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Alexander Road Retail Development
Transportation Impact Analysis
New Hanover County, NC
For Submission To:
WMPO and NCDOT
12-24-2024
Alexander Road Retail Development
Transportation Impact Analysis
FOR SUBMISSION TO:
WMPO and NCDOT
December 24, 2024
TPD # TFV2.00001
Prepared For:
TFV2, LLC
7 Cedar Island
Wilmington, NC 28409
Prepared By:
TPD
80 Charlotte Street, Suite 40
Asheville, NC 28801
Phone: (828) 575-0133
E-mail: TPD@TPDinc.com
Website: www.TPDinc.com
NC Business License #C-4448
Colin Kinton, P.E.
Project Manager
North Carolina License Number PE-048897
12/24/2024
TABLE OF CONTENTS
EXECUTIVE SUMMARY ......................................................................................................................................... 1
1.0 INTRODUCTION....................................................................................................................................... 3
2.0 EXISTING.................................................................................................................................................. 3
3.0 NEARBY DEVELOPMENTS ....................................................................................................................... 4
4.0 PLANNED ROADWAY IMPROVEMENTS ................................................................................................. 4
5.0 NO-BUILD ................................................................................................................................................ 5
6.0 BUILD ....................................................................................................................................................... 5
7.0 LEVELS OF SERVICE FOR INTERSECTION ................................................................................................. 7
8.0 CAPACITY ANALYSIS METHODOLOGY .................................................................................................... 7
9.0 LEVEL OF SERVICE IN THE STUDY AREA .................................................................................................. 9
10.0 AUXILIARY TURN LANE ANALYSIS ......................................................................................................... 11
11.0 SITE DISTANCE ANALYSIS ...................................................................................................................... 11
12.0 CONCLUSIONS ....................................................................................................................................... 11
13.0 RECOMMEDATIONS .............................................................................................................................. 11
TABLES 1-9
Table 1: Roadway Characteristics within Study Area
Table 2: Manual Traffic Count Information
Table 3: Trip Generation Data
Table 4: Trip Generation Summary
Table 5: Trip Distribution Percentages
Table 6: Level of Service Criteria - Unsignalized and Signalized Intersections
Table 7: Level of Service Summary
Table 8: Queue Analysis Summary
Table 9: Auxiliary Turn Lane Summary
FIGURES 1-11
Figure 1: Site Location Map
Figure 2: Site Plan
Figure 3: Existing Lane Configuration
Figure 4: 2024 Existing Vehicular Traffic Volumes
Figure 5: Abberly Residential Vehicular Traffic Volumes
Figure 6: 2027 No-Build Vehicular Traffic Volumes
Figure 7A: Trip Distribution Percentages – Commercial Primary
Figure 7B: Trip Distribution Percentages – Commercial Pass-By
Figure 7C: Trip Distribution Percentages – Townhomes Primary
Figure 8A: Trip Distribution – Commercial Primary
Figure 8B: Trip Distribution – Commercial Pass-By
Figure 8C: Trip Distribution – Townhomes Primary
Figure 9: Total Site Trips
Figure 10: 2027 Build Vehicular Traffic Volumes
Figure 11: Recommended Geometry
TECHNICAL APPENDICES
Appendix A: Project Correspondence
Appendix B: Manual Traffic Count Printouts
Appendix C: Proposed Nearby Development
Appendix D: Volume Development Worksheets
Appendix E: Capacity Analysis
Appendix F: NCDOT Signal Plans
Appendix G: Turn Lane Warrants
Appendix H: Site Distance Observations
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EXECUTIVE SUMMARY
The purpose of this Traffic Impact Analysis (TIA) is to examine the potential traffic impacts for the proposed
mixed-use development to be located at the northwest corner of Alexander Road (SR 1345) & Market Street
(US 17) in New Hanover County, North Carolina. Based on this evaluation, the following conclusions were
reached:
» A project scoping request was submitted to NCDOT on July 11, 2024 by another professional
engineering firm. Final scoping approval was received on September 10, 2024. Submission Step 1.A
was approved December 4, 2024.
» The study area intersections included in this TIA are illustrated on the appended figures and are as
follows:
o Market Street (US 17) & Alexander Road (SR 1345) (to be signalized)
o Market Street (US 17) & Site Access 1 (right-in/right-out - unsignalized)
o Alexander Road (SR 1345) & Site Access 2 (full access - unsignalized)
o Alexander Road (SR 1345) & Site Access 3 (full access - unsignalized)
o Alexander Road (SR 1345) & Site Access 4 (full access - unsignalized)
» The proposed mixed-use development will include a 6,200 SF convenience store with 12 vehicle fueling
positions, a 3,250 SF drive-through fast food, and 12 townhomes.
» Access to the convenience store and fast food is provided via one right-in/right-out driveway on
Market Street (US 17) and one full access driveway on Alexander Road (SR 1345). Access to the
townhomes is provided via two full access driveways on Alexander Road (SR 1345). There is no
interconnectivity between the convenience store and fast food with the townhomes.
» Upon full build-out, the proposed site is expected to generate a total of 165 new vehicle-trips during
the weekday AM peak hour and 137 new vehicle-trips during the weekday PM peak hour.
» The Abberly Wilmington is a nearby proposed development consisting of 253 low-rise apartment units
located on Alexander Road (SR 1345) approximately 600 feet west of Market Street (US 17) with an
expected build year of 2027.
» The Abberly Wilmington development is scheduled to construct a southbound right turn lane on
market Street (US 17) at Alexander Drive (SR 1345) with 100 feet of storage and the appropriate full-
width deceleration and taper.
» The State Transportation Improvement Program (STIP) U-4902D includes signalization of the Market
Street (US 17) & Alexander Road (SR 1345) intersection and a northbound left-turn lane with 375 feet
of storage. A restricted Crossing U-Turn is also planned approximately 750 feet south of the Market
Street (US 17) & Alexander Road (SR 1345) intersection. These improvements are currently under
construction.
» Site distance observations were conducted on Alexander Road for site access driveway locations. TPD
has determined that due to the low residential site access volumes and low speeds on Alexander Road,
site distance for the driveways are acceptable.
» Under 2027 Build, all movements are expected to operate at LOS D or better during the weekday AM
and PM peak hours.
» Under 2027 Build, the following operation conditions are noted:
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Market Street (US 17) & Site Access 1
o The eastbound right-turn driveway queue is anticipated to exceed 100 feet. Between Site
Access 1 and 2, traffic should distribute and balance, resulting in shorter queue lengths than
projected.
The following roadway network improvements are recommended:
Market Street (US 17) & Site Access 1
» Proposed access configuration:
o Right-in/Right-out
o 25 ft wide
o 50 ft stem length measured from the right-of-way
o One entering lane & one exiting lane
» Install a southbound right-turn lane with 125 feet of storage and an appropriate taper on Market
Street (US 17). Based on spacing from Alexander Road, the planned right-turn lane for Market Street
at Alexander Road should be extended through Site Access 1 as a continuous right-turn lane.
Alexander Road (SR 1345) & Site Access 2
» Proposed access configuration:
o Full Access
o 25 ft wide
o 50 ft stem length measured from the right-of-way
o One entering lane & one exiting lane
Alexander Road (SR 1345) & Site Access 3
» Proposed access configuration:
o Full Access
o 20 ft wide
o 50 ft stem length measured from the right-of-way
o One entering lane & one exiting lane
Alexander Road (SR 1345) & Site Access 4
» Proposed access configuration:
o Full Access
o 20 ft wide
o 50 ft stem length measured from the right-of-way
o One entering lane & one exiting lane
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1.0 INTRODUCTION
TPD Inc. has completed a Traffic Impact Analysis (TIA) for a proposed mixed-use development to be located at
the northwest corner of Alexander Road (SR 1345) & Market Street (US 17) in New Hanover County, North
Carolina. Figure 1 provides the site location and vicinity map. Figure 2 illustrates the proposed 6,200 SF
convenience store with 12 vehicle fueling positions, 3,250 SF fast food with drive-through, 12 townhomes, and
proposed access points.
This report has been prepared in accordance with NCDOT’s Policy on Street and Driveway Access to North
Carolina Highways, 2003 and the NCDOT Congestion Management Capacity Analysis Guidelines, 2022. The
project scope and study area extents were submitted to NCDOT. All relevant correspondence pertaining to
this project has been included in Appendix A.
1.1 SITE ACCESS LOCATIONS
Access to the convenience store and fast food is provided via one right-in/right-out driveway on Market
Street (US 17) and one full access driveway on Alexander Road (SR 1345). Access to the townhomes is
provided via two full access driveways on Alexander Road (SR 1345). There is no interconnectivity between
the convenience store and fast food with the townhomes.
2.0 EXISTING
2.1 EXISTING ROADWAY NETWORK
A field review of the existing roadway system in the study area was conducted. The existing roadway
characteristics within the study area are summarized in Table 1. The existing lane configuration and
intersection controls for the study area intersections are illustrated in Figure 3.
TABLE 1
ROADWAY CHARACTERISTICS WITHIN STUDY AREA
Roadway Roadway
Maintenance
Predominant
Directional
Orientation
Posted
Speed
Limit
Year 2023
AADT*
Market Street (US 17) NCDOT North-South 45 mph 43,000
Alexander Road (SR 1345) NCDOT East-West 25 mph 700
*Source: NCDOT 2023 ArcGIS AADT Mapping Application
2.2 BICYCLE AND PEDESTRIAN FACILITIES
Based on observations during field visits at the study area intersections, there are no bicycle
accommodations present in the vicinity of the proposed development. Pedestrian sidewalk facilities are
present on the west side of Market Street (US 17).
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2.3 EXISTING TRAFFIC
Manual Turning Movement Counts
Manual traffic counts were conducted in 15-minute intervals during the weekday morning (7:00 to 9:00 AM),
and weekday evening (4:00 to 6:00 PM) peak periods for study intersections. Data pertaining to heavy
vehicles, pedestrians and transit vehicles were observed during the manual counts. Peak hours and count
dates for the study area intersections is identified in Table 2.
TABLE 2
MANUAL TRAFFIC COUNT INFORMATION
Intersection Date(s) of Traffic Counts Time
Period
Intersection
Peak Hour1
Market Street (US 17) &
Alexander Road (SR 1345) Wednesday, October 23, 2024
Weekday AM 7:45 to 8:45 AM
Weekday PM 5:00 to 6:00 PM
1Peak Hour consists of the four consecutive 15-minute intervals where the highest traffic volumes occur.
Existing traffic volumes for the weekday AM and weekday PM peak hours are illustrated in Figure 4. For
analysis purposes, any specific turning movement with a volume less than four vehicles have been adjusted
in the analysis to have a volume equal to four vehicles. Traffic count data sheets are provided in Appendix
B.
3.0 NEARBY DEVELOPMENTS
The Abberly Wilmington is a proposed development consisting of 253 low-rise apartment units located on
Alexander Road (SR 1345) approximately 600 feet west of Market Street (US 17) with an expected build
year of 2027. The site generated trips developed by DRMP are illustrated in Figure 5. Documents associated
with the approved TIA are provided in Appendix C.
4.0 PLANNED ROADWAY IMPROVEMENTS
4.1 PROGRAMMED IMPROVEMENTS – STIP U-4902D
The State Transportation Improvement Program (STIP) U-4902D includes signalization of the Market Street
(US 17) & Alexander Road (SR 1345) intersection and a northbound left-turn lane with 375 feet of storage.
A restricted Crossing U-Turn is also planned approximately 750 feet south of the Market Street (US 17) &
Alexander Road (SR 1345) intersection. These improvements are currently under construction.
4.2 PROGRAMMED IMPROVEMENTS – ABBERLY WILMINGTON
The Abberly Wilmington development is scheduled to construct a southbound right-turn lane on Market
Street (US 17) at Alexander Drive (SR 1345) with 100 feet of storage and the appropriate full-width
deceleration and taper.
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5.0 NO-BUILD
5.1 ANNUAL BACKGROUND GROWTH
Background growth factors for the roadways in the study area were developed during scoping and
approved by NCDOT. A background growth trend factor of 1.0% per year has been utilized to apply three
years of growth for the Year 2027 projected build-out. The additional traffic volumes due to background
growth and the proposed Abberly Wilmington Development volumes have been added to the existing
traffic data to produce the 2027 No-Build traffic volumes which are illustrated in Figure 6.
6.0 BUILD
6.1 TRIP GENERATION
The trip generation rates for the proposed development were obtained from the manual Trip Generation,
11th Edition, 2021, an Institute of Transportation Engineers (ITE) Informational Report. For the proposed
development, Land Use Codes 945 (Convenience Store w/Gas Station), 215 (Single Family Attached), and
934 (Fast Food w/ Drive Through) were used to calculate the number of vehicular trips the development is
anticipated to generate during the following time periods: (1) average weekday; (2) weekday AM peak hour;
and (3) weekday PM peak hour. Table 3 provides the rates/equations and directional percentages for the
analyzed time periods.
TABLE 3
ITE TRIP GENERATION DATA
Land Use ITE # Size (X) Time Period Equations/Rates Pass-By % Entering %
Super Convenience
Market w/ Gas Station 945 12 VFP
Weekday AM Peak Hour T = 31.60*(X) 76% 50%
Weekday PM Peak Hour T = 26.90*(X) 75% 50%
Weekday T = 345.75*(X) 75% 50%
Single Family
Attached 215 12 DU
Weekday AM Peak Hour T = 0.52*(X) - 5.70 -- 25%
Weekday PM Peak Hour T = 0.60*(X) - 3.93 -- 59%
Weekday T = 7.62*(X) - 50.48 -- 50%
Fast Food w/
Drive Through 934 3.25 KSF
Weekday AM Peak Hour T = 44.61*(X) 49% 51%
Weekday PM Peak Hour T = 33.03*(X) 50% 52%
Weekday T = 467.48*(X) 50% 50%
T = number of site-generated vehicular trips
X = Independent Variable (VFP - Vehicle Fueling Positions / DU - Dwelling Units / KSF – 1000 Square Feet)
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The calculated trip generation for the proposed and existing development are shown in Table 4.
TABLE 4
TRIP GENERATION SUMMARY
Land Use – ITE # Size (X)
External Trips Pass-By Trips New Trips
Total Enter Exit Total Enter Exit Total Enter Exit
Weekday AM Peak Hour
Convenience Market w/ Gas - 945 12 VFP 379 190 189 284 142 142 95 48 47
Single Family Attached - 215 12 KSF 1 0 1 -- -- -- 1 0 1
Fast Food w/ Drive Through - 934 3.25 KSF 145 74 71 76 38 38 69 36 33
Net Trips 525 264 261 360 180 180 165 84 81
Weekday PM Peak Hour
Convenience Market w/ Gas - 945 12 VFP 323 161 162 244 122 122 79 39 40
Single Family Attached - 215 12 KSF 3 2 1 -- -- -- 3 2 1
Fast Food w/ Drive Through - 934 3.25 KSF 107 56 51 52 26 26 55 30 25
Net Trips 433 219 214 296 148 148 137 71 66
Weekday
Convenience Market w/ Gas - 945 12 VFP 4149 2075 2074 3112 1556 1556 1037 519 518
Single Family Attached - 215 12 KSF 41 21 20 -- -- -- 41 21 20
Fast Food w/ Drive Through - 934 3.25 KSF 1519 759 760 760 380 380 759 379 380
Net Trips 5709 2855 2854 3872 1936 1936 1837 919 918
X = Independent Variable (VFP - Vehicle Fueling Positions / DU – Dwelling Units / KSF – 1000 Square Feet)
1 = No ITE Data for the Average Weekday Pass-By Rate, however, pass-by trips are anticipated at the same rate as the peak hour rate (75%)
Upon full buildout, the proposed development is expected to generate 165 net new vehicle-trips during
the AM peak hour and 137 net new vehicle-trips trips during the PM peak hour.
6.2 TRIP DISTRIBUTION
The distribution of trips generated by the proposed development were based on the local road network,
the existing traffic patterns, the proposed use of the site, and the site driveway locations. Primary trips
distributions were organized into two categories or groups:
1. Commercial (Convenience Market w/ Gas + Fast Food w/ Drive Thru)
2. Townhomes (Single Family Attached)
The new trips for the proposed development were distributed to the local roadway network based on the
percentages shown in Table 5.
TABLE 5
TRIP DISTRIBUTION PERCENTAGES
Direction
(To/From)
Assignment
(To/From) Distribution Percent
Commercial
North Market Street (US 17) 60%
South Market Street (US 17) 40%
Townhomes
North Market Street (US 17) 30%
South Market Street (US 17) 70%
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Distribution percentages for the Commercial new primary and pass-by trips are illustrated in Figure 7A and
7B, respectively. Distribution percentages for the Townhomes new primary trips are illustrated in Figure
7C. The assignment of site-generated Commercial new primary trips and pass-by trips during the weekday
AM and PM peak hours are illustrated in Figure 8A and 8B, respectively. The assignment of site-generated
Townhomes new primary trips during the weekday AM and PM peak hours are illustrated in Figure 8C. The
total site trips are illustrated in Figure 9.
6.3 BUILD TRAFFIC VOLUMES
The calculated site-generated trips for the proposed development were added to the 2027 No-Build traffic
volumes to develop the 2027 Build traffic volumes. The 2027 Build traffic volumes for the weekday AM and
PM peak hours are illustrated in Figure 10. Traffic volume development worksheets are contained in
Appendix D.
7.0 LEVELS OF SERVICE FOR INTERSECTION
For analysis of intersections, level of service is defined in terms of delay, which is a measure of driver
discomfort and frustration, fuel consumption, and lost travel time. LOS criteria are stated in terms of control
delay per vehicle for a one-hour analysis period. Control delay includes initial deceleration delay, queue
move-up time, stopped delay, and final acceleration delay. The criteria are shown in Table 6. Delay, as it
relates to level of service, is a complex measure and is dependent upon a number of variables. For signalized
intersections, these variables include the quality of vehicle progression, the cycle length, the green time
ratio, and the volume/capacity ratio for the lane group in question. For unsignalized intersections, delay is
related to the availability of gaps in the flow of traffic on the major street and the driver’s discretion in
selecting an appropriate gap for a particular movement from the minor street (straight across, left or right
turn).
TABLE 6
LEVEL OF SERVICE CRITERIA
UNSIGNALIZED AND SIGNALIZED INTERSECTIONS1
Level of Service Control Delay Per Vehicle (Seconds)
Signalized Unsignalized
A < 10 < 10
B > 10 and < 20 > 10 and < 15
C > 20 and < 35 > 15 and < 25
D > 35 and < 55 > 25 and < 35
E > 55 and < 80 > 35 and < 50
F > 80 or v/c > 1.0 > 50 or v/c > 1.0
1Obtained from Exhibits 19-8 and 20-2 of the Transportation Research Board’s Highway Capacity Manual 6th Edition
8.0 CAPACITY ANALYSIS METHODOLOGY
Capacity analyses were conducted for the weekday AM and PM peak hours at the study area intersections.
These analyses were conducted according to the methodologies contained in the Highway Capacity Manual
(HCM) 6th Edition, using Synchro 11 software, a Trafficware product.
The following scenarios were analyzed, as applicable:
» 2024 Existing;
» 2027 No-Build (existing + 1% background growth for 3 years + adjacent development)
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» 2027 Build (existing + 1% background growth for 3 years + adjacent development + site generated
trips)
In accordance with NCDOT’s Policy on Street and Driveway Access to North Carolina Highways, the analysis
was modified as follows:
» The right-turns on red (RTOR) option has not been utilized at signalized intersections under any
conditions.
» Signal timing settings indicated on NCDOT record traffic signal plans were utilized.
» Yellow and all red timings are equal to 7 seconds (5 seconds for yellow, 2 seconds for red), per NCDOT
guidelines.
» Total lost time for all conditions is equal to 5 seconds; the lost time adjust is calculated based on the
corresponding yellow + all red timing and a startup lost time of 2 seconds.
» Where signalized intersections have left-turn signal phasing, all future analyses have assumed phasing
to be protected only.
» Peak hour factors have been adjusted to 0.90 at all study area intersections.
» Truck percentages were increased as necessary to show a minimum of 2% trucks.
NCDOT’s Transportation Impact Study Guidelines outlined in NCDOT’s Policy on Street and Driveway Access
to North Carolina Highways, dated July 2003 contain the following criteria regarding levels of service:
» Page 21-22 of the Guidelines state that the applicant will be required to identify mitigation
improvements to the roadway network if at least one of the following conditions exists when
comparing No-Build network to Build:
» The total average delay at an intersection or individual approach increases by 25% or greater, while
maintaining the same level of service;
» The Level of Service degrades by at least one level;
» Level of Service is “F”; and
» Page 22 of the Guidelines state that for turning lanes, improvements shall be identified when the
analysis indicates that 95th percentile queue exceeds the storage capacity of the existing lane.
In addition, capacity analyses were conducted at the proposed site driveways under the year 2027 Build
condition. The capacity analysis worksheets are included in Appendix E. Existing NCDOT traffic signal plans
are included in Appendix F
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9.0 LEVEL OF SERVICE IN THE STUDY AREA
Level of service (LOS) analysis for the study area intersections are shown in Table 7.
TABLE 7
LEVEL OF SERVICE SUMMARY
Movement/Approach 2024 Existing 2027 No-Build 2027 Build % Change2
LOS Delay1 LOS Delay1 LOS Delay1
Weekday AM Peak Hour
Market Street (US 17) & Alexander Road (SR 1345)
EB R C 19.0 C 30.7 C 34.0 10.8%
NB L C 18.6 C 29.0 C 30.6 5.2%
SB T -- -- B 11.4 B 12.9 12.2%
SB R -- -- A 5.8 A 6.0 3.5%
ILOS -- -- A 8.6 B 10.3 19.8%
Market Street (US 17) & Site Access 1
EB R -- -- -- -- D 31.0 --
Alexander Road (SR 1345) & Site Access 2
EB LT -- -- -- -- A 7.7 --
SB LR -- -- -- -- B 11.5 --
Alexander Road (SR 1345) & Site Access 3
WB LR -- -- -- -- B 10.0 --
SB TL -- -- -- -- A 7.6 --
Alexander Road (SR 1345) & Site Access 4
WB LR -- -- -- -- A 9.6 --
SB LT -- -- -- -- A 7.6 --
Weekday PM Peak Hour
Market Street (US 17) & Alexander Road (SR 1345)
EB R C 17.9 C 25.8 C 27.8 7.8%
NB L C 17.4 C 27.4 C 29.1 6.2%
SB T -- -- B 12.8 B 13.9 8.6%
SB R -- -- A 5.8 A 6.0 3.5%
ILOS -- -- A 7.7 A 8.8 14.3%
Market Street (US 17) & Site Access 1
EB R -- -- -- -- D 29.7 --
Alexander Road (SR 1345) & Site Access 2
EB LT -- -- -- -- A 7.7 --
SB LR -- -- -- -- B 10.5 --
Alexander Road (SR 1345) & Site Access 3
WB LR -- -- -- -- A 9.5 --
SB LT -- -- -- -- A 7.5 --
Alexander Road (SR 1345) & Site Access 4
WB LR -- -- -- -- A 9.1 --
SB LT -- -- -- -- A 7.4 --
1 Seconds of delay
2 Percent increase in delay from No-Build to Build
As shown in Table 7, under 2027 Build weekday AM and PM peak hour, all movements operate at LOS D
or better.
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9.1 QUEUE ANALYSIS
Queue analyses were conducted at the study area intersections using Synchro 11 software. For this analysis,
both the 95th percentile Synchro queue and the maximum SimTraffic queue were evaluated and reported
in Table 8.
TABLE 8
QUEUE ANALYSIS
Movement
/Approach
Storage
Feet 2024 Existing1 2027 No-Build1 2027 Build1
Weekday AM Peak Hour
Market Street (US 17) & Alexander Road (SR 1345)
EB R -- <25/93 120/204 166/315
NB L 375 38/94 114/160 151/197
SB T -- -- 355/206 375/238
SB R 100 -- <12/[124] <25/[125]
Market Street (US 17) & Site Access 1
EB R -- -- -- 103/122
Alexander Road (SR 1345) & Site Access 2
EB LT -- -- -- <25/<25
SB LR -- -- -- <25/53
Alexander Road (SR 1345) & Site Access 3
WB LR -- -- -- <25/31
SB LT -- -- -- <25/30
Alexander Road (SR 1345) & Site Access 4
WB LR -- -- -- <25/31
SB LT -- -- -- <25/<25
Weekday PM Peak Hour
Market Street (US 17) & Alexander Road (SR 1345)
EB R -- <25/67 71/218 106/178
NB L 375 <25/74 101/118 132/151
SB T -- -- 396/266 413/232
SB R 100 -- <25/[125] <25/116
Market Street (US 17) & Site Access 1
EB R -- -- -- 83/106
Alexander Road (SR 1345) & Site Access 2
EB LT -- -- -- <25/30
SB LR -- -- -- <25/53
Alexander Road (SR 1345) & Site Access 3
WB LR -- -- -- <25/31
SB LT -- -- -- <25/31
Alexander Road (SR 1345) & Site Access 4
WB LR -- -- -- <25/52
SB LT -- -- -- <25/<25
Red text highlights queue exceeding available storage
1 Synchro 95th Percentile Queue / SimTraffic Maximum Queue (feet)
[#] = SimTraffic queue default to storage length + taper
As shown in Table 8, during the weekday AM and PM peak hour, the following queuing concerns are
anticipated:
Market Street (US 17) & Site Access 1
» The eastbound right-turn driveway queue is anticipated to exceed 100 feet. Between Site Access 1
and 2, the traffic is expected to distribute and balance, resulting in shorter queue lengths than
projected.
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10.0 AUXILIARY TURN LANE ANALYSIS
10.1 FINDINGS
TPD evaluated auxiliary turn lane warrants at the proposed site access intersections in accordance with
NCDOT’s Policy on Street and Driveway Access to North Carolina Highways Warrant for Left and Right-Turn
Lanes figure. Table 9 summarizes the results of the auxiliary turn lane analysis at the site driveway
intersections. The calculations for the auxiliary turn lane warrants are included in Appendix G.
TABLE 9
AUXILIARY TURN LANE ANALYSIS SUMMARY
Intersection Auxiliary Lane Warrant
Satisfied?
Driveway Turn
Lane Length
Market Street (US 17) &
Alexander Road (SR 1345) SB Right Turn Lane Yes 125’
Alexander Road (SR 1345) & Site
Access 2
EB Left Turn Lane No --
WB Right Turn Lane No --
Alexander Road (SR 1345) & Site
Access 3
EB Left Turn Lane No --
WB Right Turn Lane No --
Alexander Road (SR 1345) & Site
Access 4
NB Right Turn Lane No --
SB Left Turn Lane No --
11.0 SITE DISTANCE ANALYSIS
11.1 FINDINGS
Alexander Road currently operates as a 2-lane minor arterial roadway with a posted speed limit of 25 mph.
There is a 90-degree bend roughly 450 feet west of Market Street (US 17) reducing site distance for vehicles
existing the site driveways. Site distance observations were conducted on Alexander Road for the site access
driveways. TPD has determined that due to the low driveway volumes at the residential site accesses and
low vehicle speeds on Alexander Road, site distance for the driveways is acceptable. Clearing of scrub plant
growth along the inside of the ninety-degree curve on Alexander Road and managing low growth plant
back of landscaping will further minimize site distance obstructions. Site distance observations are
illustrated in Appendix H.
12.0 CONCLUSIONS
Based on the results of the transportation impact analysis, TPD offers the following conclusions:
» The purpose of this Traffic Impact Analysis (TIA) is to examine the potential traffic impacts associated
with the proposed retail development at the northwest corner of Alexander Road (SR 1345) & Market
Street (US 17) in Wilmington, New Hanover County, North Carolina.
» The proposed mixed-use development will include a 6,200 SF convenience store with 12 vehicle fueling
positions, an 3,250 SF drive-through fast food, and 12 attached townhomes.
» Access to the convenience store and fast food is provided via one right-in/right-out driveway on
Market Street (US 17) and one full access driveway on Alexander Road (SR 1345). Access to the
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townhomes is provided via two full access driveways on Alexander Road (SR 1345). There is no
interconnectivity between the convenience store and fast food with the townhomes.
» Upon full build-out, the proposed site is expected to generate a total of 165 new vehicle-trips during
the weekday AM peak hour and 137 new vehicle-trips during the weekday PM peak hour.
» The Abberly Wilmington is a nearby proposed development consisting of 253 low-rise apartment units
located on Alexander Road (SR 1345) approximately 600 feet west of Market Street (US 17) with an
expected build year of 2027.
» The Abberly Wilmington development is scheduled to construct a southbound right-turn lane on
market Street (US 17) at Alexander Drive (SR 1345) with 100 feet of storage and the appropriate full-
width deceleration and taper.
» The State Transportation Improvement Program (STIP) U-4902D includes signalization of the Market
Street (US 17) & Alexander Road (SR 1345) intersection and a northbound left-turn lane with 375 feet
of storage. A restricted Crossing U-Turn is also planned approximately 750 feet south of the Market
Street (US 17) & Alexander Road (SR 1345) intersection. These improvements are currently under
construction.
» Site distance observations were conducted on Alexander Road for site access driveway locations. TPD
has determined that due to the low residential site access volumes and low vehicle speeds on Alexander
Road, site distance for the driveways are acceptable.
» Under 2027 Build, all movements are expected to operate at LOS D or better during the weekday AM
and PM peak hours.
» Under 2027 Build, the following operation conditions are noted:
Market Street (US 17) & Site Access 1
o The eastbound right-turn driveway queue is anticipated to exceed 100 feet. Between Site
Access 1 and 2, traffic should distribute and balance, resulting in shorter queue lengths than
expected.
13.0 RECOMMEDATIONS
The following roadway network improvements are recommended:
Market Street (US 17) & Site Access 1
» Proposed access configuration:
o Right-in/Right-out
o 25 ft width
o 50 ft stem length measured from the right-of-way
o One entering lane & one exiting lane
» Install a southbound right-turn lane with 125 feet of storage and an appropriate taper on Market
Street (US 17). Based on spacing from Alexander Road, the planned right-turn lane for Market Street
at Alexander Road should be extended through Site Access 1 as a continuous right-turn lane.
Page 13 www.TPDinc.com
Alexander Road (SR 1345) & Site Access 2
» Proposed access configuration:
o Full Access
o 25 ft width
o 50 ft stem length measured from the right-of-way
o One entering lane & one exiting lane
Alexander Road (SR 1345) & Site Access 3
» Proposed access configuration:
o Full Access
o 20 ft width
o 50 ft stem length measured from the right-of-way
o One entering lane & one exiting lane
Alexander Road (SR 1345) & Site Access 4
» Proposed access configuration:
o Full Access
o 20 ft width
o 50 ft stem length measured from the right-of-way
o One entering lane & one exiting lane
The recommended lane geometry for the Alexander Road Mixed-use development is illustrated in Figure 11.
FIGURES: 1-11
N
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11/6/2024 11:58:23 AM jhadid 1
info@TPDinc.com
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1.877.873.9739
SITE LOCATION MAP
FIGURE 1
SITE
PROPOSED
N
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info@TPDinc.com
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1.877.873.9739
SITE PLAN
FIGURE 2
51
'
-
0
"
52'-0"
6
0
'
-
0
"
1
0
0
'
-
0
"
227'-0"
N
(
U
S
1
7
)
M
a
r
k
e
t
S
t
r
e
e
t
(
S
R
1
3
4
5
)
A
l
e
x
a
n
d
e
r
R
o
a
d
Site Access 1
S
i
t
e
A
c
c
e
s
s
2
Site Access 4
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2
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3
2
\
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1
F
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
EXISTING LANE CONFIGURATION
FIGURE 3
Proposed Site
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
STOP CONTROLLED
KEY:
37
5
'
Site Access 3
N
(
U
S
1
7
)
M
a
r
k
e
t
S
t
r
e
e
t
(
S
R
1
3
4
5
)
A
l
e
x
a
n
d
e
r
R
o
a
d
Site Access 1
S
i
t
e
A
c
c
e
s
s
2
Site Access 4
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p
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a
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d
2
5
2
0
0
3
2
\
8
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5
x
1
1
F
i
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d
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d
g
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12
/
1
0
/
2
0
2
4
11
:
2
6
:
0
9
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
FIGURE 4
2024 EXISTING
VEHICULAR TRAFFIC VOLUMES
Proposed Site
1
4
3
4
(
1
5
1
2
)
1
9
(
8
)
68 (31)
1
2
3
(
7
6
)
1
1
4
5
(
1
5
6
5
)
1
4
5
3
(
1
5
2
0
)
1
1
4
5
(
1
5
6
5
)
68 (31)
142 (84)
6
8
(
3
1
)
1
4
2
(
8
4
)
WEEKDAY AM (PM) PEAK HOUR
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
STOP CONTROLLED
KEY:
Site Access 3
1
4
2
(
8
4
)
6
8
(
3
1
)
N
(
U
S
1
7
)
M
a
r
k
e
t
S
t
r
e
e
t
(
S
R
1
3
4
5
)
A
l
e
x
a
n
d
e
r
R
o
a
d
Site Access 1
S
i
t
e
A
c
c
e
s
s
2
Site Access 4
c:\
p
w
w
o
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a
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d
2
5
2
0
0
3
2
\
8
.
5
x
1
1
F
i
g
u
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s
S
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d
.
d
g
n
12
/
1
0
/
2
0
2
4
11
:
2
8
:
4
6
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
FIGURE 5
ABBERLY RESIDENTIAL
VEHICULAR TRAFFIC VOLUMES
Proposed Site
2
(
8
)
77 (48)
1
4
(
4
5
)
3
5
(
2
2
)
2
(
8
)
3
5
(
2
2
)
77 (48)
16 (53)
6
(
2
0
)
WEEKDAY AM (PM) PEAK HOUR
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
STOP CONTROLLED
KEY:
Site Access 3
7
7
(
4
8
)
1
6
(
5
3
)
N
(
U
S
1
7
)
M
a
r
k
e
t
S
t
r
e
e
t
(
S
R
1
3
4
5
)
A
l
e
x
a
n
d
e
r
R
o
a
d
Site Access 1
S
i
t
e
A
c
c
e
s
s
2
Site Access 4
c:\
p
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a
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d
2
5
2
0
0
3
2
\
8
.
5
x
1
1
F
i
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u
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s
S
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d
.
d
g
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12
/
9
/
2
0
2
4
3:4
8
:
5
3
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
FIGURE 6
2027 NO-BUILD
VEHICULAR TRAFFIC VOLUMES
Proposed Site
1
4
7
7
(
1
5
5
8
)
2
2
(
1
6
)
147 (80)
1
4
1
(
1
2
3
)
1
2
1
5
(
1
6
3
4
)
1
4
9
9
(
1
5
7
4
)
1
2
1
5
(
1
6
3
4
)
147 (80)
162 (140)
7
6
(
5
2
)
1
4
6
(
8
7
)
WEEKDAY AM (PM) PEAK HOUR
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
Signalization
NCDOT
STIP U-4902D
Site Access 3
1
4
7
(
8
0
)
1
6
2
(
1
4
0
)
N
(
U
S
1
7
)
M
a
r
k
e
t
S
t
r
e
e
t
(
S
R
1
3
4
5
)
A
l
e
x
a
n
d
e
r
R
o
a
d
Site Access 1
S
i
t
e
A
c
c
e
s
s
2
Site Access 4
c:\
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2
5
2
0
0
3
2
\
8
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5
x
1
1
F
i
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S
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d
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12
/
1
0
/
2
0
2
4
11
:
4
1
:
2
0
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
FIGURE 7A
TRIP DISTRIBUTION PERCENTAGES
COMMERCIAL - PRIMARY
Proposed Site
40%
60%
1
0
%
5
0
%
(50%)
(
6
0
%
)
ENTER % (EXIT %)
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
(
5
0
%
)
1
0
%
(50%)
4
0
%
(
6
0
%
)
50%
(
5
0
%
)
Site Access 3
N
(
U
S
1
7
)
M
a
r
k
e
t
S
t
r
e
e
t
(
S
R
1
3
4
5
)
A
l
e
x
a
n
d
e
r
R
o
a
d
Site Access 1
S
i
t
e
A
c
c
e
s
s
2
Site Access 4
c:\
p
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a
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d
2
5
2
0
0
3
2
\
8
.
5
x
1
1
F
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d
g
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12
/
1
0
/
2
0
2
4
11
:
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1
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0
6
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
FIGURE 7B
TRIP DISTRIBUTION PERCENTAGES
COMMERCIAL - PASSBY
Proposed Site
-
9
0
%
9
0
%
(90%)
(10%)
1
0
%
-
1
0
%
ENTER % (EXIT %)
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
10%
(
1
0
%
)
Site Access 3
N
(
U
S
1
7
)
M
a
r
k
e
t
S
t
r
e
e
t
(
S
R
1
3
4
5
)
A
l
e
x
a
n
d
e
r
R
o
a
d
Site Access 1
S
i
t
e
A
c
c
e
s
s
2
Site Access 4
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p
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2
5
2
0
0
3
2
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8
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5
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1
1
F
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d
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12
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2
0
2
4
4:2
4
:
4
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
FIGURE 7C
TRIP DISTRIBUTION PERCENTAGES
TOWNHOMES - PRIMARY
Proposed Site
70%
30%
3
0
%
(100%)
7
0
%
(
3
0
%
)
3
0
%
(
3
0
%
)
(100%)
100%
4
0
%
(40%)
ENTER % (EXIT %)
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
Site Access 3
(60%)
(
4
0
%
)
6
0
%
4
0
%
N
(
U
S
1
7
)
M
a
r
k
e
t
S
t
r
e
e
t
(
S
R
1
3
4
5
)
A
l
e
x
a
n
d
e
r
R
o
a
d
Site Access 1
S
i
t
e
A
c
c
e
s
s
2
Site Access 4
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2
0
0
3
2
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1
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/
2
0
/
2
0
2
4
3:4
3
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5
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
FIGURE 8A
TRIP DISTRIBUTION
COMMERCIAL - PRIMARY
Exit: 80 (65)
Enter: 84 (69)
Total: 164 (134)
Proposed Site
4
0
(
3
3
)
8
(
7
)
40 (32)
3
(
2
8
)
4
8
(
3
9
)
8
(
7
)
4
2
(
3
4
)
40 (33)
4
8
(
3
9
)
4
0
(
3
2
)
42 (35)
Site Access 3
WEEKDAY AM (PM) PEAK HOUR
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
4
8
N
(
U
S
1
7
)
M
a
r
k
e
t
S
t
r
e
e
t
(
S
R
1
3
4
5
)
A
l
e
x
a
n
d
e
r
R
o
a
d
Site Access 1
S
i
t
e
A
c
c
e
s
s
2
Site Access 4
c:\
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a
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d
2
5
2
0
0
3
2
\
8
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5
x
1
1
F
i
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u
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S
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d
g
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12
/
2
0
/
2
0
2
4
3:4
9
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2
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
FIGURE 8B
TRIP DISTRIBUTION
COMMERCIAL - PASSBY
Exit: 180 (148)
Enter: 180 (148)
Total: 360 (296)
Proposed Site
18 (15)
1
8
(
1
5
)
-
1
6
2
(
-
1
3
3
)
1
6
2
(
1
3
3
)
162 (133)
1
8
(
1
5
)
18 (15)
Site Access 3
WEEKDAY AM (PM) PEAK HOUR
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
N
(
U
S
1
7
)
M
a
r
k
e
t
S
t
r
e
e
t
(
S
R
1
3
4
5
)
A
l
e
x
a
n
d
e
r
R
o
a
d
Site Access 1
S
i
t
e
A
c
c
e
s
s
2
Site Access 4
c:\
p
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o
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k
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a
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d
2
5
2
0
0
3
2
\
8
.
5
x
1
1
F
i
g
u
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s
S
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d
.
d
g
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12
/
2
0
/
2
0
2
4
3:5
8
:
2
5
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
FIGURE 8C
TRIP DISTRIBUTION
TOWNHOMES - PRIMARY
Exit: 1 (1)
Enter: 0 (2)
Total: 1 (3)
Proposed Site
0
(
1
)
1 (1)
0
(
1
)
0
(
0
)
0
(
1
)
0
(
0
)
1 (1)
0 (2)
0
(
1
)
0 (0)
WEEKDAY AM (PM) PEAK HOUR
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
Site Access 3
1 (1)
0
(
1
)
0
(
1
)
0
(
0
)
N
(
U
S
1
7
)
M
a
r
k
e
t
S
t
r
e
e
t
(
S
R
1
3
4
5
)
A
l
e
x
a
n
d
e
r
R
o
a
d
Site Access 1
S
i
t
e
A
c
c
e
s
s
2
Site Access 4
c:\
p
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w
o
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w
i
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\
d
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a
r
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d
2
5
2
0
0
3
2
\
8
.
5
x
1
1
F
i
g
u
r
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s
S
e
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d
.
d
g
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12
/
2
0
/
2
0
2
4
4:0
8
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
TOTAL SITE TRIPS
FIGURE 9
Exit: 261 (214)
Enter: 264 (219)
Total: 525 (433)
Proposed Site
4
0
(
3
3
)
8
(
8
)
59 (48)
5
(
4
4
)
4
8
(
3
9
)
-
1
5
4
(
-
1
2
5
)
2
0
4
(
1
6
7
)
202 (166)
4
8
(
3
9
)
5
8
(
4
7
)
1 (1)
0 (2)
60 (50)
0
(
1
)
0 (0)
WEEKDAY AM (PM) PEAK HOUR
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
Site Access 3
1 (1)
0
(
0
)
0
(
1
)
0
(
1
)
2
0
N
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1
7
)
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S
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2
Site Access 4
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
FIGURE 10
2027 BUILD
VEHICULAR TRAFFIC VOLUMES
Proposed Site
1
5
1
7
(
1
5
9
1
)
3
0
(
2
4
)
206 (128)
1
9
(
1
6
7
)
1
2
6
3
(
1
6
7
3
)
1
3
4
5
(
1
4
4
9
)
2
0
4
(
1
6
7
)
202 (166)
1
2
6
3
(
1
6
7
3
)
5
8
(
4
7
)
148 (81)
162 (142)
60 (50)
7
6
(
5
2
)
1
4
6
(
8
7
)
0
(
1
)
0 (0)
WEEKDAY AM (PM) PEAK HOUR
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
Site Access 3
1 (1)
0
(
1
)
1
6
2
(
1
4
1
)
1
4
7
(
8
0
)
NOTE: Turning movement volumes
illustrated at less than 4 vehicles
have been analyzed utilizing a
minimum volume of 4 vehicles.
6
3
N
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U
S
1
7
)
M
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S
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(
S
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3
4
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)
A
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Site Access 1
S
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2
Site Access 4
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info@TPDinc.com
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1.877.873.9739
RECOMMENDED GEOMETRY
FIGURE 11
Proposed Site
SCHEMATIC DRAWING:NOT TO SCALE
PROPOSED DRIVEWAY
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
37
5
'
10
0
'
Full Access
One entering/one exiting lane
25' driveway width
50' stem length
Full Access
One entering/one exiting lane
20' driveway width
30' stem length
Right-in/right-out
One entering/one exiting lane
25' driveway width
50' stem length
Abberly Development
100' SB right turn lane
NCDOT Signalization
STIP U-4902D
PROPOSED LANE CONFIGURATION
NCDOT Signalization
STIP U-4902D
southbound right-turn
lane with appropriate taper
50'
Site Access 3
Full Access
One entering/one exiting lane
20' driveway width
50' stem length
125'
12
5
'
Project
Correspondence
Appendix A
August 8, 2024 REVISED September 10, 2024
Dylan Coley, PE
Davenport
4600 Marriott Drive, Suite 340
Raleigh, NC 27612
RE: Approved Scope for the Traffic Impact Analysis (TIA) associated with the proposed
Alexander Road Retail Development
New Hanover County, NC
Dear Mr. Coley:
Based on the information provided, and conversations held to date, it is our understanding that the
proposed development will consist of:
• LUC 420, Marina – 56 boat/RV berths (spaces)
• LUC 215, Townhomes – 14 dwelling units
• LUC 937, Drive-thru Coffee Shop – 1,850 square feet
• LUC 945, Convenience Store/Gas Station - 6,200 square feet of convenience store/gas
station with 12 VFP
Located on the corner of US 17 (Market Street) and Alexander Road (SR 1345) in New Hanover
County, NC, North Carolina.
The site plan, provided August 28, 2024, by Davenport, proposes access at the following points:
• US 17 BUS (Market Street) and Site Access 1 (RI/RO, access to gas station and coffee
shop only)
• SR 1345 (Alexander Road) and Site Access 2 (full movement, access to gas station and
coffee shop only)
• SR 1345 (Alexander Road) and Site Access 2 (full movement, gated access to boat/RV
storage only)
• SR 1345 (Alexander Road) and Site Access 3 (full movement, access to eight
townhomes only)
• SR 1345 (Alexander Road) and Site Access 4 (full movement, access to six
townhomes only)
Below please find the scope to be used for the Traffic Impact Analysis:
Page 2 of 3
1. Data Collection - Analysis Parameters:
a. Study Intersections
i. For existing intersections, provide turning movement counts for weekday AM (7:00am-
9:00am) and PM (4:00 pm - 6:00pm) peak periods, signal timing (if applicable), and
lane geometry:
1. US 17 (Market Street) and Alexander Road (SR 1345)
2. US 17 (Market Street) Southbound-to-Northbound U-Turn
3. US 17 (Market Street) and Site Access 1 (right-in/right-out)
4. SR 1345 (Alexander Road) and Site Access 2 (full movement)
5. SR 1345 (Alexander Road) and Site Access 3 (full movement; gated access to
boat/RV storage only)
6. SR 1345 (Alexander Road) and Site Access 3 (full movement, aligned
with Abberly Wilmington Site Access A)
7. SR 1345 (Alexander Road) and Site Access 4 (full movement).
b. Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions
i. Site Trip Generation Estimate – use 11th Edition rates
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)) development including but
limited to;
1. Abberly Wilmington – a proposed development consisting of 253 low-rise
apartment units, with an expected build year of 2027. A TIA was submitted by
DRMP on March 6, 2024, and was approved by the WMPO on May 7, 2024.
iv. Planned Roadway Improvements
1. U-4902D – conversion of US 17 to a Restricted Crossing U-Turn (RCUT)
corridor. A signalized southbound-to-northbound U-turn is proposed
approximately 750’ south of the US 17 and Alexander Road (southern
connection) intersection.
2. Abberly Wilmington – US 17 and Alexander Road (southern connection) -
construct a southbound right turn lane on US 17 (Market Street) with 100 feet
of storage, and appropriate full-width deceleration and taper.
v. Background Traffic Assumptions
• Build Year – 2027
• Growth rate – 1% per year
vi. Other Information
2. Capacity Analysis: Weekday PM & Saturday Peak Hour (as listed and for locations per
1.a.i)
a. Technical Analysis
i. 2024 Existing Conditions
ii. 2027 Future No-Build Conditions
[existing + 1% background growth + adjacent development]
Page 3 of 3
iii. 2027 Future Build Conditions
[existing + 1% background growth + adjacent development + site trips]
iv. 2027 Future Build Conditions with Improvements
[existing + 1% background growth + adjacent development + 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.
Please contact me at (910) 341-7890 with any questions regarding this scope.
Sincerely,
Abby Lorenzo, MPA
Deputy Director
Wilmington Urban Area MPO
Attachments: Traffic Impact Analysis Supplemental Guidelines (dated September 28, 2022)
Scoping request letter (provided by DAVENPORT, dated July 11, 2024)
Abberly Wilmington TIA approval with conditions (dated May 7, 2024)
Alexander Road Retail Concept Site Plan (received by WMPO from Davenport
August 28, 2024)
Cc: Ben Hughes, PE, District Engineer, NCDOT
Jon Roan, Deputy District Engineer, NCDOT
Frank Mike, Assistant District Engineer, NCDOT
Michael Bass, Assistant District Engineer, NCDOT
Stonewall Mathis, PE, Division Traffic Engineer, NCDOT Bryce Cox, Assistant Traffic Engineer, NCDOT Madi Lee, Assistant Traffic Engineer, NCDOT Robert Farrell, Development Review Supervisor, New Hanover County
Bill McDow, Associate Planner, WMPO
Concept site plan submitted to WMPO by DAVENPORT on 08/28/2024.
Proposed Trip Generation
Trip Generation Comparison
Future No Build Synchro Review
TIA Name and date: Alexander Road Retail 11/6/24
Reviewer: MBL
Date Reviewed: 12/2/24
Check parameters of study against the approved TIA Scope and Congestion Management guidelines. Use Blue ink for items that check off and Red ink for items that potentially need correction/revision or
determine the TIA to be invalid and a resubmittal necessary. Intersections
1. US 17 and Alexander Road:
Lane Settings
• Are all entered volumes a minimum of 4 vph? (There should be no values of 0, 1, 2, or 3 for the
most accurate calculations)
o Yes
• Is the model showing the correct lane configuration at each approach?
o There should be a SBR turn lane with 100 feet of storage based on requirements from
Abberly Wilmington as outlined in the scope.
• If entered, is the grade correct for each approach?
o Yes
• Are the correct number of storage lanes entered and are they the correct lengths?
o See comment above
• Is the right turn set to channelized where necessary?
o N/A
• Is Right Turn on Red (RTOR) used?
Eliminate all RTOR phasing (existing and future). Congestion Management guidelines state “do not
analyze right turn on red at any proposed intersection approaches to ensure that adequate storage
is provided.”
o No RTOR used
Timing Settings
• Are the turn types correct and associated with the correct phases? Eliminate all PT+PM left-turn phasing in future conditions. Congestion Management guidelines
state that analysis of Protected-only phasing in future conditions will identify required storage in the event that Protected-only phasing is necessary. Existing Permissive left-turn phasing should remain Permissive in future conditions, except where
Protected-only phasing is being analyzed as an improvement to the intersection in Future + Improvement condition.
o Yes
• Is the lost time greater than or equal to 5 seconds?
o Yes
[Corrected - No-Build & Build Synchro]
[Corrected]
• Check for Recall Mode on Signalized Intersection.
If simulating ‘free run’ operation (actuated-uncoordinated), use Min Recall on main street phase.
If simulating ‘Coordinated Mode’ (Actuated-Coordinate), use C-Max.”
o Coordinated, C-Max
Phasing Settings
• Is the control type correct?
o Yes
• Is the cycle length correct?
o Please use a 78 cycle
• Is the offset correct?
o Yes
• Check “Referenced to” and “Reference Phase.”
o Yes
• Check the times for minimum initial, maximum split, yellow time, all-red time, vehicle extension,
minimum gap, time before reduce, time to reduce, walk time, and flash don’t walk.
Yellow times should either match the signal plans or be entered as a default of Y=5 s.
All-Red times should either match the signal plans or be entered as a default of R=2 s.
o Correct other than max splits which will be updated when optimized for the new cycle
length
• Are the correct phases marked as pedestrian phases?
o None
Detector Settings
• Do the size and distance from the stop bar match the included signal plans?
o EBR detector should have a size of 40’.
o NBL detector should have a size of 40’.
o SBT detectors should have a position of 300’.
o NBT should not have detectors
• Are the leading and trailing detectors correct?
o Will update when the above changes are made.
• Is the detector type correct?
o Yes
• Are the detector channels, extend, and queue correct?
o Yes
• Are the detector delays correct?
o EBR detector should have a delay of 15s.
o NBL detector should have a delay of 10s.
Roads
1. US 17:
• Is the speed limit correct?
o SB approach is correct
o NB approach should be 45mph.
[Corrected - 78 second cycle length. Optimized
splits = + 8 seconds to 6 movement]
[Corrected]
[Corrected]
[Corrected]
[Corrected]
[Corrected]
[Corrected]
[Corrected]
[Corrected]
• If this road is a Y line, is it at least 1000 feet?
o Yes
2. Alexander Road:
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o Yes
N
(
U
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1
7
)
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Site Access 1
S
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Site Access 4
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
FIGURE 7A
PRIMARY TRIP DISTRIBUTION
COMMERCIAL
Proposed Site
S
i
t
e
A
c
c
e
s
s
3
(
5
0
%
)
1
0
%
(45%)
4
5
%
(
5
0
%
)
1
0
%
4
0
%
(50%)
(
5
0
%
)
(
4
5
%
)
(
5
%
)
5%
55%
5%
(5%)
5
%
(
5
%
)
45%
50%5%
SCHEMATIC DRAWING:NOT TO SCALE
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
0%
40%
60%
N
(
U
S
1
7
)
M
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S
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1
3
4
5
)
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Site Access 1
S
i
t
e
A
c
c
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s
s
2
Site Access 4
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
COMMERCIAL PASS-BY TRIP DISTRIBUTION
FIGURE 7B
Proposed Site
S
i
t
e
A
c
c
e
s
s
3
(40%)
4
0
%
-
6
0
%
6
0
%
(60%)
(
4
0
%
)
40%
SCHEMATIC DRAWING:NOT TO SCALE
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
90%
10%
N
(
U
S
1
7
)
M
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3
4
5
)
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Site Access 1
S
i
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A
c
c
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s
s
2
Site Access 4
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info@TPDinc.com
www.TPDinc.com
1.877.873.9739
FIGURE 7C
PRIMARY TRIP DISTRIBUTION
TOWNHOMES
Proposed Site
S
i
t
e
A
c
c
e
s
s
3
65%
25%10%
2
5
%
(90%)
6
5
%
(
2
5
%
)
2
5
%
(
2
5
%
)
(90%)
90%
(
5
0
%
)
(
5
%
)
5%
(40%)
40%
50%
5
%
5
%
(
5
%
)
4
0
%
(40%)
(5%)
SCHEMATIC DRAWING:NOT TO SCALE
SIGNALIZED INTERSECTION
STOP CONTROLLED
KEY:
0%30%
70%
Proposed Trip Generation
Trip Generation Comparison
ITE Equation
3.25
12 1 1 2 341
1519 74 71 145 56 51 107
5,709 264 261 525 219 214 433
360180180 148 148 296
84 81 165 1377166
74 71 145 56 51 1073.25
Appendix BManual Traffic Count
Printouts
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Market St -- Alexander Rd QC JOB #: QC JOB #: 16769301
CITY/STATE: CITY/STATE: Bayshore, NC DATE: DATE: Wed, Oct 23 2024
1455 1160
19 1436 0
89 0 15 15
0 0.960.96 0
68 68 0 16
123 1145 16
1557 1284
Peak-Hour: 7:45 AM -- 8:45 AMPeak-Hour: 7:45 AM -- 8:45 AM
Peak 15-Min: 8:30 AM -- 8:45 AMPeak 15-Min: 8:30 AM -- 8:45 AM
1.6 4.5
5.3 1.5 0
1.1 0 13.3 13.3
0 0
2.9 2.9 0 6.3
0 4.4 6.3
1.5 4
0
0 0
0
0 0 0
0 0
0 0
0 0
0 1 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Market StMarket St
(Northbound)(Northbound)
Market StMarket St
(Southbound)(Southbound)
Alexander RdAlexander Rd
(Eastbound)(Eastbound)
Alexander RdAlexander Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
7:00 AM 0 199 7 6 0 327 1 0 0 0 7 0 0 0 1 0 548
7:15 AM 5 245 4 8 0 394 1 0 0 0 8 0 0 0 0 0 665
7:30 AM 7 305 6 9 0 376 4 0 0 0 10 0 0 0 2 0 719
7:45 AM 4 311 8 10 0 376 2 0 0 0 7 0 0 0 4 0 722 2654
8:00 AM 10 252 2 22 0 345 2 0 0 0 12 0 0 0 9 0 654 2760
8:15 AM 34 280 3 11 0 353 11 0 0 0 14 0 0 0 2 0 708 2803
8:30 AM 22 302 3 10 0 362 4 0 0 0 35 0 0 0 0 0 738 2822
8:45 AM 5 284 4 6 0 366 0 0 0 0 12 0 0 0 5 0 682 2782
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 88 1208 12 40 0 1448 16 0 0 0 140 0 0 0 0 0 2952
Heavy Trucks 0 68 0 0 24 4 0 0 0 0 0 0 96
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/30/2024 11:43 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Market St -- Alexander Rd QC JOB #: QC JOB #: 16769302
CITY/STATE: CITY/STATE: Bayshore, NC DATE: DATE: Wed, Oct 23 2024
1520 1582
8 1512 0
40 0 17 17
0 0.950.95 0
31 31 0 7
76 1565 7
1587 1648
Peak-Hour: 5:00 PM -- 6:00 PMPeak-Hour: 5:00 PM -- 6:00 PM
Peak 15-Min: 5:15 PM -- 5:30 PMPeak 15-Min: 5:15 PM -- 5:30 PM
0.9 0.8
0 0.9 0
2.5 0 0 0
0 0
9.7 9.7 0 42.9
1.3 0.8 42.9
1.1 1
0
0 0
0
0 0 0
0 0
0 0
0 0
0 1 0
N/A
N/A N/A
N/A
N/A
N/A N/A
N/A
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Market StMarket St
(Northbound)(Northbound)
Market StMarket St
(Southbound)(Southbound)
Alexander RdAlexander Rd
(Eastbound)(Eastbound)
Alexander RdAlexander Rd
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 2 390 2 18 0 351 0 0 0 0 4 0 0 0 4 0 771
4:15 PM 5 399 0 14 0 384 0 0 0 0 4 0 0 0 6 0 812
4:30 PM 6 409 2 16 0 360 0 0 0 0 8 0 0 0 2 0 803
4:45 PM 9 370 1 11 0 333 1 0 0 0 3 0 0 0 4 0 732 3118
5:00 PM 5 386 5 17 0 377 1 0 0 0 16 0 0 0 2 0 809 3156
5:15 PM 11 410 1 16 0 391 2 0 0 0 5 0 0 0 7 0 843 3187
5:30 PM 8 390 1 7 0 373 2 0 0 0 3 0 0 0 4 0 788 3172
5:45 PM 8 379 0 4 0 371 3 0 0 0 7 0 0 0 4 0 776 3216
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 44 1640 4 64 0 1564 8 0 0 0 20 0 0 0 28 0 3372
Heavy Trucks 4 16 0 0 16 0 0 0 8 0 0 0 44
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Scooters
Comments:
Report generated on 10/30/2024 11:43 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Appendix CProposed Nearby
Development
Abberly Wilmington
Wilmington, NC
Scale: Not to Scale
N
Alexander Road Avery Drive
U-Haul/Chiropractor
Driveway
17
N
SITE
Site Access
B
Site Access
A
Site Trip Assignment
Figure 9
16
2/
8
77/48
14
/
4
5
35
/
2
2
8/
2
8
2/
8
35
/
2
2
2/
8
6/
2
0
6/
2
0
77/48
16
/
5
3
Signalized Intersection
Unsignalized Intersection
Weekday AM / PM Peak Hour
Site TripsX / Y
LEGEND
Right-In/Right-Out Intersection
Left-Over Intersection
Abberly Wilmington
Wilmington, NC
Scale: Not to Scale Figure E-1
Recommended Lane
Configurations
vi
Alexander Road Avery Drive
U-Haul/Chiropractor
Driveway
17
SITE
Site Access
B
Site Access
A
37
5
'
10
0
'
37
5
'
Signalized Intersection
Unsignalized Intersection
Existing Lane
Storage (In Feet)
X'
Right-In / Right-Out Intersection
Signal Installation by STIP U-4902D
Improvements by STIP U-4902D
New Movements by Developer
LEGEND
Left-Over Intersection
Appendix DVolume Development
Worksheets
TPD Job #
Existing Year Entering Exiting Total AM Entering Exiting Total PM
Phase 1 Build Year 84 80 164 69 65 134
Phase 2 Build Year 180 180 360 148 148 296
0 1 1 2 1 3
Growth Rate 0 0
0 0
Peak Hour Factor
0
TPD Volume Development Worksheet
Project-Specific Information
TFV2
Phase 1
Primary Trips Residential
Pass-By Trips
AM Peak Hour
2027 Primary Trips Commercial
Trip Type2024Trip Type
Primary Trips Commercial
Pass-By Trips
PM Peak Hour
0.90
Phase 1
Primary Trips Residential
1%0
Is this development being constructed in 2 phases?
12/24/2024
Traffic Volumes Worksheet
Intersection:
Synchro Node: 1
Intersection
left thru right left thru right left thru right left thru right Volume
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 --
Heavy Vehicle Percentages 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% --
2024 Existing Counts 68 123 1145 1434 19 2789
Balancing
2024 Existing Volumes (Balanced)68 123 1145 1434 19 2789
Background Development (Abberly Wilmington)77 14 35 2 128
Phase 1 Growth (1% compounded for 3 yr)2 4 35 43 1 85
2027 No-Build Volumes 147 141 1215 1477 22 3002
Trip Assignment % - Primary Trips Commercial Enter 40% 10%--
Trip Assignment % - Primary Trips Commercial Exit 50% 60% 50%--
Trip Assignment % - Pass-By Trips Enter 10%--
Trip Assignment % - Pass-By Trips Exit 10%--
Trip Assignment % - Primary Trips Residential Enter 70% 30%--
Trip Assignment % - Primary Trips Residential Exit 100% 30%--
Primary Trips Commercial 40 34 48 40 8 170
Pass-By Trips 18 18 36
Primary Trips Residential 1 1
Total Phase 1 New Trips 59 52 48 40 8 207
2027 Build Volumes 206 193 1263 1517 30 3209
Time Period: Weekday P.M. Peak Hour 5:00
Intersection
left thru right left thru right left thru right left thru right Volume
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 --
Heavy Vehicle Percentages 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% --
2024 Existing Counts 31 76 1565 1512 8 3192
Balancing
2024 Existing Volumes (Balanced)31 76 1565 1512 8
3192
Background Development (Abberly Wilmington)48 45 22 8 123
Phase 1 Growth (1% compounded for 3 yr)1 2 47 46 96
2027 No-Build Volumes 80 123 1634 1558 16 3411
Trip Assignment % - Primary Trips Commercial Enter 40% 10%--
Trip Assignment % - Primary Trips Commercial Exit 50% 60% 50%--
Trip Assignment % - Pass-By Trips Enter 10%--
Trip Assignment % - Pass-By Trips Exit 10%--
Trip Assignment % - Primary Trips Residential Enter 70% 30%--
Trip Assignment % - Primary Trips Residential Exit 100% 30%--
Primary Trips Commercial 32 28 39 33 7 139
Pass-By Trips 15 15 30
Primary Trips Residential 1 1 1 3
Total Phase 1 New Trips 48 44 39 33 8 172
2027 Build Volumes 128 167 1673 1591 24
3583
No-Build
Trip Distribution
Build
Existing
TFV2
Market Street (US 17) & Alexander Road (SR 1345)
AM PEAK HOUR VOLUMES Eastbound Westbound Northbound Southbound
Existing
PM PEAK HOUR VOLUMES Eastbound Westbound Northbound Southbound
No-Build
Trip Distribution
Build
12/24/2024 1:13 PM
12/20/2024
Traffic Volumes Worksheet
Intersection:
Synchro Node: 2
Intersection
left thru right left thru right left thru right left thru right Volume
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 --
Heavy Vehicle Percentages 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% --
2024 Existing Counts
Balancing 1145 1453 2598
2024 Existing Volumes (Balanced)1145 1453 2598
Background Development (Abberly Wilmington)35 2 37
Phase 1 Growth (1% compounded for 3 yr)35 44 79
2027 No-Build Volumes 1215 1499 2714
Trip Assignment % - Primary Trips Commercial Enter 10% 50%--
Trip Assignment % - Primary Trips Commercial Exit 50% 60%--
Trip Assignment % - Pass-By Trips Enter -90% 90%--
Trip Assignment % - Pass-By Trips Exit 90%--
Trip Assignment % - Primary Trips Residential Enter 30%--
Trip Assignment % - Primary Trips Residential Exit 30%--
Primary Trips Commercial 40 48 8 42 138
Pass-By Trips 162 -162 162 162
Primary Trips Residential
Total Phase 1 New Trips 202 48 -154 204 300
2027 Build Volumes 202 1263 1345 204 3014
Time Period: Weekday P.M. Peak Hour 5:00
Intersection
left thru right left thru right left thru right left thru right Volume
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 --
Heavy Vehicle Percentages 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% --
2024 Existing Counts
Balancing 1565 1520 3085
2024 Existing Volumes (Balanced)1565 1520
3085
Background Development (Abberly Wilmington)22 8 30
Phase 1 Growth (1% compounded for 3 yr)47 46 93
2027 No-Build Volumes 1634 1574 3208
Trip Assignment % - Primary Trips Commercial Enter 10% 50%--
Trip Assignment % - Primary Trips Commercial Exit 50% 60%--
Trip Assignment % - Pass-By Trips Enter -90% 90%--
Trip Assignment % - Pass-By Trips Exit 90%--
Trip Assignment % - Primary Trips Residential Enter 30%--
Trip Assignment % - Primary Trips Residential Exit 30%--
Primary Trips Commercial 33 39 7 34 113
Pass-By Trips 133 -133 133 133
Primary Trips Residential 1 1
Total Phase 1 New Trips 166 39 -125 167 247
2027 Build Volumes 166 1673 1449 167
3455
Existing
No-Build
Trip Distribution
TFV2
Market Street (US 17) & Site Access 1
AM PEAK HOUR VOLUMES Eastbound Westbound Northbound Southbound
Build
PM PEAK HOUR VOLUMES Eastbound Westbound Northbound Southbound
Existing
No-Build
Trip Distribution
Build
12/24/2024 8:18 AM
12/20/2024
Traffic Volumes Worksheet
Intersection:
Synchro Node: 3
Intersection
left thru right left thru right left thru right left thru right Volume
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 --
Heavy Vehicle Percentages 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% --
2024 Existing Counts
Balancing 68 142 210
2024 Existing Volumes (Balanced)68 142 210
Background Development (Abberly Wilmington)77 16 93
Phase 1 Growth (1% compounded for 3 yr)2 4 6
2027 No-Build Volumes 147 162 309
Trip Assignment % - Primary Trips Commercial Enter 50%--
Trip Assignment % - Primary Trips Commercial Exit 50%--
Trip Assignment % - Pass-By Trips Enter 10%--
Trip Assignment % - Pass-By Trips Exit 10%--
Trip Assignment % - Primary Trips Residential Enter 100%--
Trip Assignment % - Primary Trips Residential Exit 100%--
Primary Trips Commercial 42 40 82
Pass-By Trips 18 18 36
Primary Trips Residential 1 1
Total Phase 1 New Trips 1 60 58 119
2027 Build Volumes 148 162 60 58 428
Time Period: Weekday P.M. Peak Hour 5:00
Intersection
left thru right left thru right left thru right left thru right Volume
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 --
Heavy Vehicle Percentages 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% --
2024 Existing Counts
Balancing 31 84 115
2024 Existing Volumes (Balanced)31 84
115
Background Development (Abberly Wilmington)48 53 101
Phase 1 Growth (1% compounded for 3 yr)1 3 4
2027 No-Build Volumes 80 140 220
Trip Assignment % - Primary Trips Commercial Enter 50%--
Trip Assignment % - Primary Trips Commercial Exit 50%--
Trip Assignment % - Pass-By Trips Enter 10%--
Trip Assignment % - Pass-By Trips Exit 10%--
Trip Assignment % - Primary Trips Residential Enter 100%--
Trip Assignment % - Primary Trips Residential Exit 100%--
Primary Trips Commercial 35 32 67
Pass-By Trips 15 15 30
Primary Trips Residential 1 2 3
Total Phase 1 New Trips 1 2 50 47 100
2027 Build Volumes 81 142 50 47
320
Existing
No-Build
Trip Distribution
TFV2
Alexander Road (SR 1345) & Site Access 2
AM PEAK HOUR VOLUMES Eastbound Westbound Northbound Southbound
Build
PM PEAK HOUR VOLUMES Eastbound Westbound Northbound Southbound
Existing
No-Build
Trip Distribution
Build
12/24/2024 8:18 AM
12/20/2024
Traffic Volumes Worksheet
Intersection:
Synchro Node: 4
Intersection
left thru right left thru right left thru right left thru right Volume
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 --
Heavy Vehicle Percentages 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% --
2024 Existing Counts
Balancing 68 142 210
2024 Existing Volumes (Balanced)68 142 210
Background Development (Abberly Wilmington)77 16 93
Phase 1 Growth (1% compounded for 3 yr)2 4 6
2027 No-Build Volumes 147 162 309
Trip Assignment % - Primary Trips Commercial Enter --
Trip Assignment % - Primary Trips Commercial Exit --
Trip Assignment % - Pass-By Trips Enter --
Trip Assignment % - Pass-By Trips Exit --
Trip Assignment % - Primary Trips Residential Enter 40% 60%--
Trip Assignment % - Primary Trips Residential Exit 40% 60%--
Primary Trips Commercial
Pass-By Trips
Primary Trips Residential 1 1
Total Phase 1 New Trips 1 1
2027 Build Volumes 147 162 1 310
Time Period: Weekday P.M. Peak Hour 5:00
Intersection
left thru right left thru right left thru right left thru right Volume
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 --
Heavy Vehicle Percentages 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% --
2024 Existing Counts
Balancing 31 84 115
2024 Existing Volumes (Balanced)31 84
115
Background Development (Abberly Wilmington)48 53 101
Phase 1 Growth (1% compounded for 3 yr)1 3 4
2027 No-Build Volumes 80 140 220
Trip Assignment % - Primary Trips Commercial Enter --
Trip Assignment % - Primary Trips Commercial Exit --
Trip Assignment % - Pass-By Trips Enter --
Trip Assignment % - Pass-By Trips Exit --
Trip Assignment % - Primary Trips Residential Enter 40% 60%--
Trip Assignment % - Primary Trips Residential Exit 40% 60%--
Primary Trips Commercial
Pass-By Trips
Primary Trips Residential 1 1 1 3
Total Phase 1 New Trips 1 1 1 3
2027 Build Volumes 80 141 1 1
223
Existing
No-Build
Trip Distribution
TFV2
Alexander Road (SR 1345) & Site Access 3
AM PEAK HOUR VOLUMES Eastbound Westbound Northbound Southbound
Build
PM PEAK HOUR VOLUMES Eastbound Westbound Northbound Southbound
Existing
No-Build
Trip Distribution
Build
12/24/2024 8:18 AM
12/20/2024
Traffic Volumes Worksheet
Intersection:
Synchro Node: 5
Intersection
left thru right left thru right left thru right left thru right Volume
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 --
Heavy Vehicle Percentages 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% --
2024 Existing Counts
Balancing 142 68 210
2024 Existing Volumes (Balanced)142 68 210
Background Development (Abberly Wilmington)6 6
Phase 1 Growth (1% compounded for 3 yr)4 2 6
2027 No-Build Volumes 146 76 222
Trip Assignment % - Primary Trips Commercial Enter --
Trip Assignment % - Primary Trips Commercial Exit --
Trip Assignment % - Pass-By Trips Enter --
Trip Assignment % - Pass-By Trips Exit --
Trip Assignment % - Primary Trips Residential Enter 40%--
Trip Assignment % - Primary Trips Residential Exit 40%--
Primary Trips Commercial
Pass-By Trips
Primary Trips Residential
Total Phase 1 New Trips
2027 Build Volumes 146 76 222
Time Period: Weekday P.M. Peak Hour 5:00
Intersection
left thru right left thru right left thru right left thru right Volume
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 --
Heavy Vehicle Percentages 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% --
2024 Existing Counts
Balancing 84 31 115
2024 Existing Volumes (Balanced)84 31
115
Background Development (Abberly Wilmington)20 20
Phase 1 Growth (1% compounded for 3 yr)3 1 4
2027 No-Build Volumes 87 52 139
Trip Assignment % - Primary Trips Commercial Enter --
Trip Assignment % - Primary Trips Commercial Exit --
Trip Assignment % - Pass-By Trips Enter --
Trip Assignment % - Pass-By Trips Exit --
Trip Assignment % - Primary Trips Residential Enter 40%--
Trip Assignment % - Primary Trips Residential Exit 40%--
Primary Trips Commercial
Pass-By Trips
Primary Trips Residential 1 1
Total Phase 1 New Trips 1 1
2027 Build Volumes 87 1 52
140
TFV2
Alexander Road (SR 1345) & Site Access 4
AM PEAK HOUR VOLUMES Eastbound Westbound Northbound Southbound
Existing
No-Build
Trip Distribution
Build
PM PEAK HOUR VOLUMES Eastbound Westbound Northbound Southbound
Existing
No-Build
Trip Distribution
Build
12/24/2024 8:18 AM
Appendix ECapacity Analyses
2024 Existing
Existing AM
1: US 17 & Alexander Road 12/24/2024
Existing AM 12:46 pm 10/22/2024 Baseline HCM
Page 1
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 68 123 1145 1434 19
Future Vol, veh/h 0 68 123 1145 1434 19
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 375 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % -1 - - -1 1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 76 137 1272 1593 21
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 807 1614 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.84 4.14 - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 2.22 - - -
Pot Cap-1 Maneuver 0 332 400 - - -
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 332 400 - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 19 1.8 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 400 - 332 - -
HCM Lane V/C Ratio 0.342 - 0.228 - -
HCM Control Delay (s) 18.6 - 19 - -
HCM Lane LOS C - C - -
HCM 95th %tile Q(veh) 1.5 - 0.9 - -
Existing AM
Queuing and Blocking Report 12/24/2024
Existing AM SimTraffic Report
Page 1
Intersection: 1: US 17 & Alexander Road
Movement EB NB
Directions Served R L
Maximum Queue (ft) 93 94
Average Queue (ft) 35 45
95th Queue (ft) 70 78
Link Distance (ft) 2245
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
Existing PM
1: US 17 & Alexander Road 12/24/2024
Existing PM 4:05 pm 11/04/2024 HCM
Page 1
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 31 76 1565 1512 8
Future Vol, veh/h 0 31 76 1565 1512 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 375 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % -1 - - -1 1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 34 84 1739 1680 9
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 845 1689 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.84 4.14 - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 2.22 - - -
Pot Cap-1 Maneuver 0 313 374 - - -
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 313 374 - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 17.9 0.8 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 374 - 313 - -
HCM Lane V/C Ratio 0.226 - 0.11 - -
HCM Control Delay (s) 17.4 - 17.9 - -
HCM Lane LOS C - C - -
HCM 95th %tile Q(veh) 0.9 - 0.4 - -
Existing PM
Queuing and Blocking Report 12/24/2024
Existing PM SimTraffic Report
Page 1
Intersection: 1: US 17 & Alexander Road
Movement EB NB
Directions Served R L
Maximum Queue (ft) 67 74
Average Queue (ft) 26 34
95th Queue (ft) 56 67
Link Distance (ft) 2245
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
2026 No-Build
No-Build AM
1: US 17 & Alexander Road 12/24/2024
No-Build AM 12:46 pm 10/22/2024 Baseline Synchro 11 Report
Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 147 141 1215 1477 22
Future Volume (vph) 0 147 141 1215 1477 22
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) -1% -1% 1%
Storage Length (ft) 0 0 375 100
Storage Lanes 0 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1619 1778 3557 3522 1575
Flt Permitted 0.950
Satd. Flow (perm) 0 1619 1778 3557 3522 1575
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45
Link Distance (ft) 2297 2067 2537
Travel Time (s) 62.6 31.3 38.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 163 157 1350 1641 24
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 163 157 1350 1641 24
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 0.99 1.01 1.01
Turning Speed (mph) 15 9 15 9
Turn Type Perm custom NA NA Perm
Protected Phases 3 3 6 6
Permitted Phases 3 3 6
Detector Phase 3 3 3 6 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 12.0 12.0
Minimum Split (s) 25.0 25.0 25.0 25.0
Total Split (s) 25.0 25.0 53.0 53.0
Total Split (%) 32.1% 32.1% 67.9% 67.9%
Maximum Green (s) 18.0 18.0 46.0 46.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 3.0 3.0
No-Build AM
1: US 17 & Alexander Road 12/24/2024
No-Build AM 12:46 pm 10/22/2024 Baseline Synchro 11 Report
Page 2
Lane Group EBL EBR NBL NBT SBT SBR
Time Before Reduce (s) 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 30.0 30.0
Recall Mode None None C-Max C-Max
Act Effct Green (s) 16.7 16.7 78.0 51.3 51.3
Actuated g/C Ratio 0.21 0.21 1.00 0.66 0.66
v/c Ratio 0.47 0.41 0.38 0.71 0.02
Control Delay 30.7 29.0 0.3 11.4 5.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 30.7 29.0 0.3 11.4 5.8
LOS C C A B A
Approach Delay 30.7 3.3 11.3
Approach LOS C A B
Queue Length 50th (ft) 68 65 0 243 4
Queue Length 95th (ft) 120 114 0 355 12
Internal Link Dist (ft) 2217 1987 2457
Turn Bay Length (ft) 375 100
Base Capacity (vph) 415 455 3532 2318 1036
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.39 0.35 0.38 0.71 0.02
Intersection Summary
Area Type: Other
Cycle Length: 78
Actuated Cycle Length: 78
Offset: 0 (0%), Referenced to phase 2: and 6:NBSB, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 8.6 Intersection LOS: A
Intersection Capacity Utilization 58.3% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: US 17 & Alexander Road
No-Build AM
Queuing and Blocking Report 12/24/2024
No-Build AM SimTraffic Report
Page 1
Intersection: 1: US 17 & Alexander Road
Movement EB NB SB SB SB
Directions Served R L T T R
Maximum Queue (ft) 204 160 202 206 124
Average Queue (ft) 93 91 130 118 9
95th Queue (ft) 158 137 189 191 48
Link Distance (ft) 2240 2516 2516
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375 100
Storage Blk Time (%) 8
Queuing Penalty (veh) 2
Network Summary
Network wide Queuing Penalty: 2
No-Build PM
1: US 17 & Alexander Road 12/24/2024
No-Build PM 4:05 pm 11/04/2024 Synchro 11 Report
Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 80 123 1634 1558 16
Future Volume (vph) 0 80 123 1634 1558 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) -1% -1% 1%
Storage Length (ft) 0 0 375 100
Storage Lanes 0 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1619 1778 3557 3522 1575
Flt Permitted 0.950
Satd. Flow (perm) 0 1619 1778 3557 3522 1575
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45
Link Distance (ft) 2297 2067 2537
Travel Time (s) 62.6 31.3 38.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 89 137 1816 1731 18
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 89 137 1816 1731 18
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 0.99 1.01 1.01
Turning Speed (mph) 15 9 15 9
Turn Type Perm custom NA NA Perm
Protected Phases 3 3 6 6
Permitted Phases 3 3 6
Detector Phase 3 3 3 6 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 12.0 12.0
Minimum Split (s) 25.0 25.0 25.0 25.0
Total Split (s) 25.0 25.0 53.0 53.0
Total Split (%) 32.1% 32.1% 67.9% 67.9%
Maximum Green (s) 18.0 18.0 46.0 46.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 3.0 3.0
No-Build PM
1: US 17 & Alexander Road 12/24/2024
No-Build PM 4:05 pm 11/04/2024 Synchro 11 Report
Page 2
Lane Group EBL EBR NBL NBT SBT SBR
Time Before Reduce (s) 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 30.0 30.0
Recall Mode None None C-Max C-Max
Act Effct Green (s) 17.3 17.3 78.0 50.7 50.7
Actuated g/C Ratio 0.22 0.22 1.00 0.65 0.65
v/c Ratio 0.25 0.35 0.51 0.76 0.02
Control Delay 25.8 27.4 0.5 12.8 5.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 25.8 27.4 0.5 12.8 5.8
LOS C C A B A
Approach Delay 25.8 2.4 12.7
Approach LOS C A B
Queue Length 50th (ft) 35 56 0 273 3
Queue Length 95th (ft) 71 101 0 396 10
Internal Link Dist (ft) 2217 1987 2457
Turn Bay Length (ft) 375 100
Base Capacity (vph) 415 455 3523 2288 1023
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.21 0.30 0.52 0.76 0.02
Intersection Summary
Area Type: Other
Cycle Length: 78
Actuated Cycle Length: 78
Offset: 0 (0%), Referenced to phase 2: and 6:NBSB, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 7.7 Intersection LOS: A
Intersection Capacity Utilization 58.2% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: US 17 & Alexander Road
No-Build PM
Queuing and Blocking Report 12/24/2024
No-Build PM SimTraffic Report
Page 1
Intersection: 1: US 17 & Alexander Road
Movement EB NB SB SB SB
Directions Served R L T T R
Maximum Queue (ft) 218 118 226 266 125
Average Queue (ft) 68 65 125 127 8
95th Queue (ft) 138 110 201 221 47
Link Distance (ft) 2240 2516 2516
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375 100
Storage Blk Time (%) 8
Queuing Penalty (veh) 1
Network Summary
Network wide Queuing Penalty: 1
2026 Build
Build AM
1: US 17 & Alexander Road 12/24/2024
Build AM 12:46 pm 10/22/2024 Baseline Synchro 11 Report
Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 206 193 1263 1517 30
Future Volume (vph) 0 206 193 1263 1517 30
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) -1% -1% 1%
Storage Length (ft) 0 0 375 100
Storage Lanes 0 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1619 1778 3557 3522 1575
Flt Permitted 0.950
Satd. Flow (perm) 0 1619 1778 3557 3522 1575
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45
Link Distance (ft) 403 2067 320
Travel Time (s) 11.0 31.3 4.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 229 214 1403 1686 33
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 229 214 1403 1686 33
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 0.99 1.01 1.01
Turning Speed (mph) 15 9 15 9
Turn Type Perm custom NA NA Perm
Protected Phases 3 3 6 6
Permitted Phases 3 3 6
Detector Phase 3 3 3 6 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 12.0 12.0
Minimum Split (s) 25.0 25.0 25.0 25.0
Total Split (s) 25.0 25.0 53.0 53.0
Total Split (%) 32.1% 32.1% 67.9% 67.9%
Maximum Green (s) 18.0 18.0 46.0 46.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 3.0 3.0
Build AM
1: US 17 & Alexander Road 12/24/2024
Build AM 12:46 pm 10/22/2024 Baseline Synchro 11 Report
Page 2
Lane Group EBL EBR NBL NBT SBT SBR
Time Before Reduce (s) 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 30.0 30.0
Recall Mode None None C-Max C-Max
Act Effct Green (s) 18.1 18.1 78.0 49.9 49.9
Actuated g/C Ratio 0.23 0.23 1.00 0.64 0.64
v/c Ratio 0.61 0.52 0.39 0.75 0.03
Control Delay 34.0 30.6 0.3 12.9 6.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 34.0 30.6 0.3 12.9 6.0
LOS C C A B A
Approach Delay 34.0 4.3 12.7
Approach LOS C A B
Queue Length 50th (ft) 96 88 0 284 6
Queue Length 95th (ft) 166 151 0 375 15
Internal Link Dist (ft) 323 1987 240
Turn Bay Length (ft) 375 100
Base Capacity (vph) 415 455 3535 2254 1008
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.55 0.47 0.40 0.75 0.03
Intersection Summary
Area Type: Other
Cycle Length: 78
Actuated Cycle Length: 78
Offset: 0 (0%), Referenced to phase 2: and 6:NBSB, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 10.3 Intersection LOS: B
Intersection Capacity Utilization 63.0% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: US 17 & Alexander Road
Build AM
2: US 17 & Site Access 1 12/24/2024
Build AM 12:46 pm 10/22/2024 Baseline HCM
Page 1
Intersection
Int Delay, s/veh 2.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 202 0 1263 1345 204
Future Vol, veh/h 0 202 0 1263 1345 204
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 125
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 224 0 1403 1494 227
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 747 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 355 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 355 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 31 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 355 - -
HCM Lane V/C Ratio - 0.632 - -
HCM Control Delay (s) - 31 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 4.1 - -
Build AM
3: Alexander Road & Site Access 2 12/24/2024
Build AM 12:46 pm 10/22/2024 Baseline HCM
Page 2
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 4 148 162 60 58 4
Future Vol, veh/h 4 148 162 60 58 4
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - -1 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 4 164 180 67 64 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 247 0 - 0 386 214
Stage 1 - - - - 214 -
Stage 2 - - - - 172 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1319 - - - 617 826
Stage 1 - - - - 822 -
Stage 2 - - - - 858 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1319 - - - 615 826
Mov Cap-2 Maneuver - - - - 615 -
Stage 1 - - - - 820 -
Stage 2 - - - - 858 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 11.5
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1319 - - - 625
HCM Lane V/C Ratio 0.003 - - - 0.11
HCM Control Delay (s) 7.7 0 - - 11.5
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.4
Build AM
4: Alexander Road & Site Access 3 12/24/2024
Build AM 12:46 pm 10/22/2024 Baseline HCM
Page 3
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 4 162 4 4 147
Future Vol, veh/h 4 4 162 4 4 147
Conflicting Peds, #/hr 0 0 0 0 0 0
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 - - -1
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 4 4 180 4 4 163
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 353 182 0 0 184 0
Stage 1 182 - - - - -
Stage 2 171 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 645 861 - - 1391 -
Stage 1 849 - - - - -
Stage 2 859 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 643 861 - - 1391 -
Mov Cap-2 Maneuver 643 - - - - -
Stage 1 849 - - - - -
Stage 2 856 - - - - -
Approach WB NB SB
HCM Control Delay, s 10 0 0.2
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 736 1391 -
HCM Lane V/C Ratio - - 0.012 0.003 -
HCM Control Delay (s) - - 10 7.6 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0 0 -
Build AM
5: Alexander Road & Site Access 4 12/24/2024
Build AM 12:46 pm 10/22/2024 Baseline HCM
Page 4
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 4 146 4 4 76
Future Vol, veh/h 4 4 146 4 4 76
Conflicting Peds, #/hr 0 0 0 0 0 0
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 - - -1
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 4 4 162 4 4 84
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 256 164 0 0 166 0
Stage 1 164 - - - - -
Stage 2 92 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 733 881 - - 1412 -
Stage 1 865 - - - - -
Stage 2 932 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 731 881 - - 1412 -
Mov Cap-2 Maneuver 731 - - - - -
Stage 1 865 - - - - -
Stage 2 929 - - - - -
Approach WB NB SB
HCM Control Delay, s 9.6 0 0.4
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 799 1412 -
HCM Lane V/C Ratio - - 0.011 0.003 -
HCM Control Delay (s) - - 9.6 7.6 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
Build AM
Queuing and Blocking Report 12/24/2024
Build AM SimTraffic Report
Page 1
Intersection: 1: US 17 & Alexander Road
Movement EB NB SB SB SB
Directions Served R L T T R
Maximum Queue (ft) 315 197 223 238 125
Average Queue (ft) 112 116 150 145 20
95th Queue (ft) 231 172 228 228 87
Link Distance (ft) 313 266 266
Upstream Blk Time (%) 1
Queuing Penalty (veh) 1
Storage Bay Dist (ft) 375 100
Storage Blk Time (%) 11 0
Queuing Penalty (veh) 3 0
Intersection: 2: US 17 & Site Access 1
Movement EB
Directions Served R
Maximum Queue (ft) 122
Average Queue (ft) 70
95th Queue (ft) 112
Link Distance (ft) 1262
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Alexander Road & Site Access 2
Movement SB
Directions Served LR
Maximum Queue (ft) 53
Average Queue (ft) 25
95th Queue (ft) 49
Link Distance (ft) 1604
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Build AM
Queuing and Blocking Report 12/24/2024
Build AM SimTraffic Report
Page 2
Intersection: 4: Alexander Road & Site Access 3
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 31 30
Average Queue (ft) 6 1
95th Queue (ft) 26 10
Link Distance (ft) 1382 138
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Alexander Road & Site Access 4
Movement WB
Directions Served LR
Maximum Queue (ft) 31
Average Queue (ft) 7
95th Queue (ft) 28
Link Distance (ft) 1378
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 5
Build PM
1: US 17 & Alexander Road 12/24/2024
Build PM 4:05 pm 11/04/2024 Synchro
Page 1
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 128 167 1673 1591 24
Future Volume (vph) 0 128 167 1673 1591 24
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Grade (%) -1% -1% 1%
Storage Length (ft) 0 0 375 100
Storage Lanes 0 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950
Satd. Flow (prot) 0 1619 1778 3557 3522 1575
Flt Permitted 0.950
Satd. Flow (perm) 0 1619 1778 3557 3522 1575
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 25 45 45
Link Distance (ft) 403 2067 320
Travel Time (s) 11.0 31.3 4.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 142 186 1859 1768 27
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 142 186 1859 1768 27
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 0.99 1.01 1.01
Turning Speed (mph) 15 9 15 9
Turn Type Perm custom NA NA Perm
Protected Phases 3 3 6 6
Permitted Phases 3 3 6
Detector Phase 3 3 3 6 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 12.0 12.0
Minimum Split (s) 25.0 25.0 25.0 25.0
Total Split (s) 25.0 25.0 53.0 53.0
Total Split (%) 32.1% 32.1% 67.9% 67.9%
Maximum Green (s) 18.0 18.0 46.0 46.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 3.0 3.0
Build PM
1: US 17 & Alexander Road 12/24/2024
Build PM 4:05 pm 11/04/2024 Synchro
Page 2
Lane Group EBL EBR NBL NBT SBT SBR
Time Before Reduce (s) 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 30.0 30.0
Recall Mode None None C-Max C-Max
Act Effct Green (s) 18.0 18.0 78.0 50.0 50.0
Actuated g/C Ratio 0.23 0.23 1.00 0.64 0.64
v/c Ratio 0.38 0.45 0.52 0.78 0.03
Control Delay 27.8 29.1 0.6 13.9 6.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 27.8 29.1 0.6 13.9 6.0
LOS C C A B A
Approach Delay 27.8 3.1 13.7
Approach LOS C A B
Queue Length 50th (ft) 56 75 0 311 5
Queue Length 95th (ft) 106 132 0 413 14
Internal Link Dist (ft) 323 1987 240
Turn Bay Length (ft) 375 100
Base Capacity (vph) 415 455 3540 2258 1010
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.34 0.41 0.53 0.78 0.03
Intersection Summary
Area Type: Other
Cycle Length: 78
Actuated Cycle Length: 78
Offset: 0 (0%), Referenced to phase 2: and 6:NBSB, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 8.8 Intersection LOS: A
Intersection Capacity Utilization 61.6% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: US 17 & Alexander Road
Build PM
2: US 17 & Site Access 1 12/24/2024
Build PM 4:05 pm 11/04/2024 HCM
Page 1
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 166 0 1673 1449 167
Future Vol, veh/h 0 166 0 1673 1449 167
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 125
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 1 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 184 0 1859 1610 186
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 805 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 325 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 325 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 29.7 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 325 - -
HCM Lane V/C Ratio - 0.568 - -
HCM Control Delay (s) - 29.7 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 3.3 - -
Build PM
3: Alexander Road & Site Access 2 12/24/2024
Build PM 4:05 pm 11/04/2024 HCM
Page 2
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 4 81 142 50 47 4
Future Vol, veh/h 4 81 142 50 47 4
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - -1 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 4 90 158 56 52 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 214 0 - 0 284 186
Stage 1 - - - - 186 -
Stage 2 - - - - 98 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1356 - - - 706 856
Stage 1 - - - - 846 -
Stage 2 - - - - 926 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1356 - - - 704 856
Mov Cap-2 Maneuver - - - - 704 -
Stage 1 - - - - 843 -
Stage 2 - - - - 926 -
Approach EB WB SB
HCM Control Delay, s 0.4 0 10.5
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1356 - - - 714
HCM Lane V/C Ratio 0.003 - - - 0.079
HCM Control Delay (s) 7.7 0 - - 10.5
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.3
Build PM
4: Alexander Road & Site Access 3 12/24/2024
Build PM 4:05 pm 11/04/2024 HCM
Page 3
Intersection
Int Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 4 141 4 4 80
Future Vol, veh/h 4 4 141 4 4 80
Conflicting Peds, #/hr 0 0 0 0 0 0
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 - - -1
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 4 4 157 4 4 89
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 256 159 0 0 161 0
Stage 1 159 - - - - -
Stage 2 97 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 733 886 - - 1418 -
Stage 1 870 - - - - -
Stage 2 927 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 731 886 - - 1418 -
Mov Cap-2 Maneuver 731 - - - - -
Stage 1 870 - - - - -
Stage 2 924 - - - - -
Approach WB NB SB
HCM Control Delay, s 9.5 0 0.4
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 801 1418 -
HCM Lane V/C Ratio - - 0.011 0.003 -
HCM Control Delay (s) - - 9.5 7.5 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
Build PM
5: Alexander Road & Site Access 4 12/24/2024
Build PM 4:05 pm 11/04/2024 HCM
Page 4
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 4 4 87 4 4 52
Future Vol, veh/h 4 4 87 4 4 52
Conflicting Peds, #/hr 0 0 0 0 0 0
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 - - -1
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 4 4 97 4 4 58
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 165 99 0 0 101 0
Stage 1 99 - - - - -
Stage 2 66 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 826 957 - - 1491 -
Stage 1 925 - - - - -
Stage 2 957 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 824 957 - - 1491 -
Mov Cap-2 Maneuver 824 - - - - -
Stage 1 925 - - - - -
Stage 2 954 - - - - -
Approach WB NB SB
HCM Control Delay, s 9.1 0 0.5
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 886 1491 -
HCM Lane V/C Ratio - - 0.01 0.003 -
HCM Control Delay (s) - - 9.1 7.4 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
Build PM
Queuing and Blocking Report 12/24/2024
Build PM SimTraffic Report
Page 1
Intersection: 1: US 17 & Alexander Road
Movement EB NB SB SB SB
Directions Served R L T T R
Maximum Queue (ft) 178 151 179 232 116
Average Queue (ft) 88 83 126 130 9
95th Queue (ft) 170 141 205 228 46
Link Distance (ft) 313 265 265
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 375 100
Storage Blk Time (%) 10 0
Queuing Penalty (veh) 2 0
Intersection: 2: US 17 & Site Access 1
Movement EB
Directions Served R
Maximum Queue (ft) 106
Average Queue (ft) 58
95th Queue (ft) 91
Link Distance (ft) 1222
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Alexander Road & Site Access 2
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 30 53
Average Queue (ft) 1 26
95th Queue (ft) 10 47
Link Distance (ft) 190 1604
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Build PM
Queuing and Blocking Report 12/24/2024
Build PM SimTraffic Report
Page 2
Intersection: 4: Alexander Road & Site Access 3
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 31 31
Average Queue (ft) 7 2
95th Queue (ft) 29 15
Link Distance (ft) 1358 139
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Alexander Road & Site Access 4
Movement WB
Directions Served LR
Maximum Queue (ft) 52
Average Queue (ft) 9
95th Queue (ft) 33
Link Distance (ft) 1378
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 2
Appendix FNCDOT Signal Plans
N
New Installation
300
1"=30'
Wilmington Signal System
Fully Actuated
2 Phase
3A
3B
31
61
62
33
32
6B
6A
R/W
R/WR/W
R/W
R
/
W
R
/
W
(
A
l
e
x
a
n
d
e
r
R
o
a
d
)
S
R
1
3
4
5
03-1129
45 MPH -1% Grade
45 MPH +1% Grade
2
5
MP
H
-
1
%
G
r
a
d
e
Sig. 9.0
SIGNAL FACE I.D.
All Heads L.E.D.
R
Y
G
12"
R
Y
F
Y
12"
61,62
31
32,33
R
Y
F
Y
12"
PHASING DIAGRAM DETECTION LEGEND
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
Directional Arrow
2-in Underground Conduit
N/A Right of Way
Controller & Cabinet
With Push Button & Sign
Inductive Loop Detector
Traffic Signal Head
Pedestrian Signal Head
LEGEND
PROPOSED EXISTING
Sign
Junction Box
N/ADirectional Drill
Metal Pole with Mastarm
existing
existing
Wheelchair Ramp
A ARight Arrow "ONLY" Sign (R3-5R)
B B
TO U-TURN" Sign
"RIGHT TURN MUST YIELD
0 0
F
L
A
S
H
FACE
SIGNAL
PHASE
G R Y
F
Y Y
61,62
31
32,33
36
F
YR R
TABLE OF OPERATION
DEFAULT PHASING
0 0
F
L
A
S
H
FACE
SIGNAL
PHASE
G R Y
Y
61,62
31
32,33
36
F
YR R
TABLE OF OPERATION
ALTERNATE PHASING
R
06 03
ALTERNATE PHASING DIAGRAMDEFAULT PHASING DIAGRAM
06 03
SR 1345 (Alexander Road)
at
US 17 (Market Street)
US 17 (Market Street)
US 17 (Market Street)
Sidewalk Sidewalk
FEATURE
PHASE
MIN RECALL
YELLOW
ON
-
-
5 12
3.0
1.5
-
-
-
-
-15
34
2.0 6.0
-
ON
-
-
Min Green 1 *
Extension 1 *
Max Green 1 *
Yellow Clearance
Red Clearance
Walk 1 *
Don't Walk 1
Seconds Per Actuation *
Max Variable Initial *
Time Before Reduction *
Time To Reduce *
Minimum Gap
Recall Mode
Vehicle Call Memory
Dual Entry
Simultaneous Gap
30
20 90
OASIS 2070 TIMING CHART
63
-
for all other phases should not be lower than 4 seconds.
Extension times for phase 6 lower than what is shown. Min Green
* These values may be field adjusted. Do not adjust Min Green and
3.0
2.1
4.4
1.0
7
9
*
TURNS
INDUCTIVE LOOPS
PHASE
DETECTOR PROGRAMMING
LOOP
TIME
DELAY
(FT)
STOPBAR
FROM
DISTANCE
(FT)
SIZE
TIME
STRETCH
N
E
W
C
A
R
D
N
E
W
L
O
O
P
F
U
LL
T
I
M
E
D
E
LA
Y
E
X
T
E
N
S
I
O
N
C
A
LL
I
N
G
S
Y
S
T
E
M
LO
O
P
OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
Y Y ---
Y Y ---
Y Y ---
6X40
0
0
15Y6X40
-
2-4-2
6X6 Y
2-4-2
Y Y ----6X6 Y
4
4
300
300
3A
3B
Y
Y
Y
Y
Y 3
3
6A
6B
6
6
10
phasing operation.
* Reduce delay to 0 seconds during alternate
Multiuse Path
Multiuse Path
P61,P62 DRKDWW P61,P62 DRKDWW
16"
P61,P62
P61
P62
exType II Signal Pedestal
NOTES
Controller Asset #1129
10. Signal system data:
supersede these values.
signal system timing values
operation only. Coordinated
chart are for free-run
9. Maximum times shown in timing
for each phasing plan.
determine the hours of use
8. The Division Traffic Engineer will
installation.
Division Traffic Engineer before
located in the field by the
7. All pedestrian pushbuttons shall be
"DON'T WALK" time only.
countdown the flashing
6. Program pedestrian heads to
with no pedestrian calls.
5. Omit "WALK" and flashing "DON'T WALK"
vehicles turning right on red.
to obstruct sight distance of
4. Locate new cabinet so as not
presence mode.
3. Set all detector units to
the Engineer.
unless otherwise directed by
night flashing operation
2. Do not program signal for late
Structures" dated January 2018.
Specifications for Roads and
2018 and "Standard
Drawings NCDOT" dated January
1. Refer to "Roadway Standard
Type I Pushbutton Post
SHEET NO.PROJECT REFERENCE NO.
SEAL
PREPARED BY:
SIG. INVENTORY NO.
REVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:
DATESIGNATURE
PLAN DATE:
SCALE
T N
T
T
I
N
D
E
P
A
R
T
ME
N
OF TR A SPORT
A
I
O
N
S
T
A
E OF NORTH
C
ARO
L
A
n
oi
s
i
v
i
D
y
tefaS dn
a ytiliboM noitatro
p
s
n
a
r
T
noitceS ngiseD la
n
giS
750 N. Greenfield Pkwy, Garner, NC 27529
Prepared for:
Division 03 New Hanover Co.Wilmington
February 2018 A.D. Klinksiek
A.H. Thornburg N.R. Simmons
U-4902D
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
(919) 546-8997
NC License No: C-1554
Raleigh, North Carolina 27609
343 E. Six Forks Road, Suite 200
HNTB NORTH CAROLINA, P.C.
A
N
CRT
O
H L
O
RA
NIRAPL
SEOF
N
I
S
O
G NI
E
N E RE
031464
SEAL
S
N
OMMIS .R
A
H
S
AT
A
N
62' Lt +/-
Sta. 268+72 +/- -L-
Metal Pole with Mast Arm #1
Sta. 269+37 +/- -L-
Signal Pedestal #1
B
A
DocuSign Envelope ID: C2D054F2-78FA-4233-A30C-1586102816A2
8/1/2018
Appendix GAuxiliary Turn Lane
Warrant Chart
INTERSECTION: Market Street & Site Access 1
MOVEMENT: SB Right
SCENARIO Turning Volume (Vi or Vj)Opposing Volume (Vo) Symbol
AM Build 204 100
PM Build 167 100
167.0%
TURN LANE WARRANT REVIEW
Alexander Road Retail Development
Turning Vol/Opposing
204.0%
PM Build
AM Build
`
`
INTERSECTION: Alexander Road & Site Access 2
MOVEMENT: WB Right
SCENARIO Turning Volume (Vi or Vj)Opposing Volume (Vo) Symbol
AM Build 60 100
PM Build 50 100
Alexander Road Retail Development
TURN LANE WARRANT REVIEW
Turning Vol/Opposing
60.0%
50.0%
PM Build
AM Build
`
`
INTERSECTION: Alexander Road & Site Access 3
MOVEMENT: WB Right
SCENARIO Turning Volume (Vi or Vj)Opposing Volume (Vo) Symbol
AM Build 0 100
PM Build 1 100
Alexander Road Retail Development
TURN LANE WARRANT REVIEW
Turning Vol/Opposing
0.0%
1.0%
PM Build
AM Build
`
`
INTERSECTION: Alexander Road & Site Access 4
MOVEMENT: NB Right
SCENARIO Turning Volume (Vi or Vj)Opposing Volume (Vo) Symbol
AM Build 0 100
PM Build 1 100
Alexander Road Retail Development
TURN LANE WARRANT REVIEW
Turning Vol/Opposing
0.0%
1.0%
PM Build
AM Build
`
`
Appendix HSite Distance
Observations
Alexander Road Retail Development
Site Access Site Distance Observations
S
51
'
-
0
"
52'-0"
6
0
'
-
0
"
1
0
0
'
-
0
"
227'-0"
Site Access 1
Site Access 2
Site Access 3
Site Access 4
Site Access 3 & 4
Site Access 2