HomeMy WebLinkAbout252033 Market Street Cook Out TIA_FINAL_2025-10-27TRANSPORTATION
IMPACT ANALYSIS
October 27, 2025
Project # 252033
Wilmington, NC
Prepared For: Cook Out Restaurants Inc.
Market Street
Cook Out
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Home Office: Serving the Southeast since 2002 119 Brookstown Ave. Suite PH1 NC License: C-2522 Winston-Salem, NC 27101 Main: 336.744.1636; Fax: 336.458.9377
Transportation Impact Analysis
Market Street Cook Out
Wilmington, NC
Prepared for
Cook Out Restaurants Inc.
October 27, 2025
Analysis and Graphics by: Dylan Coley, PE
Reviewed by: Scott A. James, PE, PTOE
Sealed by: Dylan Coley, PE
This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client.
SEAL
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
10/27/2025
10/27/2025 252033 Market Street Cook Out i
EXECUTIVE SUMMARY
The proposed Market Street Cook Out is located at 7245 Market Street in New Hanover County, NC. It will consist of a 4,450 square foot fast food restaurant with a drive-through window. The location was previously a high turnover (sit-down) restaurant, and the existing driveway will be maintained as a right-in/right-out access to US 17 (Market Street); no other access points are proposed. The expected build-out year for this development is 2027. Information regarding the property was provided by Sambatek.
DAVENPORT was retained to determine the potential traffic impact of this development and to identify transportation improvements that may be required to accommodate the new development
site traffic.
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with
the Wilmington Urban Area Metropolitan Planning Organization (WMPO), New Hanover County and the North Carolina Department of Transportation (NCDOT). This site has a trip generation potential of 2,019 daily trips, 254 trips in the midday peak hour, and 173 trips in the PM peak hour.
In conclusion, this study has estimated the potential traffic impact of this development and determined that no improvements are necessary to mitigate future traffic. The proposed site traffic is not expected to have a detrimental effect on transportation capacity and mobility in the study area. The site access recommendations summarized in Figure A and in Table A should be in compliance with applicable NCDOT Policy on Street and Driveway Access to North Carolina
Highways and/or local standards.
Table A – Recommended Improvements
INTERSECTION RECOMMENDATIONS
US 17 (Market Street) and Site Access •Maintain existing site access configuration.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
*** NOT TO SCALE ***This document, together with the concepts and designs presented herein, is intended only for the specificpurpose and client for which it was prepared. Reuse of, or improper reliance on, this document by otherswithout written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, andshall be a violation of the agreement between DAVENPORT and the client.
FIGURE A RECOMMENDED IMPROVEMENTS
MARKET STREET COOK OUT
NEW HANOVER COUNTY, NC
PROJECT NUMBER 252033
BLACK = EXISTING
GRAY = UNANALYZED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
IPS = INTERNAL
PROTECTED STEM
SIGNALIZED RCI
65
0
'
SPEEDLIMIT45
SR-1929 (Wendover
Lane)
US
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Proposed Site Access
50' IPS
Maintain existing site
access configuration.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
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Table of Contents
EXECUTIVE SUMMARY ................................................................................................. i Figure A: Recommended Improvements .............................................................................. ii
1.0 Introduction ............................................................................................................. 1
Figure 2A – Site Location Map ............................................................................................... 3 Figure 2B – Vicinity Map ......................................................................................................... 4 2.0 Existing Conditions ................................................................................................ 5 2.1 Inventory .............................................................................................................................. 5 2.2 Existing Traffic Volumes ................................................................................................... 5
Figure 3 – Existing Lane Geometry ....................................................................................... 6
Figure 4 – Existing Traffic Volumes ...................................................................................... 7 3.0 Approved Development and Committed Improvements ..................................... 8 3.1 Approved Developments .................................................................................................. 8 3.2 Committed Improvements ................................................................................................ 8 4.0 Methodology ........................................................................................................... 8 4.1 Baseline Assumptions and Standards ........................................................................... 8
4.2 Trip Generation .................................................................................................................. 9
4.3 Trip Distribution and Assignment .................................................................................... 9 4.4 Future Build Volumes ........................................................................................................ 9 Figure 5 – Trip Distribution ................................................................................................... 10 Figure 6 – Site Trips............................................................................................................... 11 Figure 7 – Future Build Volumes ......................................................................................... 12
5.0 Capacity Analysis ................................................................................................. 13
5.1 Level of Service Evaluation Criteria .............................................................................. 13 5.2 Queueing Evaluation ....................................................................................................... 13 5.3 Level of Service and Queueing Results ....................................................................... 14 6.0 Internal Protected Stem ....................................................................................... 16 7.0 Summary and Conclusion ................................................................................... 16
Figure 8 – Recommended Improvements .......................................................................... 17 Appendix ...................................................................................................................... 18
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
10/27/2025 252033 Market Street Cook Out 1
1.0 Introduction
The proposed Market Street Cook Out is located at 7245 Market Street in New Hanover County,
NC. It will consist of a 4,450 square foot fast food restaurant with a drive-through window. The location was previously a high turnover (sit-down) restaurant, and the existing driveway will be maintained as a right-in/right-out access to US 17 (Market Street); no other access points are
proposed. The expected build-out year for this development is 2027. Information regarding the property was provided by Sambatek.
A conceptual site plan is shown in Figure 1, and a site location map and a vicinity map are provided in Figures 2A and 2B, respectively.
DAVENPORT was retained to determine the potential traffic impact of this development and to identify transportation improvements that may be required to accommodate the new development
traffic. The following intersections are included in the study:
1.US 17 (Market Street) at Site Access (unsignalized right-in/right-out)
This intersection was analyzed during the AM and PM peaks for the following conditions:
•2025 Existing Conditions
•2027 Future Build Conditions
•2027 Future Build Conditions + Improvements
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with the Wilmington Urban Area Metropolitan Planning Organization (WMPO), New Hanover County and the North Carolina Department of Transportation (NCDOT). It was conducted according to the standards and best practices of the transportation engineering profession.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
FIGURE 1
CONCEPTUAL SITE PLAN
Cook Out Market Street
Project Number 252033
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
FIGURE 2A
SITE LOCATION MAP SITE INDICATOR
N
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
FIGURE 2B
VICINITY MAP
SITE INDICATOR
STUDY INTERSECTION
N
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2.0 Existing Conditions
2.1 Inventory
Table 2.1 presents a summary of the study area roadway conditions. Figure 3 shows the existing lane geometry.
Table 2.1 - Street Inventory
Facility Name Route # 2023 AADT (vpd)
Typical Cross Section
Lane Width
Speed Limit (MPH)
Maintained By
Market Street US 17 44,000 4-lanedivided 11 feet 45 NCDOT
2.2 Existing Traffic Volumes
24-hour bi-directional counts for this project were collected by Burns Services, Incorporated onWednesday, October 8, 2025, when local public schools were in session. Table 2.2 contains thelocation, date, and times these counts were conducted. As Cook Out restaurants do not openuntil 10:30am, the midday peak hour was used instead of the AM peak hour. The weekday middayand PM peak hours on US 17 were identified as 11am-12pm and 5-6pm. The existing weekdaymidday and PM peak hour volumes are shown in Figure 4. Traffic count data are provided in theAppendix.
Table 2.2 - Traffic Volume Data
Count Location Date Taken Hours
US 17 (Market Street) Wednesday, October 8, 2025 12:00am – 11:59pm
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
*** NOT TO SCALE ***This document, together with the concepts and designs presented herein, is intended only for the specificpurpose and client for which it was prepared. Reuse of, or improper reliance on, this document by otherswithout written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, andshall be a violation of the agreement between DAVENPORT and the client.
MARKET STREET COOK OUT
NEW HANOVER COUNTY, NC
PROJECT NUMBER 252033
2023 AADT
VOLUMESXXXX
BLACK = EXISTING
GRAY = UNANALYZED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
FIGURE 3 EXISTING LANE GEOMETRY
SIGNALIZED RCI
65
0
'
44
,
0
0
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SPEEDLIMIT45
SR-1929 (Wendover
Lane)
US
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Existing Site Access
(Vacant Site)
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
*** NOT TO SCALE ***
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
MARKET STREET COOK OUT
NEW HANOVER COUNTY, NC
PROJECT NUMBER 252033
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, thisdocument by others without written authorization and adaptation by DAVENPORT, shall be withoutliability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and theclient.
FIGURE 4 2025 EXISTING TRAFFIC VOLUMES
MIDDAY / PM PEAKS
** A minimum of 4 vehicles per hour is analyzed for each movement perNCDOT Congestion ManagementGuidelines.
0 / 0
0
/
0
14
9
1
/
1
5
8
7
SIGNALIZED RCI
SR-1929
(Wendover Lane)
US
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US
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Existing Site Access
(Vacant Site)
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
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3.0 Approved Development and Committed Improvements
3.1 Approved Developments
Approved developments are projects that have been authorized in the area but are not yet constructed. Per the approved scoping document, there are no approved developments to consider for this site.
3.2 Committed Improvements
Committed improvements are projects planned by NCDOT, the County, or City, or that are
associated with a prior approved development(s) in the area but are not yet constructed. Per the approved scoping document, there is one committed improvement to be included in this study.
•U-4902D – NCDOT STIP project to convert segments of US 17 to a reduced conflict
intersection (RCI) corridor. In the immediate vicinity of the site, U-4902D improvements
were already in place at the time traffic volume data was collected. As such, U-4902D
roadway geometry was used as the basis for all analysis scenarios, including the 2025
“Existing Conditions” scenario.
4.0 Methodology
4.1 Baseline Assumptions and Standards
In general, the analysis for this project was conducted utilizing commonly accepted NCDOT standards. Table 4.1 contains a summary of the baseline assumptions.
Table 4.1 - Assumptions
Annual Growth Rate 1%
Analysis Software Synchro/SimTraffic
Lane Widths 12 feet
Peak Hour Factor 0.90
Truck Percentage 2%
A minimum of four vehicles per hour were assigned to all movements, per NCDOT Congestion Management standards. This includes entering and exiting movements at the site access in the 2025 existing conditions analysis, though the site is currently vacant and not generating traffic.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
10/27/2025 252033 Market Street Cook Out 9
4.2 Trip Generation
The proposed development will consist of a 4,450 square foot fast food restaurant with a drive-through window. As approved in the scoping document, the trip generation potential of this site was projected based on a custom Cook Out trip generation rate study developed by
DAVENPORT, which references the volume on the adjacent roadway as the independent variable. The site trip generation was based on the NCDOT 2023 AADT volumes, which estimated 44,000 vehicles per day traveling on US 17. The data collection effort described in Section 2.2 observed a daily total volume of 45,437 vehicles during the 24-hour collection period. To be conservative, the trip generation was revised to reference 45,500 vehicles per day as the adjacent street volume. Relevant excerpts from the custom Cook Out trip generation study are provided in the Appendix. Table 4.2 presents the result of the proposed development’s trip generation potential.
Table 4.2 - ITE 11th Edition Trip Generation
Average Weekday Driveway Volumes Daily Midday Peak Hour PM Peak Hour
Land Use Independent Variable Data Source Total Enter Exit Total Enter Exit Total
Cook Out 45.5k vpd Daily Adjacent Street Volume
Custom Trip Generation Study 2,064 132 130 262 91 88 179
Total Primary Trips 2,064 132 130 262 91 88 179
4.3 Trip Distribution and Assignment
The Site Access is an existing right-in/right-out access driveway, supported by the presence of a centerline median on US 17 (Market Street). As such, all site trips originate from the northeast
and exit to the southwest. Site trip distributions are shown in Figure 5.
4.4 Future Build Volumes
The 2027 Future Build traffic volumes were computed by applying a one percent (1%) compounded annual growth rate to the 2025 Existing traffic volumes and adding site trips. Site
trips are shown in Figure 6 and 2027 Future Build volumes are shown in Figure 7.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
*** NOT TO SCALE ***
MARKET STREET COOK OUT
NEW HANOVER COUNTY, NC
PROJECT NUMBER 252033
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, thisdocument by others without written authorization and adaptation by DAVENPORT, shall be withoutliability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and theclient.
FIGURE 5 TRIP DISTRIBUTION
** A minimum of 4 vehicles per hour is analyzed for each movement perNCDOT Congestion ManagementGuidelines.
BLACK = EXISTING
GRAY = UNANALYZED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
ORIGIN/DESTINATION
NODE%
IN = ENTERING
OUT = EXITING
100% OUT
10
0
%
I
N
SR-1929
(Wendover Lane)
US
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Proposed Site Access
100%
IN
100%
OUT
SIGNALIZED RCI
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
MARKET STREET COOK OUT
NEW HANOVER COUNTY, NC
PROJECT NUMBER 252033
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, thisdocument by others without written authorization and adaptation by DAVENPORT, shall be withoutliability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and theclient.
FIGURE 6 SITE TRIPS
MIDDAY / PM PEAKS
** A minimum of 4 vehicles per hour is analyzed for each movement perNCDOT Congestion ManagementGuidelines.
130 / 88
13
2
/
9
1
0
/
0
SR-1929
(Wendover Lane)
US
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US
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Proposed Site Access
SIGNALIZED RCI
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
*** NOT TO SCALE ***
BLACK = EXISTING
GRAY = UNANALYZED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
MARKET STREET COOK OUT
NEW HANOVER COUNTY, NC
PROJECT NUMBER 252033
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, thisdocument by others without written authorization and adaptation by DAVENPORT, shall be withoutliability to DAVENPORT, and shall be a violation of the agreement between DAVENPORT and theclient.
FIGURE 7 2027 FUTURE BUILD VOLUMES
MIDDAY / PM PEAKS
** A minimum of 4 vehicles per hour is analyzed for each movement perNCDOT Congestion ManagementGuidelines.
130 / 88
13
2
/
9
1
15
2
1
/
1
6
1
9
SR-1929
(Wendover Lane)
US
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Proposed Site Access
SIGNALIZED RCI
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
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5.0 Capacity Analysis
5.1 Level of Service Evaluation Criteria
The Transportation Research Board’s Highway Capacity Manual (HCM) utilizes the term “level of service” (LOS) to measure how traffic operates in intersections and on roadway segments. There are six levels of service ranging from A to F as shown in Table 5.1. Level of service “A” represents low-volume traffic operations and level of service “F” represents high-volume, oversaturated traffic
operations. Synchro traffic modeling software is used to determine the LOS and delay for study intersections. Synchro analysis worksheet reports are provided in the Appendix.
5.2 Queueing Evaluation
A queueing analysis was performed using Synchro and SimTraffic™ simulation software, based
on a minimum 10-minute seeding, a 60-minute recording period, and 10 runs. The maximum SimTraffic queues and 95th-percentile Synchro queues are provided, along with the turn lane lengths. Synchro and SimTraffic queue reports are provided 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 (seconds) Level of Service Delay Range
(seconds)
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
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10/27/2025 252033 Market Street Cook Out 14
5.3 Level of Service and Queueing Results
The results of the capacity and queue analyses are discussed in the following paragraphs. The LOS, delay, and queue results are summarized in Table 5.2.
US 17 (Market Street) and Site Access (unsignalized right-in/right-out)
During both the weekday midday and PM peak hours, the eastbound approach of the intersection operates at LOS C under Existing conditions (with 4 vehicles entering and exiting the site access though the site is currently vacant, as described in Section 2.2). Under Future Build conditions, the eastbound approach operates at LOS D during both peak hours. Minimal queuing is observed on the approaches.
The need for a right-turn lane was evaluated using NCDOT Division 3’s turn lane nomograph. Based on the projected volumes, and an assumed 55% of US 17 southbound through traffic using the outside lane, the nomograph advises a southbound right-turn lane with 200 feet of storage and appropriate deceleration and taper lengths. However, given the physical constraints of a nearby driveway, there is insufficient space to construct such a turn lane. The LOS of the eastbound approach is typical of unsignalized approaches at a major thoroughfare such as US
17.The capacity and queuing analysis indicate that the Site Access can function adequatelywithout a southbound right-turn lane. Additionally, US 17 in the vicinity of the project areagenerally does not have dedicated turn lanes for site accesses. Therefore, it is not recommended
to install a southbound right-turn lane. It is recommended that the site access remain in its currentconfiguration, with one ingress lane and one egress lane.
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Table 5.2 - LOS and Queueing US 17 (Market Street) and Site Access
Scenario Worst Approach
Level of Service per Movement & by Approach (delay in seconds/vehicle)
Eastbound Southbound
AM Peak Hour
2025 Existing
C (16.7) EB Approach
R TR
C (16.7) A (0.0)
Available Storage (ft) FULL FULL
95th% Queue (ft) 0 0
Max Queue (ft) 32 0
2027 Future Build
D (32.1) EB Approach
R TR
D (32.1) A (0.0)
Available Storage (ft) FULL FULL
95th% Queue (ft) 73 0
Max Queue (ft) 104 0
PM Peak Hour
2025 Existing
C (17.7) EB Approach
R TR
C (17.7) A (0.0)
Available Storage (ft) FULL FULL
95th% Queue (ft) 0 0
Max Queue (ft) 32 0
2027 Future Build
D (26.8) EB Approach
R TR
D (26.8) A (0.0)
Available Storage (ft) FULL FULL
95th% Queue (ft) 43 0
Max Queue (ft) 88 0
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
10/27/2025 252033 Market Street Cook Out 16
6.0 Internal Protected Stem
The NCDOT Policy on Street and Driveway Access to North Carolina Highways, or the Driveway
Manual, states that the length of the internal protected stem (IPS) will be determined from the maximum vehicle storage required as measured from the right-of-way line to the nearest conflict point with a minimum recommendation of 100 feet. For the purposes of this report, the IPS is
estimated from the edge of right-of-way as shown in the conceptual site plan.
Table 6.1 summarizes the maximum storage recorded in the analysis as compared to the estimated IPS. The proposed one-way on-site circulation pattern is anticipated to minimize traffic concerns related to the short IPS.
Table 6.1 – Queue Lengths on Site Driveways
Site Drive Estimated IPS (feet)
95th-percentile Queue (feet) Maximum Queue (feet)
AM PM AM PM
Site Access - Eastbound 50 73 43 104 88
7.0 Summary and Conclusion
The proposed Market Street Cook Out is located at 7245 Market Street in New Hanover County, NC. It will consist of a 4,450 square foot fast food restaurant with a drive-through window. The
location was previously a high turnover (sit-down) restaurant, and the existing driveway will be maintained as a right-in/right-out access to US 17 (Market Street); no other access points are proposed. The expected build-out year for this development is 2027. Information regarding the property was provided by Sambatek.
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with the Wilmington Urban Area Metropolitan Planning Organization (WMPO), New Hanover County, and the North Carolina Department of Transportation (NCDOT). This site has a trip generation potential of 2,064 daily trips, 262 trips in the midday peak hour, and 179 trips in the PM peak hour.
In conclusion, this study has determined the potential traffic impact of this development. No improvements are recommended to mitigate future site traffic. Table 7.1 summarizes the study recommendations, which are also reflected in Figure 8.
Table 7.1 – Summary of Recommended Improvements
INTERSECTION RECOMMENDATIONS
US 17 (Market Street) and Site Access •Maintain existing site access configuration.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
*** NOT TO SCALE ***This document, together with the concepts and designs presented herein, is intended only for the specificpurpose and client for which it was prepared. Reuse of, or improper reliance on, this document by otherswithout written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, andshall be a violation of the agreement between DAVENPORT and the client.
FIGURE 8 RECOMMENDED IMPROVEMENTS
MARKET STREET COOK OUT
NEW HANOVER COUNTY, NC
PROJECT NUMBER 252033
BLACK = EXISTING
GRAY = UNANALYZED
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
IPS = INTERNAL
PROTECTED STEM
SIGNALIZED RCI
65
0
'
SPEEDLIMIT45
SR-1929 (Wendover
Lane)
US
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Proposed Site Access
50' IPS
Maintain existing site
access configuration.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
10/27/2025 252033 Market Street Cook Out 18
Appendix
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
252033 Market Street Cook Out
Approved Scoping Documents
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
August 22, 2025 REVISED September 5, 2025
Mr. Scott James, PE, PTOE
Davenport
1426 Navaho Trail, #108
Wilmington, NC 28409
RE: Revised approved Scope for the Traffic Impact Analysis (TIA) associated with the
proposed Cookout (Market Street) in New Hanover County, North Carolina
Dear Mr. James:
Based on the information provided, and conversations held to date, it is our understanding that
the proposed Cookout (Market Street), to be located in New Hanover County, will be built in
2027 and consist of:
Build Year 2027
ITE Land Use Code 934: 4.45kSF Fast Food Restaurant with Drive-Through Window
ITE Land Use Code 935: 4.45kSF Fast Food Restaurant with Drive-Through and No Indoor
Seating
Below please find the scope to be used for the Traffic Impact Analysis:
1. Data Collection - Analysis Parameters:
a. Study Intersections
i. US 17 (Market Street) at Site Access (Right in/Right out)
b. Traffic counts
i. N/A
c. Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions
i. Site Trip Generation Estimate
Approved as submitted in scoping request (by DAVENPORT, dated 08/08/25), per
the DAVENPORT 2009 Trip Generation Study, Cook Out.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Page 2 of 3
ii. Site Trip Distribution
To be submitted for approval and approved prior to use in the TIA.
iii. Adjacent Development (approved but as of yet to be built);
N/A
iv. Planned Roadway Improvements
U-4902D US 17 Business (Market Street)
v. Background Traffic Assumptions
Build year – 2027
Growth rate – 1% per year
2. Capacity Analysis: Weekday AM & PM Peak Hour
a. Technical Analysis
i. 2025 Existing Conditions
ii. 2027 Future No-Build Conditions
[existing + 1% background growth]
iii. 2027 Future Build Conditions
[existing + 1% background growth + site trips]
iv. 2027 Future Build Conditions with Improvements
[existing + 1% background growth + site trips + improvements]
3. Final Report Submittal:
a. Completed TIA Application
b. Signed and sealed by a Professional Engineer
c. Electronic copies to include PDF of TIA and Synchro files and Synchro analysis files in digital
format
4. Notes:
a. This scope shall remain valid for three months from the date of this letter.
b. Please note that if any changes occur (including but not limited to; land use, intensity,
phasing, and/or site access) additional analysis may be required.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Page 3 of 3
Please contact me at (910) 341-7890 with any questions regarding this scope.
Sincerely,
Caitlin M. Cerza
Transportation Planning Engineer
Wilmington Urban Area MPO
Attachments: Traffic Impact Analysis Supplemental Guidelines (dated September 28, 2022)
Scoping request application (provided by Davenport, dated August 8, 2025)
Ec: Ben Hughes, PE, District Engineer, NCDOT
Jon Roan, Deputy District Engineer, NCDOT
Michael Bass, Assistant District Engineer, NCDOT
Frank Mike, Assistant District Engineer, NCDOT
Madi Lee, PE, Development Review Engineer, NCDOT
Stonewall Mathis, PE, Division Traffic Engineer, NCDOT
Bryce Cox, Senior Assistant Traffic Engineer, NCDOT
Nick Drees, Engineering Specialist, NCDOT
Abby Lorenzo, MPA, Deputy Director, WMPO
Luke Hutson, Engineering Associate, WMPO
Robert Farrell, Development Review Supervisor, New Hanover County
Zach Dickerson, Senior Development Review Planner, New Hanover County
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Traffic Impact Analysis Supplemental Guidelines
Developed by: NCDOT Division 3 Page 1 of 4 Updated: 09/28/2022
Submittal Framework for TIAs (3 Step process)
Step 1: Scoping Document – A scope approval will be provided no later than 10 business days from receipt of
the complete scoping document. Incomplete scoping documents will not be accepted for review and approval.
The documents to include for review and approval are:
1. Site Plan/Vicinity Map and a plan overlay on an aerial map
2. Proposed Land Uses and Trip Generation, including Pass-by and Internal Capture
3. Proposed Study Intersections and Types of Accesses
4. Proposed Annual Growth Rate with justification
5. Proposed Build Out Year(s)
6. Study Method for Capacity Analysis – peak periods and conditions
7. Approved Adjacent Developments
8. Committed Improvements
*IMPORTANT*
If the proposed development is phased, then land uses, trip generation estimates, build out years, roadway
improvements and analysis must reflect the proposed phasing. The phase schedule must be submitted for
approval prior to use in the TIA.
Step 1.A: Pre-Completeness Check – Documents for Input Verification prior to full TIA submittal – This step is
recommended, as these will be the first items checked at Step 2. If the applicant chooses to submit for input
verification, then comments or approval will be provided no later than 20 business days from receipt of the
documents. This step will result in the reduced likelihood of issues discovered in the Completeness Review and
Final Review.
All or any portion of these items can be submitted for review/approval:
1. Trip Distribution – Traffic counts must be performed prior to submittal of proposed distributions.
2. Proposed Volume Balancing
3. All diagrams – Existing Traffic Volumes, Future No Build Volumes, and Future Build Volumes
4. Synchro / Sidra Network Model Framework – Submit the framework for the Future No Build analysis.
This Synchro / Sidra model can be modified for Existing analysis.
Step 2: Completeness Review – TIA Report – A digital submittal of the completed document is to be
submitted for Preliminary Review. This review will be conducted to determine the completeness of the TIA
report, and comments or approval will be provided no later than 20 business days from receipt of the TIA.
Step 3: Final Sealed TIA Report - After preliminary approval has been provided, a digital and/or hard copy (as
requested) of the sealed TIA report is to be submitted. Final review comments or approval will be provided no
later than 20 business days from receipt of the TIA.
The NCDOT Congestion Management Section’s Capacity Analysis Guidelines Standards & Best Practices shall be the basis for the development of all TIA reports. This Supplement provides a submittal framework for TIAs, as well as direction on certain items within the Standards & Best Practices. Any deviations from the any of these documents must be approved prior to preparation of the TIA.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Developed by: NCDOT Division 3 Page 2 of 4 Updated: 09/28/2022
Supplemental Direction for the Capacity Analysis Standards & Best Practices
Background Traffic Assumptions, Site Trip Generation, and Site Trip Distribution
1. Peak Hour Determination – In order to establish an accurate peak hour for analysis, the controlling
study intersection shall be determined. Once determined, the controlling intersection’s peak hour
timeframe shall be used for all other study intersections:
a) Analyze all study intersection volumes and determine the controlling intersection (intersection with
highest total volume).
b) Identify the relevant peak hours for the controlling intersection (e.g. 7:45-8:45 AM; 4:45-5:45 PM).
c) Use the volumes from the same peak hour at all other intersections in the study.
d) Do not use volume balancing without prior approval. Use of the same time period at all
intersections will typically reduce the need to perform volume balancing.
2. Site Trip Generation:
a) Unadjusted Trips – Use the appropriate Land Use Code in the ITE Trip Generation Manual (currently
the 11th Edition). The NCDOT Congestion Management Rate vs Equation Spreadsheet recommends
the variable, peak hour type, and type of trip calculation method to use for specific land uses.
b) Internal Capture - The Standards state to limit reductions for internal capture to the “land use
categories and time periods in the current HANDBOOK.” The current ITE Trip Generation Handbook
is the 3rd Edition. The Standards also state to estimate internal capture rates “using the NCHRP 684
spreadsheet referenced in the current HANDBOOK.” The Standards give guidance on using the
spreadsheet:
“Do not use transit or non-motorized splits in spreadsheet.
Vehicle occupancy “1.1” (NC averages).
Use Walking Distance between land uses of 4000’ or the calculated maximum distance between a
given pair of land use categories in the proposed site.”
To determine the internal capture entering and exiting per Land Use, use the percentages in Table
6-P: Internal Capture Percentages by Land Use with the “Estimated Vehicle-Trips” in Table 1-P:
Base Vehicle-Trip Generation Estimates (Tables found in the NCHRP 684 Internal Trip Capture
Estimation Tool).
c) Pass-by – The Standards state “to limit pass-by percentages to retail land uses in [the]
HANDBOOK.” The current ITE Trip Generation Handbook is the 3rd Edition. The calculation of the
trips should be based on the total peak hour trips with a 50/50 entering/exiting split; they are pass-
by trips which means they enter and exit along the same path, in the same direction, within the
same hour. The pass-by will be capped at 10% of the adjacent street traffic.
3. Site Trip Distribution –
Determined based on collected traffic count data. Both site trip distribution and pass-by trip
distribution should be submitted for approval prior to use in the TIA.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Developed by: NCDOT Division 3 Page 3 of 4 Updated: 09/28/2022
Synchro Signalized Intersection Setup
1. For existing signals, the size and position of the detector loops and the timing chart settings must
match the existing signal plans, with exception of:
a) Yellow Time = 5 sec
b) Red Time = 2 sec
c) Specific timing settings provided by the signal timing agency
2. For proposed signals, size and place the detector loops according to Part 1, Section 4 of the NCDOT
Signal Design Manual.
3. Contact signal timing agency for existing peak hour timings and other operational mode information.
Request specific analysis periods to ensure proper information is provided.
4. Existing signal timings shall be “locked” for all scenarios unless signal phasing changes are necessary in
the “Future Build with Improvements” scenario.
5. Recall Mode:
a) If simulating ‘free run’ operation (Actuated-Uncoordinated), use Min Recall on main street
phases.
b) If simulating ‘Coordinated Mode’ (Actuated-Coordinate), use C-Max on the coordinated phases.
6. Right-Turn-On-Red (RTOR) shall not be used in existing or future conditions without prior approval. In
some circumstances, RTOR may be necessary to minimize Synchro conflict errors.
7. All signalized left turns with a dedicated signal phase will be protected-only movements in all future
conditions. Protected-only left turn phasing in future conditions will identify required vehicle storage
needs in the event that protected-only phasing is necessary in the future.
8. Permissive-only left-turn phasing should remain permissive in future conditions, except where
protected-only phasing is being analyzed as an improvement to the intersection in the Future Build
with Improvement condition.
Synchro Analysis and Data Reports
1. Any “Field Condition” analysis that the engineer wishes to include can be provided in a separate
supplemental analysis file.
2. The “Future No-Build” and “Future Build” analysis conditions should only include improvements that
are a requirement of approved developments or a State/Municipal project to be constructed in the
build year for the proposed development. Any other capacity gained from lane improvements shown in
the analysis is assumed to be proposed by the developer and should only be included in the “Future
Build + Improvements” analysis condition.
3. The TIA shall include a chart that shows the “Level of Service” and “Delay” for each movement,
approach, and overall intersection, for every access alternative and build scenario.
4. A SimTraffic “Queuing and Blocking Report” for the network shall be included.
5. A comparison chart listing the Synchro 95th Percentile Queues and the SimTraffic Maximum Queues
shall be provided for all exclusive turn lanes. This chart shall include the existing turn lane length for
comparison to the reported Queue lengths. A sample chart is included on the last page.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Developed by: NCDOT Division 3 Page 4 of 4 Updated: 09/28/2022
Recommendations of the TIA Report
1. The NCDOT Policy On Street And Driveway Access to North Carolina Highways (p. 21-22) states, “The
applicant shall be required to identify mitigation improvements to the roadway network if at least one
of the following conditions exists when comparing base network conditions to project conditions:
a) The total average delay at an intersection or individual approach increases by
25% or greater, while maintaining the same Level of Service,
b) The Level of Service degrades by at least one level, or
c) Level of Service is “F.”
2. In the event that approved developments do not move forward, a revised scenario reflecting the
future conditions will be required as directed by the reviewing agencies to reflect the changes in the
underlying assumptions of the analysis.
3. The Best Practices state, “When performing analyses, providing an adequate overall intersection LOS
alone is not sufficient. Items such as queuing, individual movement level of service, and volume-to-
capacity ratio should be evaluated and addressed.” The information in the charts listed under “Synchro
Analysis and Data Reports” in the previous section, should be used when determining the
improvements to address the impacts of site-generated traffic.
4. Recommended storage lane lengths shall be provided for all exclusive turn lanes and based on the
Synchro 95th Percentile Queue or the SimTraffic Maximum Queue, whichever is larger.
5. If phase changes are recommended as an improvement, then a Synchro analysis for “Future Build +
Improvements” shall be included in the TIA.
6. Signal timing adjustments and/or Signal Optimization in Synchro (i.e. “Optimize Splits”) shall not be
used unless phase changes are recommended as an improvement. Signal timing adjustment and/or
Signal Optimization as a sole “improvement” to mitigate the impacts of site-generated traffic will not
be permitted.
7. Use the Manual on Uniform Traffic Control Devices for proposed full-movement signals to conduct
signal warrant analysis based upon a 13-hour turning movement count.
8. Use the Guidelines for Signalization of Intersections with Two or Three Approaches (ITRE report dated
December 31, 2017) where applicable, to determine possible signalization.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Home Office: Wilmington Regional Office: Serving the Southeast since 2002
119 Brookstown Ave. Suite PH1 1426 Navaho Trail, #108
Winston-Salem, NC 27101 Wilmington, NC 28409
Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912
Date Received by WMPO/NCDOT (to be completed by the Department): ________________________
Date Submitted by Applicant: August 08, 2025
Transportation Impact Analysis (TIA) Scoping
DAVENPORT Project Number 252033
7245 Market Street Cookout Restaurant
New Hanover County, NC
Description:
7245 Market Street (existing restaurant building between Wendover Drive and Lendire Road)
Tax Parcel ID: # R04400-002-036-000
Full Build (2027): *Cook Out Restaurant with (1) Drive-Through Window and Limited Indoor Seating
Two ITE Land Use Codes apply:
ITE Land Use Code 934: 4.45kSF Fast Food Restaurant with Drive-Through Window
ITE Land Use Code 935: 4.45kSF Fast Food Restaurant with Drive-Through and No Indoor Seating
* We propose to use custom trip generation rates from the 2009 Custom Trip Generation Study
Proposed Study Intersections:
1. US 17 (Market Street) at SR 2892 (Lendire Road) - signalized
2. US 17 (Market Street) at SR 2717/ SR 1363 (Torchwood Boulevard/Bayshore Drive) - signalized
3. US 17 (Market Street) at Site Access (Right-in/ Right-out)
Proposed annual growth rate: 1%, conservative, due to recent trends in traffic growth.
Analysis Periods: Weekday PM peak (4:00 pm - 6:00 pm), and Saturday mid-day Peak (12:00 pm - 2:00 pm)
TIA Analysis Scenarios:
• 2025 Existing Conditions
• 2027 Future No-Build Conditions
• 2027 Future Build Conditions
• 2027 Future Build Conditions with Improvements (if necessary)
08/08/2025
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Page 2 08/08/2025
7245 Market Street Cookout DAVENPORT Project No. 252033
Home Office: Wilmington Regional Office: Serving the Southeast since 2002
119 Brookstown Ave. Suite PH1 1426 Navaho Trail, #108
Winston-Salem, NC 27101 Wilmington, NC 28409
Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912
Trip Generation Table:
Table - ITE 11th Edition Trip Generation
Average Weekday Driveway Volumes Daily
Volume
PM Peak Hour Saturday Peak Hour
ITE Land Use Code Metric Data
Source Enter Exit Total Enter Exit Total
DAVENPORT 2009 Trip
Generation Study, Cook Out1 44k AADT
Adj Street2
Custom
(2009) 2019 88 85 173 97 96 193
934, Fast-Food Restaurant
with Drive-Through Window 4450 SF Adjacent-
Rate 2080 76 71 147 125* 121* 246*
935, Fast-Food Restaurant
with Drive-Through Window
and No Indoor Seating
1 Drive-thru
Lanes
Adjacent-
Rate - 30 30 60 65* 66* 131*
Total Estimated Site Trips 2019 88 85 173 97 96 193
*Saturday peak trips were calculated using Generator / Rate.
1 Cook Out custom trip generation rate from 2009 DAVENPORT Project #09-218 (excerpted sheets provided)
2 2023 NCDOT AADT volumes (figure attached)
Proposed Site Trip Directional Distribution: To be completed and sent for approval after taking counts
Approved developments: N/A, unless advised otherwise
Committed Improvements:
• U- 4902D US 17 Business (Market Street) access management STIP (under construction).
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
FIGURE 1
PRELIMINARY SITE PLAN
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
FIGURE 2A
SITE LOCATION MAP
SITE INDICATOR
SITE
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
FIGURE 2B
VICINITY MAP
Transportation Impact Analysis
Townsend Trace
Greensboro, NC
Prepared for Linder Ventures III LLC
May 4, 2021
Analysis by: Monisha Badarinath, E.I.
Drafting/Graphics by: Monisha Badarinath, E.I.
Reviewed by: Dionne Brown, P.E.
Frank Amenya, P.E., PTOE
Sealed by: Frank Amenya, P.E., PTOE
This document, together with the concepts and designs presented herein, is intended only for the specific
purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others
without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and
shall be a violation of the agreement between DAVENPORT and the client.
SEAL
This report is printed on recycled paper with 30% post-consumer content.
All paper is FSC Certified. The entire document, including binding, is
100% recyclable.
05/04/2021
Transportation Impact Analysis
Townsend Trace
Greensboro, NC
Prepared for Linder Ventures III LLC
May 4, 2021
Analysis by: Monisha Badarinath, E.I.
Drafting/Graphics by: Monisha Badarinath, E.I.
Reviewed by: Dionne Brown, P.E.
Frank Amenya, P.E., PTOE
Sealed by: Frank Amenya, P.E., PTOE
This document, together with the concepts and designs presented herein, is intended only for the specific
purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others
without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and
shall be a violation of the agreement between DAVENPORT and the client.
SEAL
This report is printed on recycled paper with 30% post-consumer content.
All paper is FSC Certified. The entire document, including binding, is
100% recyclable.
05/04/2021
SITE INDICATOR
STUDY INTERSECTIONS
EXISTING
PROPOSED
SITE
Transportation Impact Analysis
Townsend Trace
Greensboro, NC
Prepared for Linder Ventures III LLC
May 4, 2021
Analysis by: Monisha Badarinath, E.I.
Drafting/Graphics by: Monisha Badarinath, E.I.
Reviewed by: Dionne Brown, P.E.
Frank Amenya, P.E., PTOE
Sealed by: Frank Amenya, P.E., PTOE
This document, together with the concepts and designs presented herein, is intended only for the specific
purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others
without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and
shall be a violation of the agreement between DAVENPORT and the client.
SEAL
This report is printed on recycled paper with 30% post-consumer content.
All paper is FSC Certified. The entire document, including binding, is
100% recyclable.
05/04/2021
2
Transportation Impact Analysis
Townsend Trace
Greensboro, NC
Prepared for Linder Ventures III LLC
May 4, 2021
Analysis by: Monisha Badarinath, E.I.
Drafting/Graphics by: Monisha Badarinath, E.I.
Reviewed by: Dionne Brown, P.E.
Frank Amenya, P.E., PTOE
Sealed by: Frank Amenya, P.E., PTOE
This document, together with the concepts and designs presented herein, is intended only for the specific
purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others
without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and
shall be a violation of the agreement between DAVENPORT and the client.
SEAL
This report is printed on recycled paper with 30% post-consumer content.
All paper is FSC Certified. The entire document, including binding, is
100% recyclable.
05/04/2021
1
3
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
2017 46000 4100 51000
2018
2019 46500 4500 50500
2020
2021 41000 48000
2022
2023 44000 4300 53000
Slope -575.00 21.49 175.00 AVERAGE
Percent Slope -1.30681818 0.499767442 0.330188679 0%
Market Street
and Site Access 1
Market Street and
Bayshore
Drive/Torchwood
Boulevard
Market Street and
Lendire Drive
NCDOT AADT Volumes by Location
y = -575x + 46675
y = 21.429x + 4221.4
y = 175x + 49925
0
10000
20000
30000
40000
50000
60000
2017 2018 2019 2020 2021 2022 2023
Market Street and Site Access
1
Market Street and Bayshore
Drive/Torchwood Boulevard
Market Street and Lendire
Drive
Linear (Market Street and Site
Access 1)
Linear (Market Street and
Bayshore Drive/Torchwood
Boulevard)
Linear (Market Street and
Lendire Drive)
Linear (#REF!)
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
2017 48412 7425 53541
2018 49412 7498 56845
2019 48124 7634 57098
2020 7745
2021 48412 7654 58765
2022 47121 7434 59876
2023 46213 7231 56652
2024 45857 7231 55362
Slope -433.03 -40.29 263.75 AVERAGE
Percent Slope -0.94430512 -0.557129028 0.476409812 0%
Market Street
and Site Access 1
Market Street and
Bayshore
Drive/Torchwood
Boulevard
Market Street and
Lendire Drive
WMPO ADT Volumes by Location
y = -433.03x + 49630
y = -40.286x + 7662.8
y = 263.75x + 55671
0
10000
20000
30000
40000
50000
60000
70000
2017 2018 2019 2020 2021 2022 2023 2024
Market Street and Site Access 1
Market Street and Bayshore
Drive/Torchwood Boulevard
Market Street and Lendire Drive
Linear (Market Street and Site
Access 1)
Linear (Market Street and
Bayshore Drive/Torchwood
Boulevard)
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
WEEKDAY PM PEAK HOUR
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
WEEKDAY PM PEAK HOUR
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
252033 Market Street Cook Out
Capacity Analysis
Synchro Worksheets
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
HCM 6th TWSC
100: US 17 SB & Site Access 10/16/2025
Scenario 1 252033 Cook Out Market Street 3:05 pm 09/22/2025 Existing Midday Synchro 11 Report
DAVENPORT Page 1
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 4 0 0 1491 4
Future Vol, veh/h 0 4 0 0 1491 4
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 4 0 0 1657 4
Major/Minor Minor2 Major2
Conflicting Flow All - 831 - 0
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - 6.94 - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - 3.32 - -
Pot Cap-1 Maneuver 0 313 - -
Stage 1 0 - - -
Stage 2 0 - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - 313 - -
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB SB
HCM Control Delay, s 16.7 0
HCM LOS C
Minor Lane/Major Mvmt EBLn1 SBT SBR
Capacity (veh/h) 313 - -
HCM Lane V/C Ratio 0.014 - -
HCM Control Delay (s) 16.7 - -
HCM Lane LOS C - -
HCM 95th %tile Q(veh) 0 - -
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
HCM 6th TWSC
100: US 17 SB & Site Access 10/16/2025
Scenario 1 252033 Cook Out Market Street 3:05 pm 09/22/2025 Existing PM Synchro 11 Report
DAVENPORT Page 1
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 4 0 0 1587 4
Future Vol, veh/h 0 4 0 0 1587 4
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 4 0 0 1763 4
Major/Minor Minor2 Major2
Conflicting Flow All - 884 - 0
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - 6.94 - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - 3.32 - -
Pot Cap-1 Maneuver 0 288 - -
Stage 1 0 - - -
Stage 2 0 - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - 288 - -
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB SB
HCM Control Delay, s 17.7 0
HCM LOS C
Minor Lane/Major Mvmt EBLn1 SBT SBR
Capacity (veh/h) 288 - -
HCM Lane V/C Ratio 0.015 - -
HCM Control Delay (s) 17.7 - -
HCM Lane LOS C - -
HCM 95th %tile Q(veh) 0 - -
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
HCM 6th TWSC
100: US 17 SB & Site Access 10/16/2025
Scenario 1 252033 Cook Out Market Street 3:05 pm 09/22/2025 2027 FB Midday Synchro 11 Report
DAVENPORT Page 1
Intersection
Int Delay, s/veh 2.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 130 0 0 1521 132
Future Vol, veh/h 0 130 0 0 1521 132
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 144 0 0 1690 147
Major/Minor Minor2 Major2
Conflicting Flow All - 919 - 0
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - 6.94 - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - 3.32 - -
Pot Cap-1 Maneuver 0 273 - -
Stage 1 0 - - -
Stage 2 0 - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - 273 - -
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB SB
HCM Control Delay, s 32.1 0
HCM LOS D
Minor Lane/Major Mvmt EBLn1 SBT SBR
Capacity (veh/h) 273 - -
HCM Lane V/C Ratio 0.529 - -
HCM Control Delay (s) 32.1 - -
HCM Lane LOS D - -
HCM 95th %tile Q(veh) 2.9 - -
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
HCM 6th TWSC
100: US 17 SB & Site Access 10/16/2025
Scenario 1 252033 Cook Out Market Street 3:05 pm 09/22/2025 2027 FB PM Synchro 11 Report
DAVENPORT Page 1
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 88 0 0 1619 91
Future Vol, veh/h 0 88 0 0 1619 91
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 98 0 0 1799 101
Major/Minor Minor2 Major2
Conflicting Flow All - 950 - 0
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - 6.94 - -
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - 3.32 - -
Pot Cap-1 Maneuver 0 261 - -
Stage 1 0 - - -
Stage 2 0 - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - 261 - -
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB SB
HCM Control Delay, s 26.8 0
HCM LOS D
Minor Lane/Major Mvmt EBLn1 SBT SBR
Capacity (veh/h) 261 - -
HCM Lane V/C Ratio 0.375 - -
HCM Control Delay (s) 26.8 - -
HCM Lane LOS D - -
HCM 95th %tile Q(veh) 1.7 - -
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
252033 Market Street Cook Out
Queueing Analysis
SimTraffic Worksheets
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Queuing and Blocking Report
Existing Midday 10/16/2025
Scenario 1 252033 Cook Out Market Street SimTraffic Report
DAVENPORT Page 1
Intersection: 100: US 17 SB & Site Access
Movement EB
Directions Served R
Maximum Queue (ft) 32
Average Queue (ft) 4
95th Queue (ft) 22
Link Distance (ft) 994
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Queuing and Blocking Report
Existing PM 10/16/2025
Scenario 1 252033 Cook Out Market Street SimTraffic Report
DAVENPORT Page 1
Intersection: 100: US 17 SB & Site Access
Movement EB
Directions Served R
Maximum Queue (ft) 32
Average Queue (ft) 4
95th Queue (ft) 21
Link Distance (ft) 994
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Queuing and Blocking Report
2027 FB Midday 10/16/2025
Scenario 1 252033 Cook Out Market Street SimTraffic Report
DAVENPORT Page 1
Intersection: 100: US 17 SB & Site Access
Movement EB
Directions Served R
Maximum Queue (ft) 104
Average Queue (ft) 48
95th Queue (ft) 81
Link Distance (ft) 994
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Queuing and Blocking Report
2027 FB PM 10/16/2025
Scenario 1 252033 Cook Out Market Street SimTraffic Report
DAVENPORT Page 1
Intersection: 100: US 17 SB & Site Access
Movement EB
Directions Served R
Maximum Queue (ft) 88
Average Queue (ft) 40
95th Queue (ft) 71
Link Distance (ft) 994
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
252033 Market Street Cook Out
Traffic Counts
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Printed: 10/14/2025 at 08:34
TrafficViewer Pro v1.6.4.124
PicoCount 2500 V2.41 (s/n# 23091872)
Daily Vehicle Volume Report
Location:
Unit ID:
Study Date:
Wilmington 18946 EB
18946 eb
Wednesday, 10/08/2025
Northbound
Volume
Southbound
Volume
Total
Volume
00:00 - 00:14
00:15 - 00:29
00:30 - 00:44
00:45 - 00:59
01:00 - 01:14
01:15 - 01:29
01:30 - 01:44
01:45 - 01:59
02:00 - 02:14
02:15 - 02:29
02:30 - 02:44
02:45 - 02:59
03:00 - 03:14
03:15 - 03:29
03:30 - 03:44
03:45 - 03:59
04:00 - 04:14
04:15 - 04:29
04:30 - 04:44
04:45 - 04:59
05:00 - 05:14
05:15 - 05:29
05:30 - 05:44
05:45 - 05:59
06:00 - 06:14
06:15 - 06:29
06:30 - 06:44
06:45 - 06:59
07:00 - 07:14
07:15 - 07:29
07:30 - 07:44
07:45 - 07:59
08:00 - 08:14
08:15 - 08:29
08:30 - 08:44
08:45 - 08:59
09:00 - 09:14
09:15 - 09:29
09:30 - 09:44
09:45 - 09:59
10:00 - 10:14
10:15 - 10:29
10:30 - 10:44
10:45 - 10:59
11:00 - 11:14
11:15 - 11:29
11:30 - 11:44
11:45 - 11:59
12:00 - 12:14
12:15 - 12:29
12:30 - 12:44
12:45 - 12:59
46 16 62
29 17 46
20 10 30
10 17 27
13 10 23
17 9 26
14 6 20
22 6 28
8 5 13
21 20 41
19 13 32
13 17 30
13 19 32
5 14 19
11 19 30
9 15 24
11 21 32
7 19 26
17 39 56
48 44 92
12 39 51
35 49 84
59 81 140
103 149 252
89 153 242
138 213 351
197 258 455
207 341 548
243 389 632
266 505 771
275 459 734
291 506 797
288 428 716
347 396 743
300 451 751
273 420 693
284 358 642
314 390 704
316 393 709
306 369 675
312 398 710
328 396 724
336 391 727
359 371 730
375 362 737
366 372 738
397 401 798
416 356 772
448 390 838
448 367 815
422 415 837
373 395 768
Page 1G:\Shared drives\2025 Project Files\Private Projects\DB#--0418.Davenport.Wilmington\Wilmington.tvp
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Printed: 10/14/2025 at 08:34
TrafficViewer Pro v1.6.4.124
PicoCount 2500 V2.41 (s/n# 23091872)
Daily Vehicle Volume Report
Location:
Unit ID:
Study Date:
Wilmington 18946 EB
18946 eb
Wednesday, 10/08/2025
Northbound
Volume
Southbound
Volume
Total
Volume
13:00 - 13:14
13:15 - 13:29
13:30 - 13:44
13:45 - 13:59
14:00 - 14:14
14:15 - 14:29
14:30 - 14:44
14:45 - 14:59
15:00 - 15:14
15:15 - 15:29
15:30 - 15:44
15:45 - 15:59
16:00 - 16:14
16:15 - 16:29
16:30 - 16:44
16:45 - 16:59
17:00 - 17:14
17:15 - 17:29
17:30 - 17:44
17:45 - 17:59
18:00 - 18:14
18:15 - 18:29
18:30 - 18:44
18:45 - 18:59
19:00 - 19:14
19:15 - 19:29
19:30 - 19:44
19:45 - 19:59
20:00 - 20:14
20:15 - 20:29
20:30 - 20:44
20:45 - 20:59
21:00 - 21:14
21:15 - 21:29
21:30 - 21:44
21:45 - 21:59
22:00 - 22:14
22:15 - 22:29
22:30 - 22:44
22:45 - 22:59
23:00 - 23:14
23:15 - 23:29
23:30 - 23:44
23:45 - 23:59
Totals
AM Peak Time
AM Peak Volume
PM Peak Time
PM Peak Volume
388 358 746
404 363 767
397 422 819
384 356 740
404 352 756
428 343 771
402 357 759
429 371 800
395 352 747
438 358 796
409 389 798
440 366 806
437 369 806
455 396 851
491 367 858
426 387 813
467 424 891
486 418 904
459 366 825
497 379 876
513 314 827
494 340 834
407 298 705
335 255 590
339 239 578
394 235 629
297 181 478
292 192 484
297 165 462
246 162 408
310 150 460
185 129 314
188 151 339
176 117 293
123 102 225
126 80 206
113 93 206
93 71 164
63 64 127
69 54 123
57 46 103
41 31 72
37 27 64
16 28 44
23123 22314 45437
10:58 - 11:57 07:16 - 08:15 10:50 - 11:49
1563 1901 3052
17:20 - 18:19 16:39 - 17:38 17:01 - 18:00
1972 1613 3497
Page 2G:\Shared drives\2025 Project Files\Private Projects\DB#--0418.Davenport.Wilmington\Wilmington.tvp
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
Printed: 10/14/2025 at 08:34
TrafficViewer Pro v1.6.4.124
PicoCount 2500 V2.41 (s/n# 23091872)
Daily Vehicle Volume Report
Location:
Unit ID:
Study Date:
Wilmington 18946 EB
18946 eb
Wednesday, 10/08/2025
Page 3G:\Shared drives\2025 Project Files\Private Projects\DB#--0418.Davenport.Wilmington\Wilmington.tvp
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
252033 Market Street Cook Out
Supporting Documentation
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D
AM Peak PM Peak
Right Turning Traffic (Horizontal Axis) 132 91
Opposing Volume (Vertical Axis) 969 981
1800
1600
1400
1200
1000
800
600
400
200
0 50 100 150 200 250 300 350 400 450 500 550 600
30 MPH = 75'
35 MPH = 75'
40 MPH = 100'
45 MPH = 100'
50 MPH = 100'
55 MPH = 150'
60 MPH = 200'
RIGHT TURN LANE STORAGE CALCULATION:
V: = +
V_R:
RIGHT TURN
TAPER DESIGN
SPEED
}*SPECIAL HIGH SPEED DESIGN REQUIRED. SEE ROADWAY DESIGN MANUAL FIGURE 1
*STORAGE LENGTH(S) DOES NOT INCLUDE DECELERATION LENGTH
60
V_R: RIGHT TURNING VOLUMN (VPH)
V_L: LEFT TURNING VOLUMN (VPH)Note: Where adjacent signalization may provide
opportunities for gaps In the traffic stream a
reduction in the above storage values
can be considered on a case by case basis.
NO TURN LANES WARRANTED FOR ROADS WITH LESS THAN 4,000 AADT
RIGHT TURNING TRAFFIC
Enter Values Here
OPPOSING VOLUMNE (VPH) ADJACENT VOLUME RIGHT TURN VOLUME (*100 VPH MINIMUM)
*Note: To account for 2 through lanes on US 17 southbound, the outer lane was assumed to carry 55% of southbound traffic.
Docusign Envelope ID: 7CE2A5F9-9169-4925-823C-781EAFD8187D