) Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay
1/6/17 160257 Buy Quick Convenience Mart – Executive Summary v
Level of Service Results – Alternative 2 (Without Connection to Raintree Road) 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 in the report.
Level of Service Summary
Table B presents the summary of the level of service analysis.
Table B - Level of Service Summary
AM Peak 2016 Existing 2018 No Build 2018 Build Alternative 2
2018 Build with Improvements
Alternative 2
Market Street at Marsh Oaks Drive C (20.6) C (31.3) D (36.8)
Market Street at Bump Along Road A (9.9) EB Approach B (10.5) EB Approach B (12.6) EB Approach B (12.4) EB Approach
Bump Along Road at Site Access 1 A (8.7) NB Approach
Bump Along Road at Site Access 2 A (8.4) NB Approach
Market Street at U-turn B (14.4) EB Approach C (16.6) EB Approach A (8.5) Signalized
PM Peak 2016 Existing 2018 No Build 2018 Build Alternative 2
2018 Build with
Improvements Alternative 2
Market Street at Marsh Oaks Drive C (20.4) D (35.2) D (42.5)
Market Street at Bump Along Road B (10.2) EB Approach B (10.5) EB Approach B (14.6) EB Approach B (14.2) EB Approach
Bump Along Road at Site
Access 1
A (9.1)
NB Approach
Bump Along Road at Site Access 2 A (8.4) NB Approach
Market Street at U-turn C (23.7) EB Approach F (50.4) EB Approach B (14.0) Signalized
LOS (delay in seconds) Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay
1/6/17 160257 Buy Quick Convenience Mart – Executive Summary vi
Summary and Conclusion
The proposed Buy Quick Convenience Store 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. The proposed development will include 8,000 square feet of office and a gas station with convenience mart and car wash with 16 vehicle fueling positions. 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 214 trips in the AM peak and 310 trips in the PM peak.
Based on the analysis, it is expected that each study intersection is to operate at LOS D 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 of 175 feet of storage with 50 feet of full lane width deceleration and appropriate taper to the intersection of US 17 Business (Market Street) and Bump Along Road. It is also recommended to evaluate signalization to the U-turn at Market Street based on the cross-product analysis after the development is built.
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.
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 1
Buy Quick Convenience Store – Transportation Impact Analysis New Hanover County, NC Prepared for Yosef, LLC January 6, 2017
Table of Contents
1.0 Introduction ............................................................................................................. 2
Figure 1 – Site Plan ..................................................................................................... 4 Figure 2A – Site Location Map .................................................................................... 5 Figure 2B – Vicinity Map .............................................................................................. 6 2.0 Existing Conditions ................................................................................................ 7 2.1 Inventory ................................................................................................................ 7
2.2 Existing Traffic Volumes ........................................................................................ 7 Figure 3 – Existing Lane Geometry ............................................................................. 8 Figure 4 – 2016 Existing Traffic Volumes .................................................................... 9 3.0 Approved Developments and Committed Improvements ................................. 10 3.1 Approved Developments ...................................................................................... 10
3.2 Committed Improvements .................................................................................... 10 4.0 Methodology ......................................................................................................... 11 4.1 Base Assumptions and Standards ....................................................................... 11 4.2 Trip Generation .................................................................................................... 11 4.3 Trip Distribution .................................................................................................... 12
4.4 2018 Future No Build Traffic ................................................................................ 12 4.5 2018 Future Build Total Traffic ............................................................................. 12 Figure 5 – Alternative 1 – Primary Trip Distribution ................................................... 13 Figure 6 – Alternative 2 – Primary Trip Distribution ................................................... 14 Figure 7 – 2018 Future No Build Volumes ................................................................. 15
Figure 8 – Alternative 1 – Primary Site Trips ............................................................. 16 Figure 9 – Alternative 2 – Primary Site Trips ............................................................. 17 Figure 10 – Alternative 1 – 2018 Future Build Volumes ............................................. 18 Figure 11 – Alternative 2 – 2018 Future Build Volumes ............................................. 19 5.0 Capacity Analysis ................................................................................................. 20
5.1 Level of Service Evaluation Criteria ..................................................................... 20 5.2 Level of Service Results – Alternative 1 (Connection to Raintree Road) ............. 21 5.3 Level of Service Summary ................................................................................... 23 Figure 12 – Alternative 1 – Recommended Improvements ........................................ 24 5.4 Level of Service Results – Alternative 2 (Without Connection to Raintree Road) 25
5.5 Level of Service Summary ................................................................................... 25 Figure 13 – Alternative 2 – Recommended Improvements ........................................ 26 6.0 Summary and Conclusion ................................................................................... 27 Appendix ...................................................................................................................... 28 Trip Generation .......................................................................................................... 29
Level of Service Analysis ........................................................................................... 30 Traffic Volume Data ................................................................................................... 37 Supporting Documentation ........................................................................................ 38
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 2
Buy Quick Convenience Store – Transportation Impact Analysis New Hanover County, NC Prepared for Yosef, LLC January 6, 2017
1.0 Introduction The proposed Buy Quick Convenience Store 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. The proposed development will include 8,000 square feet of office and a gas station with convenience mart and car wash with 16 vehicle fueling positions. 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) 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.
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 3
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 Transportation Impact Analysis (TIA). Information regarding the property was provided by Design Solutions.
US 17 Business (Market Street) at Bump Along Road Facing East
FIGURE 1 SITE PLAN
FIGURE 2A SITE LOCATION MAP
SITE INDICATOR
FIGURE 2B
VICINITY MAP
STUDY INTERSECTIONS EXISTING PROPOSED
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 7
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
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
BLUE = PROPOSED
ROADWAY
LEGEND
SPEED
LIMIT
45
20
0
'
125'
Mendenhall
Drive
Marsh Oaks
Drive
SPEED
LIMIT
35
15
0
'
FU
L
L
TL
2013 AADT
VOLUME10,000
32,000
125'
*** NOT TO SCALE ***
PROJECT NUMBER 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE3
EXISTINGLANE
GEOMETRY
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
TW
L
T
SPEEDLIMIT45
Bump Along
Road
~4
6
5
'
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
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
Marsh Oaks
Drive
Bump Along
Road
RIGHTIN /
RIGHTOUT
17
0
5
/
1
7
1
6
12
0
1
/
1
8
0
8
0 / 0
1 / 2
0
/
3
1
/
1
DIRECTIONAL
CROSSOVER
*** NOT TO SCALE ***
PROJECT NUMBER 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE 4
EXISTING TRAFFIC
VOLUMES
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Alexander
Road
Ra
i
n
t
r
e
e
Ro
a
d
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 10
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 C/D is a roadway improvement project that consists of two parts. U-4902 C 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 anticipated completion date is 2018. Imporovements identified in the TIA for the Amberleigh Shores approved development were also included in the analysis. Therefore, 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.
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 11
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
Buy Quick Convenience Store
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 8.00 Th.Sq.Ft. GFA
Equation - Adjacent 193 22 3 15 73
Gas Station with Convenience Mart and Car
Wash
946 16 Vehicle Fueling Positions
Rate - Adjacent 2,445 96 93 113 109
Total Trips 2,638 118 96 128 182
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 12
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 5 and Figure 6 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) 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. Site trips for the two alternatives are shown in Figures 8 and 9, 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.
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
Mendenhall
Drive
Marsh Oaks
Drive
DESTINATION
NODE%
45%
10%
10% IN
10
%
O
U
T
95% OUT
95
%
I
N
45
%
I
N
usi
n
e
s
s
Str
e
e
t
)
Si
t
e
Ac
c
e
s
s
1
Si
t
e
Ac
c
e
s
s
2
Bump Along
Road
3
40
%
I
N
45
%
O
U
T
85% IN10% IN
85
%
O
U
T
10
%
O
U
T
RIGHTIN /
RIGHTOUT
DIRECTIONAL
CROSSOVER
10% OUT
10% IN
40
%
I
N
+
55
%
O
U
T
T
*** NOT TO SCALE ***
PROJECT NUMBER 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
40%
FIGURE5
ALTERNATIVE 1
PRIMARY TRIP
DISTRIBUTION
US
1
7
B
u
(M
a
r
k
e
t
S
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
5%
O
U
T
5%
I
N
5%
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
Mendenhall
Drive
Marsh Oaks
Drive
DESTINATION
NODE%
45%
10%
10% IN
10
%
O
U
T
100% OUT
10
0
%
I
N
45
%
I
N
usi
n
e
s
s
Str
e
e
t
)
Si
t
e
Ac
c
e
s
s
1
Si
t
e
Ac
c
e
s
s
2
Bump Along
Road
45
%
I
N
45
%
O
U
T
90% IN10% IN
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 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
45%
FIGURE6
ALTERNATIVE 2
PRIMARY TRIP
DISTRIBUTION
US
1
7
B
u
(M
a
r
k
e
t
S
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
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
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
Marsh Oaks
Drive
Bump Along
Road
RIGHTIN /
RIGHTOUT
18
0
9
/
1
8
2
3
13
3
1
/
1
9
3
7
1 / 2
1
/
4
DIRECTIONAL
CROSSOVER
*** NOT TO SCALE ***
PROJECT NUMBER 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE 7
2018 FUTURE NO
BUILD VOLUMES
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Alexander
Road
19
1
1
/
1
7
3
8
11
6
1
/
1
9
9
5
Ra
i
n
t
r
e
e
Ro
a
d
18
/
1
0
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
0 / 0
12 / 1353
/
5
8
43
/
8
2
0 / 0
0 / 0
0
/
0
0 /
0
0 / 0
0 / 0
0 /
0
10
/
1
8
47
/
5
1
0
/
0
0 / 0
AM / PM PEAKS
0 / 0
Mendenhall
Drive
Marsh Oaks
Drive
e ss1
e ss2
Bump Along
Road
RIGHTIN /
RIGHTOUT
0 /
0
10
0
/
1
5
1
91 / 173
11
2
/
1
2
2
100 / 109
0 / 0 0 /
0
12 / 13
10 / 18
82
/
1
5
5
12 / 13
0 / 0
0
/
0
0 / 0
0 / 0
10
/
1
8
DIRECTIONAL
CROSSOVER
*** NOT TO SCALE ***
PROJECT NUMBER 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE 8
ALTERNATIVE 1 -
PRIMARY SITE TRIPS
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
Si
t
Ac
c
e
s
Alexander
Road
43
/
8
2
53
/
5
8
Si
t
e
Ac
c
e
s
s
3
Ra
i
n
t
r
e
e
Ro
a
d
5 /
9
6
/
6
53
/
1
0
0
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
0 / 0
12 / 1353
/
5
8
43
/
8
2
0 / 0
0 / 0
0
/
0
0 /
0
0 / 0
0 / 0
0 /
0
10
/
1
8
53
/
5
8
0
/
0
0 / 0
AM / PM PEAKS
0 / 0
Mendenhall
Drive
Marsh Oaks
Drive
e ss1
e ss2
Bump Along
Road
RIGHTIN /
RIGHTOUT
0 /
0
10
6
/
1
5
8
96 / 182
11
8
/
1
2
8
106 / 115
0 / 0 0 /
0
12 / 13
10 / 18
86
/
1
6
4
12 / 13
0 / 0
0
/
0
0 / 0
0 / 0
10
/
1
8
DIRECTIONAL
CROSSOVER
*** NOT TO SCALE ***
PROJECT NUMBER 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE 9
ALTERNATIVE 2 -
PRIMARY SITE TRIPS
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
Si
t
Ac
c
e
s
Alexander
Road
43
/
8
2
53
/
5
8
Ra
i
n
t
r
e
e
Ro
a
d
53
/
1
0
0
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
108 / 104
175 / 14116
3
7
/
1
7
2
4
12
6
3
/
1
8
2
3
20 / 20
21 / 11
9
/
1
1
31
/
3
9
6 / 7
3 / 2
45
/
2
0
0
49
/
1
0
9
89
/
7
3
27
/
2
9
0 / 0
AM / PM PEAKS
0 / 1
Mendenhall
Drive
Marsh Oaks
Drive
e ss1
e ss2
Bump Along
Road
RIGHTIN /
RIGHTOUT
18
0
9
/
1
8
2
3
14
3
1
/
2
0
8
8
92 / 175
11
3
/
1
2
6
100 / 109
0 / 0 0 /
0
13 / 17
11 / 20
82
/
1
5
5
12 / 13
0 / 0
0
/
0
1 / 4
1 / 2
10
/
1
8
DIRECTIONAL
CROSSOVER
*** NOT TO SCALE ***
PROJECT NUMBER 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE 10
ALTERNATIVE 1 -
2018 FUTURE BUILD
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
Si
t
Ac
c
e
s
Alexander
Road
19
5
4
/
1
8
2
0
12
1
4
/
2
0
5
3
Si
t
e
Ac
c
e
s
s
3
Ra
i
n
t
r
e
e
Ro
a
d
5 /
9
6
/
6
71
/
1
1
0
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
108 / 104
175 / 14116
3
7
/
1
7
2
4
12
6
3
/
1
8
2
3
20 / 20
21 / 11
9
/
1
1
31
/
3
9
6 / 7
3 / 2
45
/
2
0
0
49
/
1
0
9
95
/
8
0
27
/
2
9
0 / 0
AM / PM PEAKS
0 / 1
Mendenhall
Drive
Marsh Oaks
Drive
e ss1
e ss2
Bump Along
Road
RIGHTIN /
RIGHTOUT
18
0
9
/
1
8
2
3
14
3
7
/
2
0
9
5
97 / 184
11
9
/
1
3
2
106 / 115
0 / 0 0 /
0
13 / 17
11 / 20
86
/
1
6
4
12 / 13
0 / 0
0
/
0
1 / 4
1 / 2
10
/
1
8
DIRECTIONAL
CROSSOVER
*** NOT TO SCALE ***
PROJECT NUMBER 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE 11
ALTERNATIVE 2 -
2018 FUTURE BUILD
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
Si
t
Ac
c
e
s
Alexander
Road
19
5
4
/
1
8
2
0
12
1
4
/
2
0
5
3
Ra
i
n
t
r
e
e
Ro
a
d
71
/
1
1
0
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 20
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
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 21
5.2 Level of Service Results – Alternative 1 (Connection to Raintree Road) 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 D is expected in the AM and PM peaks. No improvements are recommended.
Market Street at Bump Along Road
This unsignalized intersection currently operates at LOS A during the AM peak and LOS B in the PM peak. In 2018 future no build condition, LOS B is expected in the AM and
PM peaks With the addition of proposed site traffic, LOS B is expected in the AM and
PM peaks. Since Bump Along Road is the main entry into the development and based on NCDOT Driveway Manual, it is recommended to provide a southbound right turn lane with 175 feet of storage with 50 feet of full lane width deceleration and appropriate taper at this intersection to accommodate the projected site traffic trips.
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
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.
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 22
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 o 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 F in the PM peak. Based on NCDOT cross-product warrant analysis for channelized directional intersections, a traffic signal is warranted for the southbound u-turn movement in the PM peak future build conditions. However, site u-turning traffic
may be less than projected if site trips are more pass-by oriented for the convenience
store. Since signal warrants are met during only the PM peak hour and due to the uncertainty of actual future site trip distribution, it is recommended that an evaluation of this u-turn intersection be performed following build-out of the development to confirm whether or not a traffic signal would be required based upon traffic volume warrants,
safety, and operational performance. The committed turn lane storage and taper roadway improvements are expected to accommodate the future volumes at this intersection in the unsignalized or 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.
The recommended improvements are illustrated in Figure 12.
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 23
5.3 Level of Service Summary
Table 5.2 summarizes the level of service analysis at the study intersections:
Table 5.2 - Level of Service Summary
AM Peak 2016 Existing 2018 No Build 2018 Build Alternative 1
2018 Build with Improvements
Alternative 1
Market Street at Marsh Oaks Drive C (20.6) C (31.3) D (36.4)
Market Street at Bump Along Road A (9.9) EB Approach B (10.5) EB Approach B (12.4) EB Approach B (12.3) EB Approach
Bump Along Road at Site Access 1 A (8.7) NB Approach
Bump Along Road at Site Access 2 A (8.4) NB Approach
Raintree Road at Site Access 3 A (0) NB Approach
Market Street at U-turn B (14.4) EB Approach C (16.6) EB Approach A (8.5) Signalized
PM Peak 2016
Existing 2018 No Build 2018 Build
Alternative 1
2018 Build with Improvements Alternative 1
Market Street at Marsh
Oaks Drive C (20.4) D (35.2) D (42.3)
Market Street at Bump Along Road B (10.2) EB Approach B (10.5) EB Approach B (14.3) EB Approach B (13.9) EB Approach
Bump Along Road at Site Access 1 A (9.1) NB Approach
Bump Along Road at Site Access 2 A (8.4) NB Approach
Raintree Road at Site
Access 3
A (0)
NB Approach
Market Street at U-turn C (23.7) EB Approach F (50.4) EB Approach B (14.0) Signalized
LOS (delay in seconds) Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
40
0
'
125'
Mendenhall
Drive
Marsh Oaks
Drive
50
0
'
FU
L
L
125'
Bump Along
Road
2
17
5
'
s
1
*** NOT TO SCALE ***
PROJECT NUMBER 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE12
ALTERNATIVE 1 -
RECOMMENDED
IMPROVEMENTS
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
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
'
Si
t
e
Ac
c
e
s
s
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 25
5.4 Level of Service Results – Alternative 2 (Without Connection to Raintree Road) 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.
5.5 Level of Service Summary
Table 5.3 presents the summary of the level of service analysis.
Table 5.3 - Level of Service Summary
AM Peak 2016 Existing 2018 No Build 2018 Build Alternative 2
2018 Build with Improvements
Alternative 2
Market Street at Marsh Oaks Drive C (20.6) C (31.3) D (36.8)
Market Street at Bump Along Road A (9.9) EB Approach B (10.5) EB Approach B (12.6) EB Approach B (12.4) EB Approach
Bump Along Road at Site Access 1 A (8.7) NB Approach
Bump Along Road at Site Access 2 A (8.4) NB Approach
Market Street at U-turn B (14.4) EB Approach C (16.6) EB Approach A (8.5) Signalized
PM Peak 2016 Existing 2018 No Build 2018 Build Alternative 2
2018 Build with
Improvements Alternative 2
Market Street at Marsh Oaks Drive C (20.4) D (35.2) D (42.5)
Market Street at Bump Along Road B (10.2) EB Approach B (10.5) EB Approach B (14.6) EB Approach B (14.2) EB Approach
Bump Along Road at Site
Access 1
A (9.1)
NB Approach
Bump Along Road at Site Access 2 A (8.4) NB Approach
Market Street at U-turn C (23.7) EB Approach F (50.4) EB Approach B (14.0) Signalized
LOS (delay in seconds) Note for unsignalized conditions, LOS and delay indicates only minor street approach with longest delay
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
40
0
'
125'
Mendenhall
Drive
Marsh Oaks
Drive
50
0
'
FU
L
L
125'
Bump Along
Road
2
17
5
'
s
1
*** NOT TO SCALE ***
PROJECT NUMBER 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE13
ALTERNATIVE 2 -
RECOMMENDED
IMPROVEMENTS
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
2
Alexander
Road
Ra
i
n
t
r
e
e
Ro
a
d
30
0
'
30
0
'
Si
t
e
Ac
c
e
s
s
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 27
6.0 Summary and Conclusion
The proposed Buy Quick Convenience Store 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. The proposed development will include 8,000 square feet of office and a gas station with convenience mart and car wash with 16 vehicle fueling positions. 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 214 trips in the AM peak and 310 trips in the PM peak.
Based on the analysis, it is expected that each study intersection is to operate at LOS D 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 of 175 feet of storage with 50 feet of full lane width deceleration and appropriate taper to the intersection of US 17 Business (Market Street) and Bump Along Road. It is also recommended to evaluate signalization to the U-turn at Market Street based on the cross-product analysis after the development is built.
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.
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 28
Appendix
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 29
Trip Generation
Trip Generation Summary - Alternative 1
Project:
Alternative:
Open Date:
Analysis Date:
160257
Alternative 1
8/19/2016
8/19/2016
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
8Gross Floor Area 1000 SF
877215253221939697
946GASMARKETWASH 1
16Vehicle Fueling Positions
2221091131899396244512221223
Unadjusted Volume 13201318263811896214128181309
Internal Capture Trips000000000
000000000
13201318263811896214128181309
Pass-By Trips
Volume Added to Adjacent Streets
Total AM Peak Hour Internal Capture = 0 Percent
Total PM Peak Hour Internal Capture = 0 Percent
1TRIP GENERATION 2014, TRAFFICWARE, LLC
Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 30
Level of Service Analysis
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 31
US 17 BUS (Market Street) at Marsh
Oaks Drive
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/31/2017
160257 Buy Quick Convenience Mart AM 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+ptNAPermcustompm+ptNA
Protected Phases4581!5216
Permitted Phases4488221!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-MinC-MinNoneNoneC-Min
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 01/31/2017
160257 Buy Quick Convenience Mart AM 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 01/31/2017
160257 Buy Quick Convenience Mart AM Existing
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBUSBLSBT
Queue Length 50th (ft)22181489773081314538
Queue Length 95th (ft)4940218145204453333748
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 01/31/2017
160257 Buy Quick Convenience Mart AM 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 02/17/2017
160257 Buy Quick Convenience Mart AM 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 Permitted0.6570.7160.9500.950
Satd. Flow (perm)012241583013341583017703539158301770
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+ovpm+ptProtNAPermProtProt
Protected Phases45!81!5!521!1
Permitted Phases44882!2
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)38.038.013.038.038.013.013.013.080.080.013.013.0
Yellow Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.02.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLeadLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneC-MinC-MinNoneNone
Act Effct Green (s)28.747.528.755.113.886.986.921.4
Actuated g/C Ratio0.190.310.190.360.090.570.570.14
v/c Ratio0.110.050.750.210.500.670.050.32
Control Delay48.732.475.532.676.226.117.262.2
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay48.732.475.532.676.226.117.262.2
LOSDCECECBE
Approach Delay40.958.828.6
Approach LOSDEC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience Mart AM 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)80.0
Yellow Time (s)5.0
All-Red Time (s)2.0
Lost Time Adjust (s)-2.0
Total Lost Time (s)5.0
Lead/LagLag
Lead-Lag Optimize?Yes
Vehicle Extension (s)3.0
Recall ModeC-Min
Act Effct Green (s)94.5
Actuated g/C Ratio0.62
v/c Ratio0.81
Control Delay27.2
Queue Delay0.0
Total Delay27.2
LOSC
Approach Delay28.7
Approach LOSC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience Mart AM No Build
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBUNBLNBTNBRSBUSBL
Queue Length 50th (ft)211617880784901971
Queue Length 95th (ft)463425112313462142131
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125400
Base Capacity (vph)3225133515741812060921249
Starvation Cap Reductn00000000
Spillback Cap Reductn00000000
Storage Cap Reductn00000000
Reduced v/c Ratio0.080.040.540.210.450.660.050.32
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:NBTU and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 31.3Intersection LOS: C
Intersection Capacity Utilization 81.8%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 02/17/2017
160257 Buy Quick Convenience Mart AM No Build
Dionne C. Brown, PE Page 4
Lane GroupSBTSBR
Queue Length 50th (ft)675
Queue Length 95th (ft)957
Internal Link Dist (ft)1163
Turn Bay Length (ft)
Base Capacity (vph)2197
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 02/17/2017
160257 Buy Quick Convenience MartAM Build - Alternative 1
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBUNBLNBTNBRSBUSBL
Lane Configurations
Traffic Volume (vph)20321175610889311263492745
Future Volume (vph)20321175610889311263492745
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 Permitted0.6530.7150.9500.950
Satd. Flow (perm)012161583013321583017703539158301770
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)22323194712099341403543050
Shared Lane Traffic (%)
Lane Group Flow (vph)0252302011200133140354080
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)38.038.013.038.038.013.013.013.080.080.013.013.0
Yellow Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.02.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLeadLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneC-MinC-MinNoneNone
Act Effct Green (s)30.252.330.259.317.182.782.724.2
Actuated g/C Ratio0.200.340.200.390.110.540.540.16
v/c Ratio0.100.040.760.190.670.730.060.28
Control Delay47.430.075.230.481.029.918.260.3
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay47.430.075.230.481.029.918.260.3
LOSDCECFCBE
Approach Delay39.158.533.8
Approach LOSDEC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience MartAM Build - Alternative 1
Dionne C. Brown, PE Page 2
Lane GroupSBTSBR
Lane Configurations
Traffic Volume (vph)16379
Future Volume (vph)16379
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)181910
Shared Lane Traffic (%)
Lane Group Flow (vph)18290
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)80.0
Yellow Time (s)5.0
All-Red Time (s)2.0
Lost Time Adjust (s)-2.0
Total Lost Time (s)5.0
Lead/LagLag
Lead-Lag Optimize?Yes
Vehicle Extension (s)3.0
Recall ModeC-Min
Act Effct Green (s)89.7
Actuated g/C Ratio0.59
v/c Ratio0.88
Control Delay33.7
Queue Delay0.0
Total Delay33.7
LOSC
Approach Delay34.8
Approach LOSC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience MartAM Build - Alternative 1
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBUNBLNBTNBRSBUSBL
Queue Length 50th (ft)2115190721275992767
Queue Length 95th (ft)4634265125#23564449134
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125400
Base Capacity (vph)3205473506172031980885281
Starvation Cap Reductn00000000
Spillback Cap Reductn00000000
Storage Cap Reductn00000000
Reduced v/c Ratio0.080.040.570.190.660.710.060.28
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: 0.88
Intersection Signal Delay: 36.4Intersection LOS: D
Intersection Capacity Utilization 84.7%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 02/17/2017
160257 Buy Quick Convenience MartAM Build - Alternative 1
Dionne C. Brown, PE Page 4
Lane GroupSBTSBR
Queue Length 50th (ft)812
Queue Length 95th (ft)#1082
Internal Link Dist (ft)1163
Turn Bay Length (ft)
Base Capacity (vph)2087
Starvation Cap Reductn0
Spillback Cap Reductn0
Storage Cap Reductn0
Reduced v/c Ratio0.88
Intersection Summary
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience MartAM Build - Alternative 2
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBUNBLNBTNBRSBUSBL
Lane Configurations
Traffic Volume (vph)20321175610895311263492745
Future Volume (vph)20321175610895311263492745
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 Permitted0.6530.7150.9500.950
Satd. Flow (perm)012161583013321583017703539158301770
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)223231947120106341403543050
Shared Lane Traffic (%)
Lane Group Flow (vph)0252302011200140140354080
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)38.038.013.038.038.013.013.013.080.080.013.013.0
Yellow Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.02.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLeadLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneC-MinC-MinNoneNone
Act Effct Green (s)30.252.730.259.617.682.482.424.4
Actuated g/C Ratio0.200.350.200.390.120.540.540.16
v/c Ratio0.100.040.760.190.680.730.060.28
Control Delay47.429.975.230.381.230.118.260.2
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay47.429.975.230.381.230.118.260.2
LOSDCECFCBE
Approach Delay39.058.434.2
Approach LOSDEC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience MartAM Build - Alternative 2
Dionne C. Brown, PE Page 2
Lane GroupSBTSBR
Lane Configurations
Traffic Volume (vph)16379
Future Volume (vph)16379
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)181910
Shared Lane Traffic (%)
Lane Group Flow (vph)18290
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)80.0
Yellow Time (s)5.0
All-Red Time (s)2.0
Lost Time Adjust (s)-2.0
Total Lost Time (s)5.0
Lead/LagLag
Lead-Lag Optimize?Yes
Vehicle Extension (s)3.0
Recall ModeC-Min
Act Effct Green (s)89.3
Actuated g/C Ratio0.59
v/c Ratio0.88
Control Delay34.3
Queue Delay0.0
Total Delay34.3
LOSC
Approach Delay35.4
Approach LOSD
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience MartAM Build - Alternative 2
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBUNBLNBTNBRSBUSBL
Queue Length 50th (ft)2115190721335992767
Queue Length 95th (ft)4634265125#25464449134
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125400
Base Capacity (vph)3205513506202071974882284
Starvation Cap Reductn00000000
Spillback Cap Reductn00000000
Storage Cap Reductn00000000
Reduced v/c Ratio0.080.040.570.190.680.710.060.28
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: 0.88
Intersection Signal Delay: 36.8Intersection LOS: D
Intersection Capacity Utilization 85.0%ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
! 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 02/17/2017
160257 Buy Quick Convenience MartAM Build - Alternative 2
Dionne C. Brown, PE Page 4
Lane GroupSBTSBR
Queue Length 50th (ft)824
Queue Length 95th (ft)#1082
Internal Link Dist (ft)1163
Turn Bay Length (ft)
Base Capacity (vph)2076
Starvation Cap Reductn0
Spillback Cap Reductn0
Storage Cap Reductn0
Reduced v/c Ratio0.88
Intersection Summary
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/31/2017
160257 Buy Quick Convenience Mart PM 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 Permitted0.6700.7280.0650.071
Satd. Flow (perm)0124815830013561583121353915830132
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/LagLeadLagLeadLeadLeadLagLag
Lead-Lag Optimize?YesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneC-MinC-MinNoneNone
Act Effct Green (s)14.928.914.934.5104.9104.7104.7113.2
Actuated g/C Ratio0.100.190.100.230.690.690.690.74
v/c Ratio0.200.040.650.200.260.770.090.68
Control Delay64.447.587.046.013.620.29.853.0
Queue Delay0.00.00.00.00.00.00.00.0
Total Delay64.447.587.046.013.620.29.853.0
LOSEDFDBCAD
Approach Delay58.868.119.5
Approach LOSEEB
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/31/2017
160257 Buy Quick Convenience Mart PM 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-Min
Act Effct Green (s)113.0
Actuated g/C Ratio0.74
v/c Ratio0.70
Control Delay13.7
Queue Delay0.0
Total Delay13.7
LOSB
Approach Delay16.9
Approach LOSB
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 01/31/2017
160257 Buy Quick Convenience Mart PM Existing
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBLNBTNBRSBUSBL
Queue Length 50th (ft)22108459125913067
Queue Length 95th (ft)5228140943491368153
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125150200
Base Capacity (vph)19241820835628624371090363
Starvation Cap Reductn00 000000
Spillback Cap Reductn00 000000
Storage Cap Reductn00 000000
Reduced v/c Ratio0.130.030.410.210.150.770.090.45
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: 0.77
Intersection Signal Delay: 20.4Intersection 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 01/31/2017
160257 Buy Quick Convenience Mart PM Existing
Dionne C. Brown, PE Page 4
Lane GroupSBTSBR
Queue Length 50th (ft)491
Queue Length 95th (ft)691
Internal Link Dist (ft)1163
Turn Bay Length (ft)
Base Capacity (vph)2628
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 02/17/2017
160257 Buy Quick Convenience Mart PM 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 Permitted0.6190.7200.950
Satd. Flow (perm)011531583001341158301770353915830
Right Turn on RedNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)553530
Link Distance (ft)685734429
Travel Time (s)8.514.39.8
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+ovpm+ptProtNAPermProt
Protected Phases45!81!5!521!
Permitted Phases448882!2
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)23.023.018.023.023.023.023.018.018.085.085.023.0
Yellow Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.02.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneNoneC-MinC-MinNone
Act Effct Green (s)22.340.422.351.813.190.290.2
Actuated g/C Ratio0.150.270.150.340.090.590.59
v/c Ratio0.140.030.770.220.440.920.11
Control Delay57.138.186.835.974.136.814.6
Queue Delay0.00.00.00.00.00.00.0
Total Delay57.138.186.835.974.136.814.6
LOSEDFDEDB
Approach Delay50.864.736.9
Approach LOSDED
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience Mart PM 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)30
Link Distance (ft)1243
Travel Time (s)28.3
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)23.090.0
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/LagLagLag
Lead-Lag Optimize?YesYes
Vehicle Extension (s)3.03.0
Recall ModeNoneC-Min
Act Effct Green (s)24.5104.4
Actuated g/C Ratio0.160.69
v/c Ratio0.890.77
Control Delay93.720.7
Queue Delay0.00.0
Total Delay93.720.7
LOSFC
Approach Delay29.4
Approach LOSC
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience Mart PM No Build
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBUNBLNBTNBRSBU
Queue Length 50th (ft)219144806491244
Queue Length 95th (ft)5025#234130115#113074
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125
Base Capacity (vph)1894922205342322100939
Starvation Cap Reductn0000000
Spillback Cap Reductn0000000
Storage Cap Reductn0000000
Reduced v/c Ratio0.130.020.690.220.290.920.11
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 30 (20%), Referenced to phase 2:NBTU and 6:SBT, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 35.2Intersection LOS: D
Intersection Capacity Utilization 89.8%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 02/17/2017
160257 Buy Quick Convenience Mart PM No Build
Dionne C. Brown, PE Page 4
Lane GroupSBLSBTSBR
Queue Length 50th (ft)249671
Queue Length 95th (ft)#408854
Internal Link Dist (ft)1163
Turn Bay Length (ft)400
Base Capacity (vph)2912427
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.870.77
Intersection Summary
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 1
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBUNBLNBTNBRSBU
Lane Configurations
Traffic Volume (vph)20211114171047339182310929
Future Volume (vph)20211114171047339182310929
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 Permitted0.5970.7190.950
Satd. Flow (perm)011121583001339158301770353915830
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)22212115781168143202612132
Shared Lane Traffic (%)
Lane Group Flow (vph)0241200166116012420261210
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)23.023.018.023.023.023.023.018.018.085.085.023.0
Yellow Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.02.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneNoneC-MinC-MinNone
Act Effct Green (s)23.245.323.252.617.189.489.4
Actuated g/C Ratio0.150.300.150.350.110.590.59
v/c Ratio0.140.030.810.210.630.970.13
Control Delay57.035.391.035.578.045.115.0
Queue Delay0.00.00.00.00.00.00.0
Total Delay57.035.391.035.578.045.115.0
LOSEDFDEDB
Approach Delay49.768.245.3
Approach LOSDED
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 1
Dionne C. Brown, PE Page 2
Lane GroupSBLSBTSBR
Lane Configurations
Traffic Volume (vph)200172411
Future Volume (vph)200172411
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)222191612
Shared Lane Traffic (%)
Lane Group Flow (vph)25419280
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)23.090.0
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/LagLagLag
Lead-Lag Optimize?YesYes
Vehicle Extension (s)3.03.0
Recall ModeNoneC-Min
Act Effct Green (s)24.596.7
Actuated g/C Ratio0.160.64
v/c Ratio0.890.86
Control Delay93.728.1
Queue Delay0.00.0
Total Delay93.728.1
LOSFC
Approach Delay35.7
Approach LOSD
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 1
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBUNBLNBTNBRSBU
Queue Length 50th (ft)21815979119~102354
Queue Length 95th (ft)5125#271130189#122787
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125
Base Capacity (vph)1825012205422322080930
Starvation Cap Reductn0000000
Spillback Cap Reductn0000000
Storage Cap Reductn0000000
Reduced v/c Ratio0.130.020.750.210.530.970.13
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: 0.97
Intersection Signal Delay: 42.3Intersection LOS: D
Intersection Capacity Utilization 92.0%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 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 1
Dionne C. Brown, PE Page 4
Lane GroupSBLSBTSBR
Queue Length 50th (ft)249805
Queue Length 95th (ft)#408964
Internal Link Dist (ft)1163
Turn Bay Length (ft)400
Base Capacity (vph)2912250
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.870.86
Intersection Summary
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 2
Dionne C. Brown, PE Page 1
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBUNBLNBTNBRSBU
Lane Configurations
Traffic Volume (vph)20211114171048039182310929
Future Volume (vph)20211114171048039182310929
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 Permitted0.5970.7190.950
Satd. Flow (perm)011121583001339158301770353915830
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)22212115781168943202612132
Shared Lane Traffic (%)
Lane Group Flow (vph)0241200166116013220261210
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)23.023.018.023.023.023.023.018.018.085.085.023.0
Yellow Time (s)5.05.05.05.05.05.05.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.02.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.05.05.05.05.05.0
Lead/LagLeadLagLeadLeadLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneNoneNoneNoneNoneNoneC-MinC-MinNone
Act Effct Green (s)23.245.623.252.617.489.489.4
Actuated g/C Ratio0.150.300.150.350.110.590.59
v/c Ratio0.140.030.810.210.650.970.13
Control Delay57.035.291.035.579.345.115.0
Queue Delay0.00.00.00.00.00.00.0
Total Delay57.035.291.035.579.345.115.0
LOSEDFDEDB
Approach Delay49.768.245.5
Approach LOSDED
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 2
Dionne C. Brown, PE Page 2
Lane GroupSBLSBTSBR
Lane Configurations
Traffic Volume (vph)200172411
Future Volume (vph)200172411
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)222191612
Shared Lane Traffic (%)
Lane Group Flow (vph)25419280
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)23.090.0
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/LagLagLag
Lead-Lag Optimize?YesYes
Vehicle Extension (s)3.03.0
Recall ModeNoneC-Min
Act Effct Green (s)24.596.4
Actuated g/C Ratio0.160.63
v/c Ratio0.890.86
Control Delay93.728.4
Queue Delay0.00.0
Total Delay93.728.4
LOSFC
Approach Delay36.0
Approach LOSD
Lanes, Volumes, Timings
100: Market Street & Mendenhall Drive/Marsh Oaks Drive 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 2
Dionne C. Brown, PE Page 3
Lane GroupEBLEBTEBRWBUWBLWBTWBRNBUNBLNBTNBRSBU
Queue Length 50th (ft)21815979126~102354
Queue Length 95th (ft)5125#271130200#122787
Internal Link Dist (ft)605654349
Turn Bay Length (ft)125125
Base Capacity (vph)1825012205422322080930
Starvation Cap Reductn0000000
Spillback Cap Reductn0000000
Storage Cap Reductn0000000
Reduced v/c Ratio0.130.020.750.210.570.970.13
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: 0.97
Intersection Signal Delay: 42.5Intersection LOS: D
Intersection Capacity Utilization 92.0%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 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 2
Dionne C. Brown, PE Page 4
Lane GroupSBLSBTSBR
Queue Length 50th (ft)249815
Queue Length 95th (ft)#408964
Internal Link Dist (ft)1163
Turn Bay Length (ft)400
Base Capacity (vph)2912242
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.870.86
Intersection Summary
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 32
US 17 BUS (Market Street) at Bump
Along Road
HCM Unsignalized Intersection Capacity Analysis
200: Market Street & Bump Along Road 01/31/2017
160257 Buy Quick Convenience Mart AM Existing
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)011120117050
Future Volume (Veh/h)011120117050
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)011133418940
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeTWLTLTWLTL
Median storage veh)22
Upstream signal (ft)429
pX, platoon unblocked0.680.680.68
vC, conflicting volume25639471894
vC1, stage 1 conf vol1894
vC2, stage 2 conf vol669
vCu, unblocked vol236001380
tC, single (s)6.86.94.1
tC, 2 stage (s)5.8
tF (s)3.53.32.2
p0 queue free %100100100
cM capacity (veh/h)127740336
Direction, Lane #EB 1NB 1NB 2NB 3SB 1SB 2
Volume Total116676671263631
Volume Left 010000
Volume Right 100000
cSH7403361700170017001700
Volume to Capacity0.000.000.390.390.740.37
Queue Length 95th (ft)000000
Control Delay (s)9.915.70.00.00.00.0
Lane LOSAC
Approach Delay (s)9.90.00.0
Approach LOSA
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 57.1%ICU Level of Service B
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
200: Market Street & Bump Along Road 02/17/2017
160257 Buy Quick Convenience Mart AM No Build
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)010133118091
Future Volume (Veh/h)010133118091
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)010147920101
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)429
pX, platoon unblocked0.600.600.60
vC, conflicting volume250410062011
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol217901364
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %100100100
cM capacity (veh/h)24656302
Direction, Lane #EB 1NB 1NB 2NB 3SB 1SB 2
Volume Total14934934931340671
Volume Left 000000
Volume Right 100001
cSH65617001700170017001700
Volume to Capacity0.000.290.290.290.790.39
Queue Length 95th (ft)000000
Control Delay (s)10.50.00.00.00.00.0
Lane LOSB
Approach Delay (s)10.50.00.0
Approach LOSB
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 60.0%ICU Level of Service B
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
200: Market Street & Bump Along Road 02/17/2017
160257 Buy Quick Convenience MartAM Build - Alternative 1
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)092014311809113
Future Volume (Veh/h)092014311809113
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)0102015902010126
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)429
pX, platoon unblocked0.540.540.54
vC, conflicting volume260310682136
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol226601403
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %10083100
cM capacity (veh/h)19587261
Direction, Lane #EB 1NB 1NB 2NB 3SB 1SB 2
Volume Total1025305305301340796
Volume Left 000000
Volume Right102 0000126
cSH58717001700170017001700
Volume to Capacity0.170.310.310.310.790.47
Queue Length 95th (ft)16 00000
Control Delay (s)12.40.00.00.00.00.0
Lane LOSB
Approach Delay (s)12.40.00.0
Approach LOSB
Intersection Summary
Average Delay 0.3
Intersection Capacity Utilization 66.0%ICU Level of Service C
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
200: Market Street & Bump Along Road 02/17/2017
160257 Buy Quick Convenience MartAM Build + Improvements - Alternative 1
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)092014311809113
Future Volume (Veh/h)092014311809113
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)0102015902010126
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)429
pX, platoon unblocked0.550.550.55
vC, conflicting volume254010052136
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol216301428
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %10083100
cM capacity (veh/h)22596259
Direction, Lane #EB 1NB 1NB 2NB 3SB 1SB 2SB 3
Volume Total10253053053010051005126
Volume Left 0000000
Volume Right102 00000126
cSH596170017001700170017001700
Volume to Capacity0.170.310.310.310.590.590.07
Queue Length 95th (ft)15 000000
Control Delay (s)12.30.00.00.00.00.00.0
Lane LOSB
Approach Delay (s)12.30.00.0
Approach LOSB
Intersection Summary
Average Delay 0.3
Intersection Capacity Utilization 62.4%ICU Level of Service B
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
200: Market Street & Bump Along Road 02/17/2017
160257 Buy Quick Convenience MartAM Build - Alternative 2
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)097014371809119
Future Volume (Veh/h)097014371809119
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)0108015972010132
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)429
pX, platoon unblocked0.540.540.54
vC, conflicting volume260810712142
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol227101404
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %10081100
cM capacity (veh/h)18583259
Direction, Lane #EB 1NB 1NB 2NB 3SB 1SB 2
Volume Total1085325325321340802
Volume Left 000000
Volume Right108 0000132
cSH58317001700170017001700
Volume to Capacity0.190.310.310.310.790.47
Queue Length 95th (ft)17 00000
Control Delay (s)12.60.00.00.00.00.0
Lane LOSB
Approach Delay (s)12.60.00.0
Approach LOSB
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 66.5%ICU Level of Service C
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
200: Market Street & Bump Along Road 02/17/2017
160257 Buy Quick Convenience MartAM Build + Improvements - Alternative 2
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)097014371809119
Future Volume (Veh/h)097014371809119
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)0108015972010132
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)429
pX, platoon unblocked0.550.550.55
vC, conflicting volume254210052142
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol216301430
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %10082100
cM capacity (veh/h)22593258
Direction, Lane #EB 1NB 1NB 2NB 3SB 1SB 2SB 3
Volume Total10853253253210051005132
Volume Left 0000000
Volume Right108 00000132
cSH593170017001700170017001700
Volume to Capacity0.180.310.310.310.590.590.08
Queue Length 95th (ft)17 000000
Control Delay (s)12.40.00.00.00.00.00.0
Lane LOSB
Approach Delay (s)12.40.00.0
Approach LOSB
Intersection Summary
Average Delay 0.3
Intersection Capacity Utilization 62.7%ICU Level of Service B
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
200: Market Street & Bump Along Road 01/31/2017
160257 Buy Quick Convenience Mart PM Existing
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)021180817163
Future Volume (Veh/h)021180817163
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)021200919073
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeTWLTLTWLTL
Median storage veh)22
Upstream signal (ft)429
pX, platoon unblocked0.700.700.70
vC, conflicting volume29159551910
vC1, stage 1 conf vol1908
vC2, stage 2 conf vol1006
vCu, unblocked vol2878601433
tC, single (s)6.86.94.1
tC, 2 stage (s)5.8
tF (s)3.53.32.2
p0 queue free %100100100
cM capacity (veh/h)115691327
Direction, Lane #EB 1NB 1NB 2NB 3SB 1SB 2
Volume Total21100410041271639
Volume Left 010000
Volume Right 200003
cSH6913271700170017001700
Volume to Capacity0.000.000.590.590.750.38
Queue Length 95th (ft)000000
Control Delay (s)10.216.00.00.00.00.0
Lane LOSBC
Approach Delay (s)10.20.00.0
Approach LOSB
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 60.0%ICU Level of Service B
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
200: Market Street & Bump Along Road 02/17/2017
160257 Buy Quick Convenience Mart PM No Build
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)020193718234
Future Volume (Veh/h)020193718234
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)020215220264
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)429
pX, platoon unblocked0.610.610.61
vC, conflicting volume274510152030
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol258201410
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %100100100
cM capacity (veh/h)13661293
Direction, Lane #EB 1NB 1NB 2NB 3SB 1SB 2
Volume Total27177177171351679
Volume Left 000000
Volume Right 200004
cSH66117001700170017001700
Volume to Capacity0.000.420.420.420.790.40
Queue Length 95th (ft)000000
Control Delay (s)10.50.00.00.00.00.0
Lane LOSB
Approach Delay (s)10.50.00.0
Approach LOSB
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 60.5%ICU Level of Service B
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
200: Market Street & Bump Along Road 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 1
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)0175020881823126
Future Volume (Veh/h)0175020881823126
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)0194023202026140
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)429
pX, platoon unblocked0.530.530.53
vC, conflicting volume286910832166
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol275501438
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %10067100
cM capacity (veh/h)8579250
Direction, Lane #EB 1NB 1NB 2NB 3SB 1SB 2
Volume Total1947737737731351815
Volume Left 000000
Volume Right194 0000140
cSH57917001700170017001700
Volume to Capacity0.330.450.450.450.790.48
Queue Length 95th (ft)37 00000
Control Delay (s)14.30.00.00.00.00.0
Lane LOSB
Approach Delay (s)14.30.00.0
Approach LOSB
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 71.9%ICU Level of Service C
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
200: Market Street & Bump Along Road 02/17/2017
160257 Buy Quick Convenience MartPM Build + Improvements - Alternative 1
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)0175020881823126
Future Volume (Veh/h)0175020881823126
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)0194023202026140
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)429
pX, platoon unblocked0.550.550.55
vC, conflicting volume279910132166
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol263501481
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %10067100
cM capacity (veh/h)10595247
Direction, Lane #EB 1NB 1NB 2NB 3SB 1SB 2SB 3
Volume Total19477377377310131013140
Volume Left 0000000
Volume Right194 00000140
cSH595170017001700170017001700
Volume to Capacity0.330.450.450.450.600.600.08
Queue Length 95th (ft)35 000000
Control Delay (s)13.90.00.00.00.00.00.0
Lane LOSB
Approach Delay (s)13.90.00.0
Approach LOSB
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 67.9%ICU Level of Service C
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
200: Market Street & Bump Along Road 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 2
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)0184020951823132
Future Volume (Veh/h)0184020951823132
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)0204023282026147
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)429
pX, platoon unblocked0.530.530.53
vC, conflicting volume287610862173
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol276601445
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %10065100
cM capacity (veh/h)8577247
Direction, Lane #EB 1NB 1NB 2NB 3SB 1SB 2
Volume Total2047767767761351822
Volume Left 000000
Volume Right204 0000147
cSH57717001700170017001700
Volume to Capacity0.350.460.460.460.790.48
Queue Length 95th (ft)40 00000
Control Delay (s)14.60.00.00.00.00.0
Lane LOSB
Approach Delay (s)14.60.00.0
Approach LOSB
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 72.7%ICU Level of Service C
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
200: Market Street & Bump Along Road 02/17/2017
160257 Buy Quick Convenience MartPM Build + Improvements - Alternative 2
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)0184020951823132
Future Volume (Veh/h)0184020951823132
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)0204023282026147
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)429
pX, platoon unblocked0.550.550.55
vC, conflicting volume280210132173
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol263801489
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %10066100
cM capacity (veh/h)10594245
Direction, Lane #EB 1NB 1NB 2NB 3SB 1SB 2SB 3
Volume Total20477677677610131013147
Volume Left 0000000
Volume Right204 00000147
cSH594170017001700170017001700
Volume to Capacity0.340.460.460.460.600.600.09
Queue Length 95th (ft)38 000000
Control Delay (s)14.20.00.00.00.00.00.0
Lane LOSB
Approach Delay (s)14.20.00.0
Approach LOSB
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 68.5%ICU Level of Service C
Analysis Period (min)15
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 33
US 17 BUS (Market Street) U-Turn
HCM Unsignalized Intersection Capacity Analysis
11: Market Street & U-turn 02/17/2017
160257 Buy Quick Convenience Mart AM No Build
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)1800116100
Future Volume (Veh/h)1800116100
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)2000129000
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume64500
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol64500
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %95100100
cM capacity (veh/h)40510841622
Direction, Lane #EB 1NB 1NB 2
Volume Total20645645
Volume Left2000
Volume Right000
cSH40517001700
Volume to Capacity0.050.380.38
Queue Length 95th (ft)400
Control Delay (s)14.40.00.0
Lane LOSB
Approach Delay (s)14.40.0
Approach LOSB
Intersection Summary
Average Delay 0.2
Intersection Capacity Utilization 66.7%ICU Level of Service C
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
11: 02/17/2017
160257 Buy Quick Convenience MartAM Build - Alternative 1
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)7100121400
Future Volume (Veh/h)7100121400
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)7900134900
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume67400
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol67400
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %80100100
cM capacity (veh/h)38810841622
Direction, Lane #EB 1NB 1NB 2
Volume Total79674674
Volume Left7900
Volume Right000
cSH38817001700
Volume to Capacity0.200.400.40
Queue Length 95th (ft)1900
Control Delay (s)16.60.00.0
Lane LOSC
Approach Delay (s)16.60.0
Approach LOSC
Intersection Summary
Average Delay 0.9
Intersection Capacity Utilization 69.8%ICU Level of Service C
Analysis Period (min)15
Lanes, Volumes, Timings
11: 02/17/2017
160257 Buy Quick Convenience MartAM Build + Improvements - Alternative 1
Dionne C. Brown, PE Page 1
Lane GroupEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (vph)7100121400
Future Volume (vph)7100121400
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)7900134900
Shared Lane Traffic (%)
Lane Group Flow (vph)7900134900
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)33.0119.0
Total Split (%)21.7%78.3%
Maximum Green (s)26.0112.0
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)14.1127.9
Actuated g/C Ratio0.090.84
v/c Ratio0.480.45
Control Delay88.63.8
Queue Delay0.00.0
Total Delay88.63.8
LOSFA
Approach Delay88.63.8
Approach LOSFA
Queue Length 50th (ft)79144
Queue Length 95th (ft)m99212
Internal Link Dist (ft)18362430
Lanes, Volumes, Timings
11: 02/17/2017
160257 Buy Quick Convenience MartAM Build + Improvements - Alternative 1
Dionne C. Brown, PE Page 2
Lane GroupEBLEBRNBLNBTSBTSBR
Turn Bay Length (ft)
Base Capacity (vph)3262976
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.240.45
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.48
Intersection Signal Delay: 8.5Intersection LOS: A
Intersection Capacity Utilization 69.8%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 Unsignalized Intersection Capacity Analysis
11: Market Street & U-turn 02/17/2017
160257 Buy Quick Convenience MartAM Build - Alternative 2
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)7100121400
Future Volume (Veh/h)7100121400
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)7900134900
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume67400
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol67400
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %80100100
cM capacity (veh/h)38810841622
Direction, Lane #EB 1NB 1NB 2
Volume Total79674674
Volume Left7900
Volume Right000
cSH38817001700
Volume to Capacity0.200.400.40
Queue Length 95th (ft)1900
Control Delay (s)16.60.00.0
Lane LOSC
Approach Delay (s)16.60.0
Approach LOSC
Intersection Summary
Average Delay 0.9
Intersection Capacity Utilization 70.0%ICU Level of Service C
Analysis Period (min)15
Lanes, Volumes, Timings
11: Market Street & U-turn 02/17/2017
160257 Buy Quick Convenience MartAM Build + Improvements - Alternative 2
Dionne C. Brown, PE Page 1
Lane GroupEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (vph)7100121400
Future Volume (vph)7100121400
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)7900134900
Shared Lane Traffic (%)
Lane Group Flow (vph)7900134900
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)33.0119.0
Total Split (%)21.7%78.3%
Maximum Green (s)26.0112.0
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)14.1127.9
Actuated g/C Ratio0.090.84
v/c Ratio0.480.45
Control Delay88.53.8
Queue Delay0.00.0
Total Delay88.53.8
LOSFA
Approach Delay88.53.8
Approach LOSFA
Queue Length 50th (ft)79144
Queue Length 95th (ft)m98212
Internal Link Dist (ft)18362430
Lanes, Volumes, Timings
11: Market Street & U-turn 02/17/2017
160257 Buy Quick Convenience MartAM Build + Improvements - Alternative 2
Dionne C. Brown, PE Page 2
Lane GroupEBLEBRNBLNBTSBTSBR
Turn Bay Length (ft)
Base Capacity (vph)3262976
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.240.45
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.48
Intersection Signal Delay: 8.5Intersection LOS: A
Intersection Capacity Utilization 70.0%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 Unsignalized Intersection Capacity Analysis
11: Market Street 02/17/2017
160257 Buy Quick Convenience Mart PM No Build
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)1000199500
Future Volume (Veh/h)1000199500
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)1100221700
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume110800
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol110800
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %95100100
cM capacity (veh/h)20410841622
Direction, Lane #EB 1NB 1NB 2
Volume Total1111081108
Volume Left1100
Volume Right000
cSH20417001700
Volume to Capacity0.050.650.65
Queue Length 95th (ft)400
Control Delay (s)23.70.00.0
Lane LOSC
Approach Delay (s)23.70.0
Approach LOSC
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 67.2%ICU Level of Service C
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
11: 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 1
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)11000205300
Future Volume (Veh/h)11000205300
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)12200228100
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume114000
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol114000
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %37100100
cM capacity (veh/h)19410841622
Direction, Lane #EB 1NB 1NB 2
Volume Total12211401140
Volume Left12200
Volume Right000
cSH19417001700
Volume to Capacity0.630.670.67
Queue Length 95th (ft)9000
Control Delay (s)50.40.00.0
Lane LOSF
Approach Delay (s)50.40.0
Approach LOSF
Intersection Summary
Average Delay 2.6
Intersection Capacity Utilization 73.2%ICU Level of Service D
Analysis Period (min)15
Lanes, Volumes, Timings
11: 02/17/2017
160257 Buy Quick Convenience MartPM Build + Improvements - Alternative 1
Dionne C. Brown, PE Page 1
Lane GroupEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (vph)11000205300
Future Volume (vph)11000205300
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)12200228100
Shared Lane Traffic (%)
Lane Group Flow (vph)12200228100
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)33.0119.0
Total Split (%)21.7%78.3%
Maximum Green (s)26.0112.0
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)17.8124.2
Actuated g/C Ratio0.120.82
v/c Ratio0.590.79
Control Delay80.310.4
Queue Delay0.00.0
Total Delay80.310.4
LOSFB
Approach Delay80.310.4
Approach LOSFB
Queue Length 50th (ft)109513
Queue Length 95th (ft)m129751
Internal Link Dist (ft)18362430
Lanes, Volumes, Timings
11: 02/17/2017
160257 Buy Quick Convenience MartPM Build + Improvements - Alternative 1
Dionne C. Brown, PE Page 2
Lane GroupEBLEBRNBLNBTSBTSBR
Turn Bay Length (ft)
Base Capacity (vph)3262892
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.370.79
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 14.0Intersection LOS: B
Intersection Capacity Utilization 73.2%ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 11:
HCM Unsignalized Intersection Capacity Analysis
11: 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 2
Dionne C. Brown, PE Page 1
MovementEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (veh/h)11000205300
Future Volume (Veh/h)11000205300
Sign ControlStopFreeFree
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)12200228100
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume114000
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol114000
tC, single (s)6.86.94.1
tC, 2 stage (s)
tF (s)3.53.32.2
p0 queue free %37100100
cM capacity (veh/h)19410841622
Direction, Lane #EB 1NB 1NB 2
Volume Total12211401140
Volume Left12200
Volume Right000
cSH19417001700
Volume to Capacity0.630.670.67
Queue Length 95th (ft)9000
Control Delay (s)50.40.00.0
Lane LOSF
Approach Delay (s)50.40.0
Approach LOSF
Intersection Summary
Average Delay 2.6
Intersection Capacity Utilization 73.5%ICU Level of Service D
Analysis Period (min)15
Lanes, Volumes, Timings
11: 02/17/2017
160257 Buy Quick Convenience MartPM Build + Improvements - Alternative 2
Dionne C. Brown, PE Page 1
Lane GroupEBLEBRNBLNBTSBTSBR
Lane Configurations
Traffic Volume (vph)11000205300
Future Volume (vph)11000205300
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)12200228100
Shared Lane Traffic (%)
Lane Group Flow (vph)12200228100
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)33.0119.0
Total Split (%)21.7%78.3%
Maximum Green (s)26.0112.0
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)17.8124.2
Actuated g/C Ratio0.120.82
v/c Ratio0.590.79
Control Delay80.310.4
Queue Delay0.00.0
Total Delay80.310.4
LOSFB
Approach Delay80.310.4
Approach LOSFB
Queue Length 50th (ft)109513
Queue Length 95th (ft)m130751
Internal Link Dist (ft)18362430
Lanes, Volumes, Timings
11: 02/17/2017
160257 Buy Quick Convenience MartPM Build + Improvements - Alternative 2
Dionne C. Brown, PE Page 2
Lane GroupEBLEBRNBLNBTSBTSBR
Turn Bay Length (ft)
Base Capacity (vph)3262892
Starvation Cap Reductn00
Spillback Cap Reductn00
Storage Cap Reductn00
Reduced v/c Ratio0.370.79
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 14.0Intersection LOS: B
Intersection Capacity Utilization 73.5%ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 11:
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 34
Bump Along Road at Site Access 1
HCM Unsignalized Intersection Capacity Analysis
300: Site Access 1 & Bump Along Road 01/31/2017
160257 Buy Quick Convenience MartAM Build - Alternative 1
Dionne C. Brown, PE Page 1
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Volume (veh/h)11010013082
Future Volume (Veh/h)11010013082
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)12011114091
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume1224812
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol1224812
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %9310091
cM capacity (veh/h)16076891069
Direction, Lane #EB 1WB 1NB 1
Volume Total1212591
Volume Left01110
Volume Right0091
cSH170016071069
Volume to Capacity0.010.070.09
Queue Length 95th (ft)067
Control Delay (s)0.06.68.7
Lane LOSAA
Approach Delay (s)0.06.68.7
Approach LOSA
Intersection Summary
Average Delay 7.1
Intersection Capacity Utilization 24.6%ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
300: Site Access 1 & Bump Along Road 01/31/2017
160257 Buy Quick Convenience MartAM Build - Alternative 2
Dionne C. Brown, PE Page 1
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Volume (veh/h)11010613086
Future Volume (Veh/h)11010613086
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)12011814096
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume1226212
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol1226212
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %9310091
cM capacity (veh/h)16076741069
Direction, Lane #EB 1WB 1NB 1
Volume Total1213296
Volume Left01180
Volume Right0096
cSH170016071069
Volume to Capacity0.010.070.09
Queue Length 95th (ft)067
Control Delay (s)0.06.78.7
Lane LOSAA
Approach Delay (s)0.06.78.7
Approach LOSA
Intersection Summary
Average Delay 7.2
Intersection Capacity Utilization 25.2%ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
300: Site Access 1 & Bump Along Road 01/31/2017
160257 Buy Quick Convenience MartPM Build - Alternative 1
Dionne C. Brown, PE Page 1
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Volume (veh/h)200109170155
Future Volume (Veh/h)200109170155
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)220121190172
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume2228322
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol2228322
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %9210084
cM capacity (veh/h)15936531055
Direction, Lane #EB 1WB 1NB 1
Volume Total22140172
Volume Left01210
Volume Right00172
cSH170015931055
Volume to Capacity0.010.080.16
Queue Length 95th (ft)0615
Control Delay (s)0.06.59.1
Lane LOSAA
Approach Delay (s)0.06.59.1
Approach LOSA
Intersection Summary
Average Delay 7.4
Intersection Capacity Utilization 29.9%ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
300: Site Access 1 & Bump Along Road 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 2
Dionne C. Brown, PE Page 1
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Volume (veh/h)200115170164
Future Volume (Veh/h)200115170164
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)220128190182
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume2229722
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol2229722
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %9210083
cM capacity (veh/h)15936381055
Direction, Lane #EB 1WB 1NB 1
Volume Total22147182
Volume Left01280
Volume Right00182
cSH170015931055
Volume to Capacity0.010.080.17
Queue Length 95th (ft)0716
Control Delay (s)0.06.69.1
Lane LOSAA
Approach Delay (s)0.06.69.1
Approach LOSA
Intersection Summary
Average Delay 7.5
Intersection Capacity Utilization 30.8%ICU Level of Service A
Analysis Period (min)15
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 35
Bump Along Road at Site Access 2
HCM Unsignalized Intersection Capacity Analysis
400: Site Access 2 & Bump Along Road 01/31/2017
160257 Buy Quick Convenience MartAM Build - Alternative 1
Dionne C. Brown, PE Page 1
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Volume (veh/h)10121010
Future Volume (Veh/h)10121010
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)10131011
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume1281
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol1281
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %9910099
cM capacity (veh/h)16229791084
Direction, Lane #EB 1WB 1NB 1
Volume Total11411
Volume Left0130
Volume Right0011
cSH170016221084
Volume to Capacity0.000.010.01
Queue Length 95th (ft)011
Control Delay (s)0.06.78.4
Lane LOSAA
Approach Delay (s)0.06.78.4
Approach LOSA
Intersection Summary
Average Delay 7.2
Intersection Capacity Utilization 17.4%ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
400: Site Access 2 & Bump Along Road 01/31/2017
160257 Buy Quick Convenience MartAM Build - Alternative 2
Dionne C. Brown, PE Page 1
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Volume (veh/h)10121010
Future Volume (Veh/h)10121010
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)10131011
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume1281
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol1281
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %9910099
cM capacity (veh/h)16229791084
Direction, Lane #EB 1WB 1NB 1
Volume Total11411
Volume Left0130
Volume Right0011
cSH170016221084
Volume to Capacity0.000.010.01
Queue Length 95th (ft)011
Control Delay (s)0.06.78.4
Lane LOSAA
Approach Delay (s)0.06.78.4
Approach LOSA
Intersection Summary
Average Delay 7.2
Intersection Capacity Utilization 17.4%ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
400: Site Access 2 & Bump Along Road 01/31/2017
160257 Buy Quick Convenience MartPM Build - Alternative 1
Dionne C. Brown, PE Page 1
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Volume (veh/h)20134018
Future Volume (Veh/h)20134018
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)20144020
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume2342
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol2342
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %9910098
cM capacity (veh/h)16209711082
Direction, Lane #EB 1WB 1NB 1
Volume Total21820
Volume Left0140
Volume Right0020
cSH170016201082
Volume to Capacity0.000.010.02
Queue Length 95th (ft)011
Control Delay (s)0.05.68.4
Lane LOSAA
Approach Delay (s)0.05.68.4
Approach LOSA
Intersection Summary
Average Delay 6.7
Intersection Capacity Utilization 17.6%ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
400: Site Access 2 & Bump Along Road 02/17/2017
160257 Buy Quick Convenience MartPM Build - Alternative 2
Dionne C. Brown, PE Page 1
MovementEBTEBRWBLWBTNBLNBR
Lane Configurations
Traffic Volume (veh/h)20134018
Future Volume (Veh/h)20134018
Sign ControlFreeFreeStop
Grade0%0%0%
Peak Hour Factor0.900.900.900.900.900.90
Hourly flow rate (vph)20144020
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume2342
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol2342
tC, single (s)4.16.46.2
tC, 2 stage (s)
tF (s)2.23.53.3
p0 queue free %9910098
cM capacity (veh/h)16209711082
Direction, Lane #EB 1WB 1NB 1
Volume Total21820
Volume Left0140
Volume Right0020
cSH170016201082
Volume to Capacity0.000.010.02
Queue Length 95th (ft)011
Control Delay (s)0.05.68.4
Lane LOSAA
Approach Delay (s)0.05.68.4
Approach LOSA
Intersection Summary
Average Delay 6.7
Intersection Capacity Utilization 17.6%ICU Level of Service A
Analysis Period (min)15
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 36
Raintree Road at Site Access 3
HCM Unsignalized Intersection Capacity Analysis
500: Site Access 3/Site Access 2 01/31/2017
160257 Buy Quick Convenience MartAM Build - Alternative 1
Dionne C. Brown, PE Page 1
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (veh/h)000000060050
Future Volume (Veh/h)000000060050
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Hourly flow rate (vph)000000070060
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume131361313767
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol131361313767
tC, single (s)7.16.56.27.16.56.24.14.1
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %100100100100100100100100
cM capacity (veh/h)100488110771004881107516151614
Direction, Lane #NB 1SB 1
Volume Total76
Volume Left00
Volume Right00
cSH17001700
Volume to Capacity0.000.00
Queue Length 95th (ft)00
Control Delay (s)0.00.0
Lane LOS
Approach Delay (s)0.00.0
Approach LOS
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 6.7%ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis
500: Site Access 3/Site Access 2 01/31/2017
160257 Buy Quick Convenience MartPM Build - Alternative 1
Dionne C. Brown, PE Page 1
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (veh/h)000000060090
Future Volume (Veh/h)000000060090
Sign ControlStopStopFreeFree
Grade0%0%0%0%
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Hourly flow rate (vph)0000000700100
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median typeNoneNone
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume17171017177107
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol17171017177107
tC, single (s)7.16.56.27.16.56.24.14.1
tC, 2 stage (s)
tF (s)3.54.03.33.54.03.32.22.2
p0 queue free %100100100100100100100100
cM capacity (veh/h)9988771071998877107516101614
Direction, Lane #NB 1SB 1
Volume Total710
Volume Left00
Volume Right00
cSH17001700
Volume to Capacity0.000.01
Queue Length 95th (ft)00
Control Delay (s)0.00.0
Lane LOS
Approach Delay (s)0.00.0
Approach LOS
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 6.7%ICU Level of Service A
Analysis Period (min)15
1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 37
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
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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
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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)
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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)
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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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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
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
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
u
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
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
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
u
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
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
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
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
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
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d
Ap
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d
De
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Re
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o
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20
1
8
Fu
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AL
T
1
Pr
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T
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T
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Fu
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2
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T
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20
1
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Fu
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P
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20
1
6
TM
C
Ba
l
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20
1
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Ba
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20
1
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Fu
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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
1
2
1
7
5
1
2
1
7
5
W
B
L
6
9
6
9
7
0
5
8
1
2
8
1
3
1
4
1
1
3
1
4
1
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
4
3
1
2
6
3
4
3
1
2
6
3
N
B
T
1
6
8
1
1
6
8
1
1
7
1
5
1
6
1
0
1
7
4
1
8
2
1
8
2
3
8
2
1
8
2
3
NB
R
3
8
3
8
3
9
3
9
1
0
4
9
1
0
4
9
N
B
R
8
9
8
9
9
1
9
1
1
8
1
0
9
1
8
1
0
9
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
5
3
1
6
3
7
5
3
1
6
3
7
S
B
T
1
6
3
9
1
6
3
9
1
6
7
2
-
6
1
6
6
6
5
8
1
7
2
4
5
8
1
7
2
4
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
4
7
8
9
5
3
9
5
N
B
U
0
0
0
2
1
1
2
2
5
1
7
3
5
8
8
0
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
1
1
8
0
3
3
6
7
1
1
8
0
3
3
6
7
T
o
t
a
l
3
7
8
0
0
3
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1
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1/6/17 160257 Buy Quick Convenience Mart – Transportation Impact Analysis 38
Supporting Documentation
T
BRICK WALL
28"X39"
BRICK WALL
28"X39"
CB
DI
DI
DIT
BRICK WALL
28"X39"
BRICK WALL
28"X39"
CB
DI
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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
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FEATURE
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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
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FU
L
L
T
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L
A
Y
EX
T
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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
(
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9
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(
Me
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r
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)
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
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2
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M
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F
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Y
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Adjust clearance timing
OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
(
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3
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MP
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0
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G
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5
5
MP
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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
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A
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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
Policy On Street And Driveway Access to North Carolina Highways
Page 80July 2003
Policy On Street And Driveway Access to North Carolina Highways
Page 80July 2003
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
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
Marsh Oaks
Drive
Bump Along
Road
RIGHTIN /
RIGHTOUT
70
/
7
3
87
/
8
2
0 / 0
0
/
0
DIRECTIONAL
CROSSOVER
*** NOT TO SCALE ***
PROJECT NUMBER 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE A
APPROVED
DEVELOPMENTS
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Alexander
Road
70
/
7
3
17
/
1
0
4
Ra
i
n
t
r
e
e
Ro
a
d
0 /
0
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
GREEN = COMMITTED
BLUE = PROPOSED
ROADWAY
LEGEND
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
Marsh Oaks
Drive
Bump Along
Road
RIGHTIN /
RIGHTOUT
0 /
0
19
/
1
1
0 / 0
1
/
1
DIRECTIONAL
CROSSOVER
*** NOT TO SCALE ***
PROJECT NUMBER 160257
BUY QUICK CONVENIENCE MART
WILMINGTON, NC
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.
Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwritten
authorizationandadaptationbyDAVENPORTshallbewithoutliabilityto
DAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE B
REROUTED VOLUMES
US
1
7
B
u
s
i
n
e
s
s
(M
a
r
k
e
t
S
t
r
e
e
t
)
Alexander
Road
0
/
0
0
/
0
Ra
i
n
t
r
e
e
Ro
a
d
18
/
1
0
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
-
I
V
1
5
"
R
C
P
-
I
V
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
C
P
-
I
I
I
2
4
"
R
C
P
-
I
I
I
15
"
R
C
P
-
I
V
15
"
R
C
P
-
I
I
I
1
5
"
R
C
P
-
I
I
I
R
C
P
-
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I
1
8
"
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eotextile
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T
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15" RCP-IV
R
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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
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$$$$USERNAME$$$$8/17/99
INCOMPLETE PLANS DO NOT USE FOR R/W ACQUISITION DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED
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REVISIONS
HYDRAULICSROADWAY DESIGN ENGINEERENGINEER R/W SHEET NO.SHEET NO.PROJECT REFERENCE NO. U-4902C/D
09-SEP-2016 11:49
\\ralw00\projects\58177 NCDOT Division On-Call\Market Street - DDC\Roadway\Proj\U4902C_rdy_psh_18.dgn
$$$$USERNAME$$$$8/17/99
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HYDRAULICSROADWAY DESIGN ENGINEERENGINEER R/W SHEET NO.SHEET NO.PROJECT REFERENCE NO. U-4902C/D
09-SEP-2016 11:49
\\ralw00\projects\58177 NCDOT Division On-Call\Market Street - DDC\Roadway\Proj\U4902C_rdy_psh_19.dgn
$$$$USERNAME$$$$8/17/99
INCOMPLETE PLANS DO NOT USE FOR R/W ACQUISITION DOCUMENT NOT CONSIDERED FINAL UNLESS ALL SIGNATURES COMPLETED
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NAD 83/ NSRS 2007NC License No: C-1554Raleigh, North Carolina 27609343 E. Six Forks Road, Suite 200HNTB NORTH CAROLINA, P.C.