Sheetz Shade Tree - Traffic Impact AnalysisJeff Hochanadel, PE, PTOE
North Carolina Transportation
Group Leader
919-866-4511
Jeff.Hochanadel@Timmons.com
5410 Trinity Road, Ste 102
Raleigh, NC 27607
Sheetz (Shade Tree)
Traffic Impact Analysis
January 2024
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
I
TABLE OF CONTENTS
TABLE OF CONTENTS ............................................................................................................................................. I
APPENDICIES .......................................................................................................................................................... II
LIST OF TABLES ...................................................................................................................................................... II
LIST OF FIGURES ................................................................................................................................................... II
1 EXECUTIVE SUMMARY ............................................................................................................................... 1-1
2 INTRODUCTION .......................................................................................................................................... 2-1
2.1 SITE LOCATION AND STUDY AREA ................................................................................................................ 2-1
2.2 SITE DESCRIPTION ..................................................................................................................................... 2-1
3 EXISTING TRAFFIC CONDITIONS .......................................................................................................... 3-1
3.1 EXISTING GEOMETRIC CONDITIONS ............................................................................................................. 3-1
3.2 ALTERNATIVE MODES OF TRANSPORTATION ................................................................................................. 3-1
3.3 EXISTING TRAFFIC VOLUMES ....................................................................................................................... 3-1
4 BACKGROUND TRAFFIC CONDITIONS .................................................................................................. 4-1
4.1 PUBLIC IMPROVEMENT PROJECTS ................................................................................................................. 4-1
4.2 APPROVED AREA DEVELOPMENTS ................................................................................................................. 4-1
4.3 BACKGROUND TRAFFIC VOLUMES ................................................................................................................. 4-1
5 DEVELOPMENT TRAFFIC ........................................................................................................................... 5-1
5.1 TRIP GENERATION...................................................................................................................................... 5-1
5.2 TRIP DISTRIBUTION ................................................................................................................................... 5-1
6 BUILD TRAFFIC CONDITIONS ................................................................................................................. 6-1
6.1 BUILD TRAFFIC VOLUMES ............................................................................................................................ 6-1
7 ANALYSIS RESULTS ................................................................................................................................... 7-1
7.1 CAPACITY ANALYSIS ................................................................................................................................... 7-1
7.2 TURN LANE WARRANTS .............................................................................................................................. 7-2
7.3 2023 CAPACITY ANALYSIS RESULTS ............................................................................................................ 7-3
7.4 2025 CAPACITY ANALYSES RESULTS ............................................................................................................ 7-4
8 CONCLUSIONS & RECOMMENDATIONS ............................................................................................... 8-1
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
II
APPENDICIES
Appendix A – Scoping Information
Appendix B – Traffic Counts
Appendix C – Traffic Signal Plans & Timings
Appendix D – NCDOT Nomographs
Appendix E – Synchro / SimTraffic Analysis Outputs
LIST OF TABLES
TABLE 1-1:TRIP GENERATION SUMMARY .................................................................................................................... 1-2
TABLE 3-1:EXISTING ROADWAYS ............................................................................................................................... 3-1
TABLE 5-1:TRIP GENERATION SUMMARY .................................................................................................................... 5-1
TABLE 7-1:LEVEL OF SERVICE DEFINITIONS ................................................................................................................ 7-1
TABLE 7-2:SIGNALIZED AND UNSIGNALIZED INTERSECTION LEVEL OF SERVICE CRITERIA ............................................ 7-2
TABLE 7-3:2023 EXISTING INTERSECTION LOS,DELAY, AND QUEUE SUMMARY .......................................................... 7-3
TABLE 7-4:2025 BACKGROUND INTERSECTION LOS,DELAY, AND QUEUE SUMMARY .................................................. 7-4
TABLE 7-5:2025 BUILD INTERSECTION LOS,DELAY, AND QUEUE SUMMARY............................................................... 7-5
LIST OF FIGURES
FIGURE 1-1:PROPOSED LANE CONFIGURATION
FIGURE 2-1:SITE LOCATION MAP
FIGURE 2-2:SITE PLAN
FIGURE 3-1:2023 EXISTING LANE CONFIGURATION
FIGURE 3-2:2023 EXISTING TRAFFIC VOLUMES
FIGURE 4-1:2025 BACKGROUND TRAFFIC VOLUMES
FIGURE 5-1A:TRIP DISTRIBUTION PERCENTAGES
FIGURE 5-1B:PRIMARY TRIP DISTRIBUTION VOLUMES
FIGURE 5-1C:PASS-BY TRIP DISTRIBUTION PERCENTAGES
FIGURE 5-1D:PASS-BY TRIP DISTRIBUTION VOLUMES
FIGURE 5-1E:TOTAL SITE TRIP DISTRIBUTION VOLUMES
FIGURE 6-1:2025 BUILD TRAFFIC VOLUMES
FIGURE 8-1:PROPOSED LANE CONFIGURATION
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
1-1
1 EXECUTIVE SUMMARY
A Traffic Impact Analysis (TIA) was completed for the proposed Sheetz development in accordance with
the Wilmington Urban Area Metropolitan Planning Organization (WMPO) and the North Carolina
Department of Transportation’s (NCDOT) standards and procedures. The proposed development will be
located in the northeast US 421 (Carolina Beach Road) / Shade Tree Lane quadrant intersection, in
Wilmington, NC.
Development Summary
The proposed development will be constructed by 2025 and consist of the following:
·6,139 SF Convenience Store / Gas Station with 12 Vehicle Fueling Positions (VFPs)
Access to the proposed development will be provided via two (2) connections to the outside roadway
network.
Study Conditions and Limits
In accordance with applicable WMPO and NCDOT guidelines, the study analyzes the following conditions
during the weekday AM and PM peak hours:
·Existing (2023) Traffic Condition
·Background (2025) Traffic Conditions
·Build (2025) Traffic Conditions
Per discussions with WMPO / NCDOT the following intersections were analyzed:
·US 421 (Carolina Beach Road) and SR 1262 (Horn Road)
·US 421 (Carolina Beach Road) and Site Access 1 (right-in/right-out)
·US 421 (Carolina Beach Road) and SR 1197 (Silver Lake Road) / SR 2361 (Shade Tree Lane)
·SR 2361 (Shade Tree Lane) and Site Access 2
Background Traffic Condition Summary
Per discussions with the WMPO and the NCDOT, Background traffic volumes include the following:
·Existing traffic volumes grown by 2% annually (2025)
Per discussions with WMPO / NCDOT there were no private developer improvement projects within the
study area. There is one (1) public improvement project within the study area: W-5703C. This project
involves pedestrian safety improvements including MUP and sidewalk along US 421.
Site Trip Generation Summary
Site-generated trips are based on trip generation information provided in the 11th Edition of the Institute
of Transportation Engineers (ITE)Trip Generation Manual and the anticipated building program. Site trips
are summarized in Table 1-1 below:
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
1-2
Table 1-1: Trip Generation Summary
ITE Land Use Code Independent
Variable
Daily
Traffic AM Peak Hour PM Peak Hour
In Out Total In Out Total
945-Convenience Store /
Gas Station – GFA (5.5-10K)12 VFP 4,149 190 189 379 161 162 323
Pass-By LUC 945 (62% AM / 56% PM):---118 -117 -235 -90 -91 -181
Total External Trips:4,149 72 72 144 71 71 142
SOURCE: ITE Trip Generation Manual 11th Edition (2021)
Per WMPO / NCDOT standards and procedures, pass-by percentages were applied to the projected traffic
volumes. As shown in Table 1-1, following these reductions, projected trips totaled 144 (72 incoming
and 72 outgoing) during the AM peak hour and 142 (71 incoming and 71 outgoing) during the PM peak
hour. Projected Average Daily Traffic (ADT) volumes totaled 4,149 vehicles per day (VPD).
Build volumes were determined by summing the Background traffic volumes and site trip distribution
volumes.
Recommended Developer Improvements
Per the performed analyses, the following improvements are recommended in conjunction with the
proposed development’s construction (see Figure 1-1):
·Carolina Beach Road / Site Access 1
o Construct a northbound right-turn lane with 175-foot of effective storage (with appropriate
taper)
o Construct Site Access 1 with an internal protected stem of 100-feet
·Shade Tree Lane / Site Access 2
o Construct Site Access 2 with an internal protected stem of 50-feet
SITE
Sheetz (Shade Tree)
Traffic Impact Analysis
2025 Proposed Lane Configuration
NOT TO SCALE
N
Shade Tree
Lane
Horn
Road
Figure
1-1
Silver Lake
Road
Carolina Beach
Road
Site
Access 2
Site
Access 1
125'
100'275'175'
200'125'
SPEED LIMIT45
SPEED
LIMIT25
SPEED
LIMIT25
350'
350'150'
SPEED LIMIT35
LEGEND:
Existing Road
Proposed Road
Signalized Intersection
Unsignalized Intersection
Existing Lane Configuration
Proposed Lane Configuration
175'
EffectiveStorage
100' IPS
50' IPS
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
2-1
2 INTRODUCTION
This report presents the Sheetz (Shade Tree) Development TIA findings. The proposed development will
be constructed off Shade Tree Lane in Wilmington, NC. The TIA’s purpose is to verify that the existing
study area intersection geometry is sufficient to accommodate the projected traffic volumes, and to
determine what, if any, improvements are necessary.
The proposed development will be constructed by 2025.
Per the scoping document (see Appendix A), the study analyzes the following conditions during the
weekday AM and PM peak hours:
·Existing (2023) Traffic Condition
·Background (2025) Traffic Conditions
·Build (2025) Traffic Conditions
2.1 SITE LOCATION AND STUDY AREA
The proposed development will be located in the northeast US 421 (Carolina Beach Road) / Shade Tree
Lane intersection quadrant (see Figure 2-1). Per the scoping document, the following intersections were
analyzed:
·US 421 (Carolina Beach Road) and SR 1262 (Horn Road)
·US 421 (Carolina Beach Road) and Site Access 1 (right-in/right-out)
·US 421 (Carolina Beach Road) and SR 1197 (Silver Lake Road) / SR 2361 (Shade Tree Lane)
·SR 2361 (Shade Tree Lane) and Site Access 2
2.2 SITE DESCRIPTION
The proposed development will consist of the following land use:
·6,139 SF Convenience Store / Gas Station with 12 VFPs
Access to the proposed development will be provided via two (2) connections to the roadway network
(see Figure 2-2). Site Access 1 will be a Right-In/Right-Out (RIRO) connection to Carolina Beach Road
located approximately 445 feet (C/L to C/L) north of Shade Tree Lane. Site Access 2 will be a full access
connection to Shade Tree Lane located approximately 340 feet (C/L to C/L) east of Carolina Beach Road.
Sheetz (Shade Tree)
Traffic Impact Analysis
Site Location Map
Figure
2-1
NOT TO SCALE
N
Legend
= Study Area
Intersection
= Driveway
Intersection
= Study Area /
Driveway
Intersection
Sheetz (Shade Tree)Traffic Impact Analysis
Site Plan
NOT TO SCALE
N
Figure 2-2
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
3-1
3 EXISTING TRAFFIC CONDITIONS
3.1 EXISTING GEOMETRIC CONDITIONS
The existing intersection geometry and traffic control is shown in Figure 3-1. Existing roadway data is
summarized in Table 3-1 below:
Table 3-1: Existing Roadways
* All roadways classified per the NCDOT Functional Class Map.
3.2 ALTERNATIVE MODES OF TRANSPORTATION
Currently, there are two bus routes that service the study area, routes 201 and 210. No special
accommodations for bicyclists or pedestrians (i.e., separate bike lanes, sharrows, or sidewalks) were
noted. Due to the proposed land use type, it is unlikely that the aforementioned alternative transportation
modes will significantly impact site trips.
3.3 EXISTING TRAFFIC VOLUMES
Timmons Group calculated peak hour study area intersection volumes using the weekday AM (7:00 –
9:00) and PM (4:00 – 6:00) peak period turning movement counts undertaken in November 2023. Traffic
count data is summarized in Figure 3-2. Traffic count data is located in Appendix B.
Road Name Route
Number
Functional
Class*
Cross
Section
Posted
Speed Limit
(mph)
AADT
(Year)
AADT
Location
Carolina Beach
Road US 421 Principal
Arterial
4-Lane
Divided 45 35,500
(2021)
South of
Willoughby
Park Court
Horn Road SR 1262 Local 2-Lane
Undivided 35 No data
available NA
Silver Lake Road SR 1197 Local 2-Lane
Undivided 25 No data
available NA
Shade Tree Lane SR 2361 Local 2-Lane
Undivided 25 No data
available NA
SITE
Sheetz (Shade Tree)
Traffic Impact Analysis
2023 Existing Lane Configuration
NOT TO SCALE
N
Shade Tree
Lane
Horn
Road
Figure
3-1
Silver Lake
Road
Carolina Beach
Road
Site
Access 2
Site
Access 1
LEGEND:
Existing Road
Proposed Road
Signalized Intersection
Unsignalized Intersection
Existing Lane Configuration
125'
100'275'175'
200'125'
SPEEDLIMIT45
SPEEDLIMIT25
SPEEDLIMIT25
350'
350'150'
SPEEDLIMIT35
SITE
LEGEND:
Existing Road
Proposed Road
AM Peak Hour Volume (vph)
PM Peak Hour Volume (vph)
XX
(XX)
100 (37)
20 (10)
51 (42)
91 1499 35(109)(1370) (70)
119 (78)
4 (6)
142 (137)
56 1260 23(90) (1796) (57)167
(209)
265
(221)
1638(1568)1466(1994)
19 1727(65) (1447)
(47)
21 1287(61) (1852)40
(126)
48
(47)
1727
(1447)
1327
(1938)
48
(1511)
1357(1969)
1736
171 (89)
62 (133)
171
(89)
62
(133)
Sheetz (Shade Tree)
Traffic Impact Analysis
2023 Existing Traffic Volumes
NOT TO SCALE
N
Shade Tree
Lane
Horn
Road
Figure
3-2
Silver Lake
Road
Carolina Beach
Road
Site
Access 2
Site
Access 1
0(8)
13(19)
18(26)
19(25)
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
4-1
4 BACKGROUND TRAFFIC CONDITIONS
4.1 PUBLIC IMPROVEMENT PROJECTS
Per discussions with WMPO / NCDOT, there is one (1) public improvement project within the study area:
W-5703C. This project involves pedestrian safety improvements including MUP and sidewalk along US
421. W-5703C improvements were not included in the conducted analyses.
4.2 APPROVED AREA DEVELOPMENTS
Per discussions with WMPO / NCDOT, there are no approved developments (located in the project study
area) included in this study.
4.3 BACKGROUND TRAFFIC VOLUMES
Per discussions with WMPO / NCDOT, Background traffic volumes were calculated using a 2% annual
growth rate. The 2025 Background traffic volumes are shown in Figure 4-1.
SITE
LEGEND:
Existing Road
Proposed Road
AM Peak Hour Volume (vph)
PM Peak Hour Volume (vph)
XX
(XX)
104 (38)
21 (10)
53 (44)
95 1560 36(113)(1425) (73)
124 (81)
4 (6)
148 (143)
58 1311 24(94) (1869) (59)174
(217)
276
(230)
1704(1631)1525(2075)
20 1797(68) (1505)
(49)
22 1339(63) (1927)42
(131)
50
(49)
1797
(1505)
1381
(2016)
50
(1572)
1412(2049)
1806
178 (93)
65 (138)
178
(93)
65
(138)
Sheetz (Shade Tree)
Traffic Impact Analysis
2025 Background Traffic Volumes
Shade Tree
Lane
Horn
Road
Figure
4-1
Silver Lake
Road
Carolina Beach
Road
Site
Access 2
Site
Access 1
0(8)
14(20)
19(27)
NOT TO SCALE
N
20(26)
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
5-1
5 DEVELOPMENT TRAFFIC
The Sheetz Development site trips were estimated based on the proposed land use supplied by the
developer and subsequently distributed onto the surrounding roadway network.
5.1 TRIP GENERATION
The site-generated trips shown in Table 5-1 are based on trip generation information provided in the
11th Edition of the Institute of Transportation Engineers (ITE)Trip Generation Manual and the anticipated
building program.
Table 5-1: Trip Generation Summary
ITE Land Use Code Independent
Variable
Daily
Traffic AM Peak Hour PM Peak Hour
In Out Total In Out Total
945-Convenience Store /
Gas Station – GFA (5.5-10K)12 VFP 4,149 190 189 379 161 162 323
Pass-By LUC 945 (62% AM / 56% PM):---118 -117 -235 -90 -91 -181
Total External Trips:4,149 72 72 144 71 71 142
SOURCE: ITE Trip Generation Manual 11th Edition (2021)
Prior to pass-by reductions, 379 AM peak hour trips (190 incoming and 189 outgoing) and 323 PM peak
hour trips (161 incoming and 162 outgoing) were projected. Projected ADT volumes totaled 4,149 VPD.
Per WMPO / NCDOT standards and procedures, pass-by percentages were applied to projected traffic
volumes. For LUC 945, 62% and 56% AM and PM peak hour pass-by percentages (respectively) were
applied to projected traffic site volumes. Upon applying pass-by percentages, 144 AM peak hour trips (72
incoming and 72 outgoing) and 142 PM peak hour trips (71 incoming and 71 outgoing) were projected.
5.2 TRIP DISTRIBUTION
The directional traffic patterns, or site trip distribution, was determined using the existing traffic
characteristics and Engineering judgement. It was assumed, for study purposes, that all site traffic would
enter and exit the study area similar to existing traffic volumes.
The trip distribution percentages and volumes are shown in Figures 5-1a – 5-1e.
SITE
LEGEND:
Existing Road
Proposed Road
AM Peak Hour Percents
PM Peak Hour Percents
XX%
(XX%)
5%(5%)
40%(40%)
40% 5%(40%) (5%)
5%(5%)
5%35%(5%) (35%)5%
(5%)
5%
(5%)
45%(45%)45%(45%)
0% 45%(0%) (45%)
(0%)
45%(45%)0%
(0%)
0%
(0%)
45%
(45%)
45%
(45%)
0%
(50%)
50%(50%)
45%(45%)50%
(50%)
50%
(50%)
50%
5%(5%)
45%(45%)
45%5%(45%) (5%)
50%
(50%)
50%(50%)
5%
(5%)
5%
(5%)
Sheetz (Shade Tree)
Traffic Impact Analysis
Trip Distribution Percentages
Shade Tree
Lane
Horn
Road
Figure
5-1a
Silver Lake
Road
Carolina Beach
Road
Site
Access 2
Site
Access 1
5%(5%)
10%(10%)
OUT IN
5%(5%)
NOT TO SCALE
N
SITE
LEGEND:
Existing Road
Proposed Road
AM Peak Hour Volume (vph)
PM Peak Hour Volume (vph)
XX
(XX)
0 (0)
4 (4)
29 (28)
29 4(28) (4)
4 (4)
4 25(4) (25)4
(4)
4
(4)
32(32)32(32)
0 32(0) (32)
(0)
32(32)0
(0)
0
(0)
32
(32)
32
(32)
0
(36)
36(0) (36)
32(32)36
(36)
36
(36)
36
0
4 (4)
32 (32)
32 4(32) (4)
36
(36)
36(36)
4
(4)
4
(4)
Sheetz (Shade Tree)
Traffic Impact Analysis
Primary Trip Distribution Volumes
Shade Tree
Lane
Horn
Road
Figure
5-1b
Silver Lake
Road
Carolina Beach
Road
Site
Access 2
Site
Access 1
4(4)
7(7)
OUT IN
4(4)
NOT TO SCALE
N
SITE
LEGEND:
Existing Road
Proposed Road
AM Peak Hour Percents
PM Peak Hour Percents
XX%
(XX%)
(90%)
90%-(90%)(90%)
90%
(90%)
90%
(90%)
90%
-90%
5%(5%)
-5%-(5%)
5%(5%)
-5%-(5%)
5%5%(5%) (5%)
10%
(10%)
10%(10%)
Sheetz (Shade Tree)
Traffic Impact Analysis
Pass-By Trip Distribution Percentages
Shade Tree
Lane
Horn
Road
Figure
5-1c
Silver Lake
Road
Carolina Beach
Road
Site
Access 2
Site
Access 1
NOT TO SCALE
N
SITE
LEGEND:
Existing Road
Proposed Road
AM Peak Hour Volume (vph)
PM Peak Hour Volume (vph)
XX
(XX)
(81)
106-(81) (81)
106
(81)
106
(81)
106
-106
6 (5)
-6 -(5)
6 (5)
-6 -(5)
6 6(5)(5)
12
(9)
12(9)
Sheetz (Shade Tree)
Traffic Impact Analysis
Pass-By Trip Distribution Volumes
Shade Tree
Lane
Horn
Road
Figure
5-1d
Silver Lake
Road
Carolina Beach
Road
Site
Access 2
Site
Access 1
NOT TO SCALE
N
SITE
LEGEND:
Existing Road
Proposed Road
AM Peak Hour Volume (vph)
PM Peak Hour Volume (vph)
XX
(XX)
0 (0)
4 (4)
29 (28)
0 29 4(0) (28) (4)
0 (0)
4 (4)
0 (0)
0 4 25(0) (4) (25)4
(4)
4
(4)
32(32)32(32)
0 32(0) (32)
(0)
0 32(0) (32)0
(0)
0
(0)
32
(32)
32
(32)
0
(117)
142-(81) (117)
32(32)142
(117)
142
(117)
142
-106
10 (8)
-6 -(5)
38 (36)
-6 -(5)
38 10(36) (8)
48
(45)
48(45)
4
(4)
4
(4)
Sheetz (Shade Tree)
Traffic Impact Analysis
Total Site Trip Distribution Volumes
Shade Tree
Lane
Horn
Road
Figure
5-1e
Silver Lake
Road
Carolina Beach
Road
Site
Access 2
Site
Access 1
4(4)
0(0)
7(7)
OUT IN
4(4)
NOT TO SCALE
N
0(0)
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
6-1
6 BUILD TRAFFIC CONDITIONS
6.1 BUILD TRAFFIC VOLUMES
Build traffic volumes were determined by summing the Background traffic volumes and the projected site
trips (as applicable). The 2025 Build traffic volumes are shown in Figure 6-1.
SITE
LEGEND:
Existing Road
Proposed Road
AM Peak Hour Volume (vph)
PM Peak Hour Volume (vph)
XX
(XX)
104 (38)
24 (14)
82 (72)
95 1588 40(113)(1454) (76)
124 (81)
8 (10)
148 (143)
58 1315 49(94) (1872) (84)177
(221)
279
(233)
1737(1663)1558(2107)
20 1829(68) (1537)
(49)
22 1371(63) (1959)42
(131)
50
(49)
1829
(1537)
1413
(2048)
50
(117)
142(1491)(117)
1448(2084)142
(117)
142
(117)
142
1700
10 (8)
172 (88)
38 (36)
59 (134)
38 10(36) (8)
48
(45)
48(45)
182
(96)
68
(142)
Sheetz (Shade Tree)
Traffic Impact Analysis
2025 Build Traffic Volumes
Shade Tree
Lane
Horn
Road
Figure
6-1
Silver Lake
Road
Carolina Beach
Road
Site
Access 2
Site
Access 1
4(12)
14(20)
26(34)
NOT TO SCALE
N
20(26)
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
7-1
7 ANALYSIS RESULTS
7.1 CAPACITY ANALYSIS
Capacity analysis allows traffic engineers to determine the impacts of traffic on the surrounding roadway
network. The Transportation Research Board’s (TRB)Highway Capacity Manual (HCM) methodologies
govern how the Capacity analyses are conducted and how the results are interpreted. There are six letter
grades of Levels of Service (LOS) from A to F, with LOS A representing the best operating conditions and
LOS F the worst operating conditions. Typically, a LOS E (or worse) is considered unacceptable.
Nevertheless, it is not uncommon for side streets to function unacceptably during peak traffic periods
because the traffic volumes often do not warrant a traffic signal to assist side street traffic.Table 7-1
shows in detail how each of these levels of service are interpreted.
Table 7-1: Level of Service Definitions
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
7-2
For signalized and unsignalized intersections, level of service is defined in terms of delay, a measure of
driver discomfort, frustration, fuel consumption and lost travel time.Table 7-2 summarizes the delay
associated with each LOS category:
Table 7-2: Signalized and Unsignalized Intersection Level of Service Criteria
Capacity analyses were performed to assess operational conditions. Study area intersections were
analyzed using SYNCHRO Version 11.1 based on Highway Capacity Manual (HCM) methodologies with the
following assumptions:
·Existing grades
·12-foot lane widths
·No parking activity, bus stops, or pedestrians
·Peak hour factor (PHF) of 0.90
·Heavy vehicle percentages 2%
·Signal timing data provided by the City of Wilmington (see Appendix C)
·Updated signal phasing for future conditions (as appropriate)
7.2 TURN LANE WARRANTS
The proposed site access turn lane needs / lengths were determined using the NCDOT Policy on Street
and Driveway Access to North Carolina Highways Manual:
“Generally left and right turn lanes and tapers shall be considered when:
·In accordance with G.S. 137-18(29), the average daily traffic meets or exceeds 4,000 vehicles per
day on any secondary route (the average daily traffic should include both the existing traffic plus
traffic generated by the proposed development)”
All site accesses intersecting roadways with a projected ADT of at least 4,000 VPD (during the Build
condition) were evaluated using the NCDOT Turn Lane Warrant Nomograph (see Appendix D) and WMPO
methodologies. If warrants were met, turn lanes were recommended accordingly (as needed). To ensure
adequate storage, all turn lanes were evaluated using the 2025 Build traffic volumes. All recommended
turn lanes are to be constructed with the appropriate taper.
A ≤ 10 A 0 to 10
B > 10 to ≤ 20 B > 10 to ≤ 15
C > 20 to ≤ 35 C > 15 to ≤ 25
D > 35 to ≤ 55 D > 25 to ≤ 35
E > 55 to ≤ 80 E > 35 to ≤ 50
F > 80 F > 50
Source: Exhibit 16-2 and Exhibit 17-2 from
TRB's "Highway Capacity Manual 2000"
Signalized Intersections
Level of
Service
Level of
Service
Control Delay per
Vehicle (sec/veh)
Unsignalized Intersections
Average Control
Delay (sec/veh)
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
7-3
7.3 2023 CAPACITY ANALYSIS RESULTS
Table 7-3 summarizes the 2023 Existing intersection LOS, delay, and queue lengths based on existing
geometry (see Figure 3-1) and 2023 Existing traffic volumes (see Figure 3-2). The corresponding
SYNCHRO and SimTraffic outputs are included in Appendix E.
Table 7-3: 2023 Existing Intersection LOS, Delay, and Queue Summary
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
7-4
7.4 2025 CAPACITY ANALYSES RESULTS
2025 Background Analysis Results
Table 7-4 summarizes the 2025 Background intersection LOS, delay, and queue lengths based on existing
geometry (see Figure 3-1) and 2025 Background traffic volumes (see Figure 4-1). The corresponding
SYNCHRO and SimTraffic outputs are included in Appendix E.
Table 7-4: 2025 Background Intersection LOS, Delay, and Queue Summary
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
7-5
2025 Build Analysis Results
Table 7-5 summarizes the 2025 Build Intersection LOS, delay, and queue lengths based on existing
geometry (see Figure 3-1) and 2025 Build traffic volumes (see Figure 6-1). The corresponding
SYNCHRO and SimTraffic outputs are included in Appendix E.
Table 7-5: 2025 Build Intersection LOS, Delay, and Queue Summary
Carolina Beach Road / Horn Road
·All unsignalized intersection approaches are projected to operate at a LOS D or better during both
2025 Build peak hours. Because all intersection movements are projected to operate acceptably,no improvements are recommended due to the proposed development’s construction.
Carolina Beach Road / Site Access 1
·All unsignalized intersection approaches are projected to operate at a LOS E or better during both
2025 Build peak hours. Based on the NCDOT Turn Lane Warrant Nomograph, WMPO
methodologies, and 2025 Build Traffic volumes, the following improvement has been identified at
the subject intersection: 1) the construction of a northbound right-turn lane. The nomograph
recommends a 500-foot northbound right-turn lane. The turn lane should be designed to provide
175-feet of effective storage and allow for an appropriate taper length. Following turn-lane
construction, the intersection is projected to continue to operate acceptably.
Carolina Beach Road / Silver Lake Road / Shade Tree Lane
·The east and westbound intersection approaches are projected to operate at a LOS F and E during
the 2025 Background and Build AM and PM peak hours (respectively). All other intersection
approaches are projected to operate at a LOS C during both peak hours. The proposed
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
7-6
development is projected to add a maximum of 2.8% trips to the intersection during either peak
hour. No improvements are recommended due to the proposed development’s construction.
Shade Tree Lane / Site Access 2
·All unsignalized intersection approaches are projected to operate at a LOS A during both 2025
Build peak hours. Turn-lanes are not warranted at this intersection as projected 2025 Build ADTs
along Shade Tree Lane are projected to be less than 4,000 VPD. Because the intersection is
projected to operate acceptably, no improvements are recommended due to the proposed
development’s construction.
January 2024 Sheetz (Shade Tree) Traffic Impact Analysis – Wilmington, NC
8-1
8 CONCLUSIONS & RECOMMENDATIONS
Capacity analyses were performed for the Existing (2023), Background (2025), and Build (2025) traffic
volumes.
In closing, the following improvements (see Figure 8-1) are recommended in conjunction with the
proposed development’s construction:
·Carolina Beach Road / Site Access 1
o Construct a northbound right-turn lane with 175-foot of effective storage (with appropriate
taper)
o Construct Site Access 1 with an internal protected stem of 100-feet
·Shade Tree Lane / Site Access 2
o Construct Site Access 2 with an internal protected stem of 50-feet
SITE
Sheetz (Shade Tree)
Traffic Impact Analysis
2025 Proposed Lane Configuration
NOT TO SCALE
N
Shade Tree
Lane
Horn
Road
Figure
8-1
Silver Lake
Road
Carolina Beach
Road
Site
Access 2
Site
Access 1
125'
100'275'175'
200'125'
SPEED LIMIT45
SPEED LIMIT25
SPEED LIMIT25
350'
350'150'
SPEED LIMIT35
LEGEND:
Existing Road
Proposed Road
Signalized Intersection
Unsignalized Intersection
Existing Lane Configuration
Proposed Lane Configuration
100' IPS
50' IPS
175' Effective
Storage
Appendix A – Scoping Information
November 29, 2023 Mr. Jeff Hochanadel, PE, PTOE Timmons Group 5410 Trinity Road, Suite 102 Raleigh, NC 27607 RE: Scope of study for the Traffic Impact Analysis (TIA) associated with the Sheetz (Shade Tree) commercial development in New Hanover County, NC Dear Mr. Hochanadel, Based on the information provided in the scoping documents submitted, it is our understanding that the proposed development will consist of: ITE Land Use Code 945 – 6,139 SF of Convenience Store/Gas Station with 14 vehicle fueling positions
The estimated build out year is 2025.
Following is the scope of study for the Traffic Impact Analysis:
1. Data collection – Analysis Parameters a) Study Intersections: For existing intersections, provide turning movement counts for weekday AM peak hour (7:00am – 9:00am) and PM peak hour (4:00pm – 6:00pm), including bike and pedestrians, signal timing (if applicable), and lane geometry:
o US 421 (Carolina Beach Road) and SR 2361 (Shade Tree Lane)
o US 421 (Carolina Beach Road) and SR 1262 (Horn Road) - RCI
o US 421 (Carolina Beach Road) and Site Access 1 (right-in/right-out)
o SR 2361 (Shade Tree Lane) and Site Access 2 (full movement)
Scope of study for the Sheetz (Shade Tree) development Traffic Impact Analysis – New Hanover
Page 3 of 3
Attachments:
Scoping request packet (provided by Timmons) Traffic Impact Analysis Supplemental Guidelines – dated September 28, 2022
Ec: Ben Hughes, PE, District Engineer, NCDOT
Jon Roan, Deputy District Engineer, NCDOT
Michael Bass, Assistant District Engineer, NCDOT
Frank Mike, Assistant District Engineer, NCDOT
Stonewall Mathis, PE, Division Traffic Engineer, NCDOT
Krupa Koilada, Senior Assistant Division Traffic Engineer, NCDOT
Bryce Cox, Assistant Traffic Engineer, NCDOT
Nick Drees, Engineering Specialist, NCDOT
Denys Vielkanowitz, PE, City Traffic Engineer, Wilmington
Robert Farrell, Development Review Supervisor, New Hanover County
Jamar Johnson, EI, Engineering Associate, WMPO
Bill McDow, Associate Planner, WMPO
Development Name: Willows at Wilmington
WMPO ID # ______________________________ Updated 5/23/18
Page 1 of 5
P.O. Box 1810
Wilmington, North Carolina 28402
910 341 3258 910 341 7801 FAX
Traffic Impact Analysis (TIA): Procedures and Scoping Checklist
Date Submitted: 11/07/2023 Date Received by WMPO or NCDOT: ___/___/______
(To be filled out by applicant) (To be filled out by the Department)
The purpose of this checklist is to outline and streamline the Traffic Impact Analysis (TIA) scoping
process and provide scoping information for WMPO to review and comment prior to developing a TIA.
The review procedures are as follows:
Contact the Wilmington Metropolitan Planning Organization (WMPO) to determine if a TIA will
be required for the development you are proposing within the WMPO Planning Area Boundary.
If a TIA is required, the WMPO will coordinate scoping with the Applicant, NCDOT and the
governing planning department.
Also, if a TIA is required, the Applicants Traffic Engineer shall fill out the checklist below in its
entirety in as much detail as possible, include all exhibits and documentation as noted in the
checklist and provide it to the WMPO representative no later than 7 business days prior to the
date of the next scoping meeting. Scoping meetings occur each Wednesday.
The Applicant’s Traffic Engineer (and other interested representatives from the Applicants
Design Team) may attend the scoping meeting as deemed necessary and by WMPO request
only.
Once the scope has been established and submitted, the WMPO will coordinate with NCDOT
and the governing Planning department to finalize and submit a formal Scoping Letter to the
Transportation Engineer (applicant). If the checklist is deemed complete and in sufficient detail,
the scoping letter will be issued within 10 business days of the date of the official receipt date.
TIA Submittal: The Applicant shall submit 4 hardcopies and Digital Copy of the TIA and
associated models and files to the WMPO for distribution to NCDOT and governing planning
agency for review. The TIA preliminary review comments will be sent within 20 business days of
TIA submittal. The 20-day review clock is re-set with each set of comments to the Applicant. The
TIA is not considered as final and approved until the TIA Approval Letter is submitted by the
WMPO.
1
2
3
4
5
Development Name: Sheetz (Wilmington)
WMPO ID #: _____________________________ Updated 5/23/18
Page 2 of 5
TIA Scoping Checklist:
1. Engineering Firm of Record: Timmons Group
2. Contact information:
a. Applicant Name: Jeff Hochanadel, PE, PTOE
b. Email: jeff.hochanadel@timmons.com
c. Address: 5410 Trinity Rd, Suite 102, Raleigh, NC 27607
d. Phone Number: 919-866-4511
3. Development Name: Sheetz (Shade Tree)
4. Tax Parcel ID #:
R07100-003-024-000
5. Site Address(s):
4915 Carolina Beach Road
Wilmington, NC 28412
6. Type of Development: List Land Use(s)/Intensity and ITE codes:
ITE 945 Convenience Store/Gas Station VFP (16-24) – 6,139 SF
7. Development Concept:
a. Provide a site plan or conceptual plan (include road circulation pattern and development
access points to public rights of way).
See attached
b. Add scaled site plan on Arial imagery which includes adjacent properties and access
points
8. If this development is intended to be built in multiple phases the TIA is required to accurately
reflect the phasing. If the phasing is not included within the TIA, a revision and/or interim TIA’s
will be required.
a. What is the proposed build out year?
2025
b. If the project is phased, specify the build out year for each phase.
Not phased
Development Name: Sheetz (Wilmington)
WMPO ID #: _____________________________ Updated 5/23/18
Page 3 of 5
9. Site Trip Generation:
a. Provide a trip generation estimate using the ITE Trip Generation Manual (latest) by
phase, if applicable.
Trip Generation Summary
ITE Land Use Code Independent
Variable
Daily
Traffic
AM Peak Hour PM Peak Hour
In Out Total In Out Total
945 –Convenience Store /
Gas Station – VFP (16-24) 6,139 SF 7,880 280 281 561 242 243 485
*Pass-By LUC 945 (62% AM / 56% PM): -- -174 -174 -348 -136 -136 -272
Total External Trips: 7,880 106 107 213 106 107 213
*Pass-By trips to be capped by 10% of the volume on the adjacent street once traffic counts are collected.
b. Provide pass-by and internal capture reduction calculations, if applicable.
See above
c. Provide a trip generation on AM / PM and Saturday peak hour.
NA
10. Check to see if any of the following apply:
a. Proposed TIA is within the area of a known Transportation Improvement Project (TIP)
Yes – W-5703C
b. NCDOT STIP Map
(http://ncdot.maps.arcgis.com/home/webmap/viewer.html?webmap=cb02f4f82897467
0ad01bb83be91b18c)
c. Proposed TIA is within a surrounding municipality that has a planned or active
transportation projects
11. Approved Adjacent Developments can be found at the following link:
a. List all approved adjacent developments within the TIA study area:
WMPO TIA WebApp
(http://wilmingtonnc.maps.arcgis.com/apps/webappviewer/index.html?id=d3af4a0e091
941d8886344c4d1c609d5)
• Unknown – Unable to access site
b. Additional developments may be added to the approved scope once reviewed.
12. Roadway and/or Intersection improvements (planned and funded or required by others based
on an approved TIA) within the general study area. List the proposed Intersections to be studied.
Development Name: Sheetz (Wilmington)
WMPO ID #: _____________________________ Updated 5/23/18
Page 4 of 5
Attached a map with a list that includes streets and intersections labeled as described below.
Unknown
13. Streets and intersections should include State Road Designation (US or State Road Number
US/SR #, followed by the local road name in parenthesis. E.g.:
Carolina Beach Road should be denoted as US-421 (Carolina Beach Road)
Shade Tree Lane should be denoted as SR-2361 (Shade Tree Lane)
Horn Road should be denoted as SR-1262 (Horn Road)
State Road designations can be found via the following link: NCDOT State Maintained Network
Map
(http://ncdot.maps.arcgis.com/home/webmap/viewer.html?webmap=5d3ad78971714a30be7ff
97fd580e4d5)
a. US-421 (Carolina Beach Road) / SR-2361 (Shade Tree Lane)
b. US-421 (Carolina Beach Road) / RIRO Site Access 1
c. US-421 (Carolina Beach Road) / U-Turn – SR-1262 (Horn Road)
d. SR-2361 (Shade Tree Lane) / Site Access 2
14. Growth Factor: 2% (provide supporting methodology/reasoning)
Per NCDOT AADT maps (count station 0650000031)
15. Hours of Study and Data Collection to be determined once the scoping documents is reviewed.
7:00 a.m. – 9:00 a.m. and 4:00 p.m. – 6:00 p.m.
16. Methods of Study as outlined in the NCDOT Congestion Management Capacity Analysis
Guidelines. (https://connect.ncdot.gov/resources/safety/Pages/Congestion-Management.aspx)
17. Include Traffic Signal Warrant Analysis for locations with proposed signals. (13 hours counts
must be provided.)
Proposed Signal Locations:
a. ________________________________________________
b. ________________________________________________
c. ________________________________________________
d. ________________________________________________
e. ________________________________________________
f. ________________________________________________
18. Note:
a. The TIA report shall be prepared following NCDOT Congestion Management guidelines
and signed and sealed by a Professional Engineer. Any deviations must be approved
prior to submitting the TIA. Failure to do so will result in an invalid submittal.
NCDOT Congestion Management Capacity Analysis Guidelines.
Development Name: Sheetz (Wilmington)
WMPO ID #: _____________________________ Updated 5/23/18
Page 5 of 5
(https://connect.ncdot.gov/resources/safety/Pages/Congestion-Management.aspx)
b. Any improvements shown as needed for the background no-build condition SHALL reflect
programmed and funded State/Municipal projects or those required as mitigation for
surrounding approved developments. Should improvements outside those listed above
be included, the TIA is considered INVALID and will not be returned for resubmission.
c. If any changes occur (including but not limited to; land use, intensity and/or site
access/configuration) additional scoping and analysis may be required.
d. Data collected or analysis performed prior to an official scoping letter is issued may be
considered invalid.
e. TIA approved scoping letter remain valid for three months from the date of issuance.
FUEL
CANOPY
0'
S
E
T
B
A
C
K
NO
B
U
F
F
E
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CASHIER
SHEETZ CAR WASH
1,649 SQFT
VA
N
DRIVE THRU FINISHGRADE 6" BELOW F.F.
ELECTRICAL SERVICE
AUTO
ST
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10"WIDE X 6" HIGH CONCRETECURB OFFSET FROM BUILDING
NEW SHEETZ STORE
6139 SQ. FT.
PR
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2" WATER SERVICE
LINE UP FROM BELOW
2" GAS AND METER
ELECTRICAL SERVICE
6" SAN
6'-0"H X 6"DIA. BOLLARD
1'-4" OFFSET FROM BUILDING
STANDARD
UST FIELD
UNLOADING ZONE
OR
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CLEARANCE
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CLEARANCE
BAR
MENU
BOARD
70
.
0
0
'
GREASE TRAP
AIR PAD
AIR PAD
FUEL CANOPY
VACUUM
STATION
PROPERTY LINE
TABLE AND CHAIRS
BY OTHERS
CONCRETE/ASPHALT
TRANSITION, (TYP.)
PROPERTY LINE
HANDICAP
SIGN (TYP.)
STOP SIGN
STOP BAR
MENU
MONUMENT SIGN
35
'
F
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(
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50' FRONT SETBACK
12.5' MIN. STREET YARD
20' RE
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CAROLINA BEACH ROAD
US HWY 421
PUBLIC R/W WIDTH VARIES
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37.5' MAX. STREET YARD
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25' AVG. STREET YARD
37.5' MAX. STREET YARD
FLAGPOLE
UTILITY EASEMENT AND
ACCESS EASEMENT
ALONG ENTRANCE DRIVE
MONUMENT SIGN
UNDERGROUND
STORAGE
TANKS & VENT
RISER
DUMPSTER
ENCLOSURE
CURB AND
GUTTER
SITE
PAVEMENT
BOLLARD (TYP.)
20' LANDSCAPE
BUFFER
GRAVEL DRIVE
8' X 8'
TRANSFORMER
PAD
APPROXIMATE LOCATION OF
EXISTING STREAM POTENTIALLY
CLASSIFIED AS JURISDICTIONAL
PROPOSED
SUBDIVISION LINE
DRIVE THROUGH
CURB AND PAD
10' X 70' SIGHT
DISTANCE
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FOR REVIEW ONLY
NOT FOR CONSTRUCTION
SHEETZ - SHADE TREE LANE
WILMINGTON, NC
06655-0022
DESCRIPTIONS DATE
REVISIONS
SCALE
HORIZONTAL:
VERTICAL:
DRAWING NUMBER
STATUS:
DRAWN
PROJ. MGR.
DESIGNED
CHECKED
DATE:
MCE PROJ. #
REV.NO.
REVISION
www.mckimcreed.com
NC License# F-1222
Phone: (910) 343-1048, Fax: (910) 251-8282
Wilmington, North Carolina 28401
243 N. Front Street
10-27-2023
C3.0
N/A
1"=30'
RMC
RMC
RMC
0
SITE PLAN
SITE DATA1
0
SCALE: 1"=30' (Horiz.)
60'30'30'
GENERAL INFORMATION
DATA CLASS VALUE
PARCEL ADDRESS 4915 CAROLINA BEACH RD, WILMINGTON NC, 28412
TAX PARCEL IDENTIFICATION NUMBER R07100-003-024-000
OWNER POINT CLAN 1, LLC
CURRENT ZONING B2 - BUSINESS
EXISTING USE LANDSCAPING SALES
PROPOSED USE CONVENIENCE STORE WITH GAS SALES
TOTAL PROJECT AREA 3.27 ACRES (±142,606 SF)
R07100-003-024-000 3.27 ACRES (±142,606 SF)
DISTURBED ACREAGE 2.75 AC (119,829 SF)
ON-SITE 2.64 AC (114,939 SF)
OFF-SITE 0.11 AC (4,890 SF)
SPECIAL FLOOD HAZARD AREAS NONE
CAMA LAND USE CLASSIFICATION URBAN
AREAS OF ENVIRONMENTAL CONCERN JURISDICTIONAL STREAM ON SITE
FUTURE LAND USE MAP COMMUNITY MIXED USE
BUILDING INFORMATION
DATA CLASS VALUE
TOTAL BUILDING FOOTPRINT AREA 7,778 SF GFA
TOTAL BUILDING GROSS FLOOR AREA 7,778 SF GFA
TOTAL BUILDINGS 2
NC BUILDING CODE CONSTRUCTION
TYPE V-B NON-SPRINKLERED CONSTRUCTION
BUILDING LOT COVERAGE 5%
DATA CLASS REQUIRED PROPOSED
SETBACK REQUIREMENTS
FRONT (CAROLINA BEACH ROAD)50'195'
SIDE (COMMERCIAL)0'95'
REAR (RESIDENTIAL)20'32'
SIDE (SHADE TREE LANE)35'165'
SITE INFORMATION
DATA CLASS EXISTING
(TO REMAIN)PROPOSED
TOTAL IMPERVIOUS SURFACE AREA 0 SF 70,170 SF
ROOF TOPS 0 SF 7,788 SF
HEAVY DUTY PAVEMENT 0 SF 47,798 SF
SIDEWALKS / PLAZA 0 SF 14,584 SF
IMPERVIOUS AREA COVERAGE -70.1%
DATA CLASS REQUIRED PROPOSED
TOTAL PARKING SPACES 27 43
RESTAURANT PARKING
- 6 SPACES / 1000 SQUARE
- 1,988 SF INTERIOR AREA
- 375 SF EXTERIOR SEATING AREA
- 2,363 SF TOTAL AREA
- 2,363 SF / 1000 = 2.36
- 2.3 X 6 = 14.16
14 SEE TOTAL
RETAIL PARKING
- 2.5 SPACES / 1000 SQUARE
- 4,151 SF INTERIOR AREA
- 4,151 SF / 1000 = 4.15
- 2.5 X 4.15 = 10.37
10 SEE TOTAL
RETAIL PARKING
- 3 SPACES PER 1 CAR
SERVICEABLE AT A TIME
- 1 CAR SERVICEABLE AT A TIME
- 3*1=3
3 SEE TOTAL
SITE PLAN2
LEGEND
ASPHALT
CONCRETE/SIDEWALK
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Future No Build Synchro Review
TIA Name and date: Sheetz Shade Tree
Reviewer: KK
Date Reviewed: 1/11/2024
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
Intersection: US 421 and Silver Lake Road/Shade Tree
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 Yes
• 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 SBR storage should be 125 feet. SBL storage should be 200 feet.
o All tapers should be minimum of 100 feet
• Is the right turn set to channelized where necessary?
o EBR should be channelized and should be under yield control.
• 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
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 Use protected only for NBL, NBU, SBL and SBU
• Is the lost time greater than or equal to 5 seconds?
o Yes
• 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 Yes
Phasing Settings
• Is the control type correct?
o Yes
• Is the cycle length correct?
o Yes
• 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 Yes
• Are the correct phases marked as pedestrian phases?
o N/A
Detector Settings
• Do the size and distance from the stop bar match the included signal plans?
o Yes
• Are the leading and trailing detectors correct?
o Yes
• Is the detector type correct?
o Yes
• Are the detector channels, extend, and queue correct?
o Yes
• Are the detector delays correct?
o Yes
Roads
1. Road: US 421
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o Yes
2. Road: Silver Lake Drive
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o Yes
3. Road: Shade Tree Lane
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o No
Intersection: US 421 and Horn 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 Yes
• If entered, is the grade correct for each approach?
o Not entered
• Are the correct number of storage lanes entered and are they the correct lengths?
o SBL storage is 350 feet.
o SBR storage is 150 feet.
o NBL storage is 350 feet.
• 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
Roads
4. Road: US 421
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o Yes
5. Road: Horn Road
• Is the speed limit correct?
o Update speed limit is 35 mph.
• If this road is a Y line, is it at least 1000 feet?
o Yes
Appendix B – Traffic Counts
File Name : Wilmington(US 421 and Horn)
Site Code :
Start Date : 11/16/2023
Page No : 1
Groups Printed- Cars + - Trucks
US 421
Southbound
Commercial Driveway
Westbound
US 421
Northbound
Horn Road
Eastbound
Start Time Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Int. Total
07:00 AM 2 164 0 5 0 171 0 0 0 0 0 0 0 326 4 1 0 331 11 0 0 0 0 11 513
07:15 AM 4 303 0 2 0 309 0 0 0 0 0 0 0 427 3 0 0 430 14 0 0 0 0 14 753
07:30 AM 6 300 0 6 0 312 0 0 0 0 0 0 0 442 3 0 0 445 8 0 0 0 0 8 765
07:45 AM 5 346 0 9 0 360 0 0 0 0 0 0 0 440 6 0 0 446 15 0 0 0 0 15 821
Total 17 1113 0 22 0 1152 0 0 0 0 0 0 0 1635 16 1 0 1652 48 0 0 0 0 48 2852
08:00 AM 6 338 0 2 0 346 0 0 0 0 0 0 0 418 7 0 0 425 11 0 0 0 0 11 782
08:15 AM 3 211 0 5 0 219 0 0 0 0 0 0 0 383 15 0 0 398 11 0 0 0 0 11 628
08:30 AM 4 251 1 6 0 262 0 0 0 0 0 0 0 368 10 2 0 380 7 0 0 0 0 7 649
08:45 AM 7 269 0 7 0 283 0 0 0 0 0 0 0 312 10 0 0 322 6 0 0 0 0 6 611
Total 20 1069 1 20 0 1110 0 0 0 0 0 0 0 1481 42 2 0 1525 35 0 0 0 0 35 2670
Grand Total 37 2182 1 42 0 2262 0 0 0 0 0 0 0 3116 58 3 0 3177 83 0 0 0 0 83 5522
Apprch %1.6 96.5 0 1.9 0 0 0 0 0 0 0 98.1 1.8 0.1 0 100 0 0 0 0
Total %0.7 39.5 0 0.8 0 41 0 0 0 0 0 0 0 56.4 1.1 0.1 0 57.5 1.5 0 0 0 0 1.5
Cars +37 2126 1 42 0 2206 0 0 0 0 0 0 0 3056 56 3 0 3115 81 0 0 0 0 81 5402
% Cars +100 97.4 100 100 0 97.5 0 0 0 0 0 0 0 98.1 96.6 100 0 98 97.6 0 0 0 0 97.6 97.8
Trucks 0 56 0 0 0 56 0 0 0 0 0 0 0 60 2 0 0 62 2 0 0 0 0 2 120
% Trucks 0 2.6 0 0 0 2.5 0 0 0 0 0 0 0 1.9 3.4 0 0 2 2.4 0 0 0 0 2.4 2.2
File Name : Wilmington(US 421 and Horn)
Site Code :
Start Date : 11/16/2023
Page No : 2
US 421
Southbound
Commercial Driveway
Westbound
US 421
Northbound
Horn Road
Eastbound
Start Time Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 4 303 0 2 0 309 0 0 0 0 0 0 0 427 3 0 0 430 14 0 0 0 0 14 753
07:30 AM 6 300 0 6 0 312 0 0 0 0 0 0 0 442 3 0 0 445 8 0 0 0 0 8 765
07:45 AM 5 346 0 9 0 360 0 0 0 0 0 0 0 440 6 0 0 446 15 0 0 0 0 15 821
08:00 AM 6 338 0 2 0 346 0 0 0 0 0 0 0 418 7 0 0 425 11 0 0 0 0 11 782
Total Volume 21 1287 0 19 0 1327 0 0 0 0 0 0 0 1727 19 0 0 1746 48 0 0 0 0 48 3121
% App. Total 1.6 97 0 1.4 0 0 0 0 0 0 0 98.9 1.1 0 0 100 0 0 0 0
PHF .875 .930 .000 .528 .000 .922 .000 .000 .000 .000 .000 .000 .000 .977 .679 .000 .000 .979 .800 .000 .000 .000 .000 .800 .950
US 421
H
o
r
n
R
o
a
d
C
o
m
m
e
r
c
i
a
l
D
r
i
v
e
w
a
y
US 421
Right
21
Thru
1287
Left
0
UTrn
19
Peds
0
InOut Total
1727 1327 3054 Out
19
In
0
Total
19
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
UT
r
n
0
Pe
d
s
0
Ou
t
To
t
a
l
In
0
0
0
Ou
t
0
In
0
To
t
a
l
0
UTrn
0
Left
19
Thru
1727
Right
0
Peds
0
Out TotalIn
1335 1746 3081
Out 0
In 0
Total 0
UT
r
n
0
Le
f
t
0
Th
r
u
0
Ri
g
h
t
48
Pe
d
s
0
To
t
a
l
Ou
t
In
40
48
88
Ou
t
0
In
0
To
t
a
l
0
Peak Hour Begins at 07:15 AM
Cars +
Trucks
Peak Hour Data
North
File Name : Wilmington(US 421 and Horn)
Site Code :
Start Date : 11/16/2023
Page No : 1
Groups Printed- Cars + - Trucks
US 421
Southbound
Commercial Driveway
Westbound
US 421
Northbound
Horn Road
Eastbound
Start Time Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Int. Total
04:00 PM 13 414 0 7 0 434 0 0 0 0 0 0 1 311 10 4 0 326 9 0 0 0 0 9 769
04:15 PM 17 486 0 3 0 506 0 0 0 0 0 0 0 365 10 2 0 377 13 0 0 0 0 13 896
04:30 PM 17 415 0 4 0 436 0 0 0 0 0 0 1 334 14 2 0 351 10 0 0 0 0 10 797
04:45 PM 15 458 0 6 0 479 0 0 1 0 0 1 3 351 14 3 0 371 15 0 0 0 0 15 866
Total 62 1773 0 20 0 1855 0 0 1 0 0 1 5 1361 48 11 0 1425 47 0 0 0 0 47 3328
05:00 PM 20 443 1 6 0 470 0 0 0 0 1 1 0 374 13 2 0 389 9 0 0 0 0 9 869
05:15 PM 15 483 1 7 0 506 0 0 0 0 0 0 0 347 22 2 0 371 9 0 0 0 0 9 886
05:30 PM 11 468 0 4 0 483 0 0 0 0 0 0 0 372 16 1 0 389 14 0 0 0 0 14 886
05:45 PM 15 424 0 5 0 444 0 0 0 0 0 0 3 361 16 4 0 384 13 0 0 0 0 13 841
Total 61 1818 2 22 0 1903 0 0 0 0 1 1 3 1454 67 9 0 1533 45 0 0 0 0 45 3482
Grand Total 123 3591 2 42 0 3758 0 0 1 0 1 2 8 2815 115 20 0 2958 92 0 0 0 0 92 6810
Apprch %3.3 95.6 0.1 1.1 0 0 0 50 0 50 0.3 95.2 3.9 0.7 0 100 0 0 0 0
Total %1.8 52.7 0 0.6 0 55.2 0 0 0 0 0 0 0.1 41.3 1.7 0.3 0 43.4 1.4 0 0 0 0 1.4
Cars +122 3561 2 42 0 3727 0 0 1 0 1 2 8 2751 114 20 0 2893 92 0 0 0 0 92 6714
% Cars +99.2 99.2 100 100 0 99.2 0 0 100 0 100 100 100 97.7 99.1 100 0 97.8 100 0 0 0 0 100 98.6
Trucks 1 30 0 0 0 31 0 0 0 0 0 0 0 64 1 0 0 65 0 0 0 0 0 0 96
% Trucks 0.8 0.8 0 0 0 0.8 0 0 0 0 0 0 0 2.3 0.9 0 0 2.2 0 0 0 0 0 0 1.4
File Name : Wilmington(US 421 and Horn)
Site Code :
Start Date : 11/16/2023
Page No : 2
US 421
Southbound
Commercial Driveway
Westbound
US 421
Northbound
Horn Road
Eastbound
Start Time Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 15 458 0 6 0 479 0 0 1 0 0 1 3 351 14 3 0 371 15 0 0 0 0 15 866
05:00 PM 20 443 1 6 0 470 0 0 0 0 1 1 0 374 13 2 0 389 9 0 0 0 0 9 869
05:15 PM 15 483 1 7 0 506 0 0 0 0 0 0 0 347 22 2 0 371 9 0 0 0 0 9 886
05:30 PM 11 468 0 4 0 483 0 0 0 0 0 0 0 372 16 1 0 389 14 0 0 0 0 14 886
Total Volume 61 1852 2 23 0 1938 0 0 1 0 1 2 3 1444 65 8 0 1520 47 0 0 0 0 47 3507
% App. Total 3.1 95.6 0.1 1.2 0 0 0 50 0 50 0.2 95 4.3 0.5 0 100 0 0 0 0
PHF .763 .959 .500 .821 .000 .958 .000 .000 .250 .000 .250 .500 .250 .965 .739 .667 .000 .977 .783 .000 .000 .000 .000 .783 .990
US 421
H
o
r
n
R
o
a
d
C
o
m
m
e
r
c
i
a
l
D
r
i
v
e
w
a
y
US 421
Right
61
Thru
1852
Left
2
UTrn
23
Peds
0
InOut Total
1444 1938 3382 Out
23
In
0
Total
23
Ri
g
h
t
0
Th
r
u
0
Le
f
t
1
UT
r
n
0
Pe
d
s
1
Ou
t
To
t
a
l
In
5
2
7
Ou
t
0
In
0
To
t
a
l
0
UTrn
8
Left
65
Thru
1444
Right
3
Peds
0
Out TotalIn
1900 1520 3420
Out 8
In 0
Total 8
UT
r
n
0
Le
f
t
0
Th
r
u
0
Ri
g
h
t
47
Pe
d
s
0
To
t
a
l
Ou
t
In
12
6
47
17
3
Ou
t
0
In
0
To
t
a
l
0
Peak Hour Begins at 04:45 PM
Cars +
Trucks
Peak Hour Data
North
File Name : Wilmington(US 421 and SIlver Lake)
Site Code :
Start Date : 11/16/2023
Page No : 1
Groups Printed- Cars + - Trucks
US-421
Southbound
Shade Tree Lane
Westbound
US-421
Northbound
Silver Lake Road
Eastbound
Start Time Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Int. Total
07:00 AM 11 160 5 2 0 178 23 3 10 0 0 36 6 289 31 2 1 329 24 0 16 0 0 40 583
07:15 AM 23 281 5 6 0 315 20 12 4 0 0 36 6 356 35 1 0 398 42 2 39 0 0 83 832
07:30 AM 18 268 9 5 0 300 37 5 14 0 0 56 6 349 21 4 0 380 42 0 53 0 0 95 831
07:45 AM 5 366 4 4 0 379 24 1 19 0 0 44 7 402 19 7 0 435 35 0 15 0 0 50 908
Total 57 1075 23 17 0 1172 104 21 47 0 0 172 25 1396 106 14 1 1542 143 2 123 0 0 268 3154
08:00 AM 10 345 5 3 1 364 19 2 14 0 0 35 16 392 16 1 0 425 23 2 12 0 0 37 861
08:15 AM 11 215 6 7 0 239 22 1 6 0 0 29 10 357 21 5 0 393 27 1 17 0 0 45 706
08:30 AM 8 241 6 4 0 259 17 0 3 0 1 21 4 337 11 3 0 355 28 0 18 0 0 46 681
08:45 AM 11 258 4 5 0 278 12 0 7 0 0 19 2 288 14 5 0 309 19 0 18 0 0 37 643
Total 40 1059 21 19 1 1140 70 3 30 0 1 104 32 1374 62 14 0 1482 97 3 65 0 0 165 2891
Grand Total 97 2134 44 36 1 2312 174 24 77 0 1 276 57 2770 168 28 1 3024 240 5 188 0 0 433 6045
Apprch %4.2 92.3 1.9 1.6 0 63 8.7 27.9 0 0.4 1.9 91.6 5.6 0.9 0 55.4 1.2 43.4 0 0
Total %1.6 35.3 0.7 0.6 0 38.2 2.9 0.4 1.3 0 0 4.6 0.9 45.8 2.8 0.5 0 50 4 0.1 3.1 0 0 7.2
Cars +95 2081 43 36 0 2255 170 24 77 0 1 272 54 2716 163 28 1 2962 233 5 185 0 0 423 5912
% Cars +97.9 97.5 97.7 100 0 97.5 97.7 100 100 0 100 98.6 94.7 98.1 97 100 100 97.9 97.1 100 98.4 0 0 97.7 97.8
Trucks 2 53 1 0 1 57 4 0 0 0 0 4 3 54 5 0 0 62 7 0 3 0 0 10 133
% Trucks 2.1 2.5 2.3 0 100 2.5 2.3 0 0 0 0 1.4 5.3 1.9 3 0 0 2.1 2.9 0 1.6 0 0 2.3 2.2
File Name : Wilmington(US 421 and SIlver Lake)
Site Code :
Start Date : 11/16/2023
Page No : 2
US-421
Southbound
Shade Tree Lane
Westbound
US-421
Northbound
Silver Lake Road
Eastbound
Start Time Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 23 281 5 6 0 315 20 12 4 0 0 36 6 356 35 1 0 398 42 2 39 0 0 83 832
07:30 AM 18 268 9 5 0 300 37 5 14 0 0 56 6 349 21 4 0 380 42 0 53 0 0 95 831
07:45 AM 5 366 4 4 0 379 24 1 19 0 0 44 7 402 19 7 0 435 35 0 15 0 0 50 908
08:00 AM 10 345 5 3 1 364 19 2 14 0 0 35 16 392 16 1 0 425 23 2 12 0 0 37 861
Total Volume 56 1260 23 18 1 1358 100 20 51 0 0 171 35 1499 91 13 0 1638 142 4 119 0 0 265 3432
% App. Total 4.1 92.8 1.7 1.3 0.1 58.5 11.7 29.8 0 0 2.1 91.5 5.6 0.8 0 53.6 1.5 44.9 0 0
PHF .609 .861 .639 .750 .250 .896 .676 .417 .671 .000 .000 .763 .547 .932 .650 .464 .000 .941 .845 .500 .561 .000 .000 .697 .945
US-421
S
i
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v
e
r
L
a
k
e
R
o
a
d
S
h
a
d
e
T
r
e
e
L
a
n
e
US-421
Right
56
Thru
1260
Left
23
UTrn
18
Peds
1
InOut Total
1718 1358 3076 Out
18
In
0
Total
18
Ri
g
h
t
10
0
Th
r
u
20
Le
f
t
51
UT
r
n
0
Pe
d
s
0
Ou
t
To
t
a
l
In
62
17
1
23
3
Ou
t
0
In
0
To
t
a
l
0
UTrn
13
Left
91
Thru
1499
Right
35
Peds
0
Out TotalIn
1453 1638 3091
Out13
In 0
Total13
UT
r
n
0
Le
f
t
11
9
Th
r
u
4
Ri
g
h
t
14
2
Pe
d
s
0
To
t
a
l
Ou
t
In
16
7
26
5
43
2
Ou
t
0
In
0
To
t
a
l
0
Peak Hour Begins at 07:15 AM
Cars +
Trucks
Peak Hour Data
North
File Name : Wilmington(US 421 and SIlver Lake)
Site Code :
Start Date : 11/16/2023
Page No : 1
Groups Printed- Cars + - Trucks
US-421
Southbound
Shade Tree Lane
Westbound
US-421
Northbound
Silver Lake Road
Eastbound
Start Time Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Int. Total
04:00 PM 14 400 14 3 0 431 6 2 2 0 0 10 21 300 30 7 0 358 39 5 22 0 0 66 865
04:15 PM 30 464 13 1 0 508 10 4 0 0 0 14 18 352 26 3 0 399 22 1 6 0 0 29 950
04:30 PM 17 383 13 9 0 422 3 3 7 0 0 13 12 332 24 7 0 375 34 1 24 0 0 59 869
04:45 PM 21 453 7 7 0 488 6 1 15 0 0 22 18 333 35 2 0 388 32 2 12 0 0 46 944
Total 82 1700 47 20 0 1849 25 10 24 0 0 59 69 1317 115 19 0 1520 127 9 64 0 0 200 3628
05:00 PM 19 448 10 4 0 481 11 5 7 0 0 23 21 358 30 5 0 414 27 2 17 0 0 46 964
05:15 PM 28 453 19 7 0 507 12 1 10 0 0 23 19 339 24 7 0 389 36 1 19 0 0 56 975
05:30 PM 22 442 21 8 0 493 8 3 10 0 0 21 12 340 20 5 0 377 42 1 30 0 0 73 964
05:45 PM 24 394 12 7 0 437 14 2 13 0 0 29 17 323 35 8 0 383 29 4 23 0 0 56 905
Total 93 1737 62 26 0 1918 45 11 40 0 0 96 69 1360 109 25 0 1563 134 8 89 0 0 231 3808
Grand Total 175 3437 109 46 0 3767 70 21 64 0 0 155 138 2677 224 44 0 3083 261 17 153 0 0 431 7436
Apprch %4.6 91.2 2.9 1.2 0 45.2 13.5 41.3 0 0 4.5 86.8 7.3 1.4 0 60.6 3.9 35.5 0 0
Total %2.4 46.2 1.5 0.6 0 50.7 0.9 0.3 0.9 0 0 2.1 1.9 36 3 0.6 0 41.5 3.5 0.2 2.1 0 0 5.8
Cars +173 3412 107 46 0 3738 67 21 64 0 0 152 137 2617 224 44 0 3022 259 17 149 0 0 425 7337
% Cars +98.9 99.3 98.2 100 0 99.2 95.7 100 100 0 0 98.1 99.3 97.8 100 100 0 98 99.2 100 97.4 0 0 98.6 98.7
Trucks 2 25 2 0 0 29 3 0 0 0 0 3 1 60 0 0 0 61 2 0 4 0 0 6 99
% Trucks 1.1 0.7 1.8 0 0 0.8 4.3 0 0 0 0 1.9 0.7 2.2 0 0 0 2 0.8 0 2.6 0 0 1.4 1.3
File Name : Wilmington(US 421 and SIlver Lake)
Site Code :
Start Date : 11/16/2023
Page No : 2
US-421
Southbound
Shade Tree Lane
Westbound
US-421
Northbound
Silver Lake Road
Eastbound
Start Time Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Right Thru Left UTrn Peds App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 21 453 7 7 0 488 6 1 15 0 0 22 18 333 35 2 0 388 32 2 12 0 0 46 944
05:00 PM 19 448 10 4 0 481 11 5 7 0 0 23 21 358 30 5 0 414 27 2 17 0 0 46 964
05:15 PM 28 453 19 7 0 507 12 1 10 0 0 23 19 339 24 7 0 389 36 1 19 0 0 56 975
05:30 PM 22 442 21 8 0 493 8 3 10 0 0 21 12 340 20 5 0 377 42 1 30 0 0 73 964
Total Volume 90 1796 57 26 0 1969 37 10 42 0 0 89 70 1370 109 19 0 1568 137 6 78 0 0 221 3847
% App. Total 4.6 91.2 2.9 1.3 0 41.6 11.2 47.2 0 0 4.5 87.4 7 1.2 0 62 2.7 35.3 0 0
PHF .804 .991 .679 .813 .000 .971 .771 .500 .700 .000 .000 .967 .833 .957 .779 .679 .000 .947 .815 .750 .650 .000 .000 .757 .986
US-421
S
i
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a
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R
o
a
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S
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a
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e
T
r
e
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L
a
n
e
US-421
Right
90
Thru
1796
Left
57
UTrn
26
Peds
0
InOut Total
1485 1969 3454 Out
26
In
0
Total
26
Ri
g
h
t
37
Th
r
u
10
Le
f
t
42
UT
r
n
0
Pe
d
s
0
Ou
t
To
t
a
l
In
13
3
89
22
2
Ou
t
0
In
0
To
t
a
l
0
UTrn
19
Left
109
Thru
1370
Right
70
Peds
0
Out TotalIn
1975 1568 3543
Out19
In 0
Total19
UT
r
n
0
Le
f
t
78
Th
r
u
6
Ri
g
h
t
13
7
Pe
d
s
0
To
t
a
l
Ou
t
In
20
9
22
1
43
0
Ou
t
0
In
0
To
t
a
l
0
Peak Hour Begins at 04:45 PM
Cars +
Trucks
Peak Hour Data
North
Appendix C – Traffic Signal Timings / Plans
existing
existing
existing
existing
existing
existing
existing
existing
ex
ex
ex
ex
ex
e
x
e
x
e
x
45 Mph 0% Grade
US 421 (Carolina Beach Road)
45 Mph -1% Grade
3
5
Mp
h
0
%
Gr
a
d
e
S
R
2
3
8
1
(
S
h
a
d
e
T
r
e
e
L
a
n
e
)
S
R
1
1
9
7
(
S
i
l
v
e
r
L
a
k
e
R
o
a
d
)
US 421 (Carolina Beach Road)
3
5
Mp
h
+
1
%
Gr
a
d
e
Case S35H3
Metal Pole #5
Case S35H3
Metal Pole #6
Case S35H3
Metal Pole #7 Case S35H3
Metal Pole #8
21
22
41
42
51
11
62
8182
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
FEATURE
PHASE
1 2 4 5 6 8
MIN RECALL MIN RECALL
YELLOW YELLOW
ON ON
----
------
----
--
----
----
--ON --ON
----
----
ON ON ON ON
Min Green 1 *
Extension 1 *
Max Green 1 *
Yellow Clearance
Red Clearance
Walk 1 *
Don't W alk 1
Seconds Per Actuation *
Max Variable Initial *
Time Before Reduction *
Time To Reduce *
Minimum Gap
Recall Mode
Vehicle Call Memory
Dual Entry
Simultaneous Gap
----
----
OASIS 2070 TIMING CHART
is shown. Min Green for all other phases should not be lower than 4 seconds.
* These values may be field adjusted. Do not adjust Min Green and Extension times for phases 2 and 6 lower than what
TURNS
INDUCTIVE LOOPS
PHASE
DETECTOR PROGRAMMING
LOOP
TIME
DELAY
(FT)
STOPBAR
FROM
DISTANCE
(FT)
SIZE
TIME
STRETCH
N
E
W
C
A
R
D
NE
W
L
O
O
P
FU
L
L
T
I
M
E
D
E
L
A
Y
EX
T
E
N
S
I
O
N
CA
L
L
I
N
G
SY
S
T
E
M
L
O
O
P
----
-
-
-
-
-
-
-
-
-
--
-
-
-
-
-
-
-
-
---
-
-
-
--
-
-
-
-
--
-
-
-
-
-
OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
Metal Strain Pole
existing
existing
N/ADirectional Drill
"YIELD" Sign (R1-2)A A
TABLE OF OPERATION
FACE
SIGNAL
PHASE
FLASH0
1
+
6
0
1
+
5
02+5 02+6 04+8
R
Y
FY
12"
R
Y
G
12"
F
Y
F
Y
F
Y
F
Y R
R Y
Y
R R R YGG
R R R RRG
R R R R RG
R R R YGG
02+6
02+5
01+6
01+5
04+8
SIGNAL FACE I.D.
NOTES
SHEET NO.PROJECT REFERENCE NO.
SEAL
PREPARED BY:
SIG. INVENTORY NO.
SCALE REVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:
DATE
PLAN DATE:
0
Division 3 New Hanover County Wilmington
SR 2381 (Shade Tree Lane)
SR 1197 (Silver Lake Road) /
at
US 421 (Carolina Beach Road)
July 2015 PLA
Jeff Spence
1"=30'
30
03-0832
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All Heads L.E.D.
Directional Arrow
Controller & Cabinet
Signal Pole with Guy
With Push Button & Sign
Signal Pole with Sidewalk Guy
Inductive Loop Detector
Traffic Signal Head
Pedestrian Signal Head
2-in Underground Conduit
LEGEND
PROPOSED EXISTING
Sign
Modified Signal Head N/A
Junction Box
N/A Right of Way
1A
2A
2B
4A
5A
6A
6B
8A
6X40
6X40
6X40
6X40
6X6
6X6
6X6
6X6
0
300
300
300
300
0
0
0
2-4-2
2-4-2
2-4-2
2-4-2
5
5
5
5
1
2
2
4
5
6
6
8
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y Y
Y
Y
Y Y
Y
Y
Y
Y
Y Y
Y
3
3
3
3
11
21,22
41,42
51
61,62
12 12
2.0 6.0 2.0 2.0 6.0 2.0
15 90 25 25 90 25
3.0 4.6 3.8
2.4
3.0 4.6 3.8
34
15
30
3.0
1.8
34
15
30
3.0
51
11
PHASING DIAGRAM
N
6
2
10
10
Wilmington Signal System
Fully Actuated
5 Phase
Controller Asset # 0832.
7. Signal system data:
Sig. 1.0
81,82
81,82
61,62
41,42
21,22
---6X40 0 2-4-2 8 Y Y8B 15 -
2.5
ex
ex
61
PREPARED BY:DATE:
DATE:REVIEWED BY:
COMMENTS
Plan of Record
its original state.
by field personnel. This plan may have been modified from
This plan of record reflects existing field conditions as submitted
DATE: SIGNATURE:
document.
considered a certified
This document shall not be
on 4/18/2018
Zachary M. Little , 030530
issued and sealed by
This document originally
Not a certified document.
-
-
-
-
-
-
-
-
-
Plan of Record
POR
Jeff Spence
supersede these values.
signal system timing values
operation only. Coordinated
chart are for free-run
5. Maximum times shown in timing
presence mode.
4. Set all detector units to
lagged.
3. Phase 1 and/or phase 5 may be
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
5 5 5 5
2.6
1.5
1.6 1.63.1
July 2020
July 2020KGP,Jr.
DATE
1
1
Updated clearance times. - jrs
Relocated phase 1,5 Stopbars; decreased Sec./
Act. times for phase 2.
REVISION SEAL1
NO RTH CARO
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6B
6A
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750 N. Greenfield Pkwy, Garner, NC 27529
Prepared in the Offices of:
8A
8B
7/9/2020
7/9/2020
7/9/2020
832 - Beach Rd @ Silver Lake / Shade Tree
B - Scheduling Events 1-100
12/12/2023 5:33 PMStartStopStart Stop DOW Del
Event Pri Date Date Time Time Enabled When Event Groups Assigned
#Event Type Event Details LMH MM DD MM DD HH MM HH MM 1 2 3 4 5 6 7 Done Cont 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
1 Coordination Plan Free L 1 1 12 31 0 0 24 0 1 2 3 4 5 6 7 N N
2 None 0 0 0 0 0 0 0 0 N N
3 None 0 0 0 0 0 0 0 0 N N
4 None 0 0 0 0 0 0 0 0 N N
5 None 0 0 0 0 0 0 0 0 N N
6 None 0 0 0 0 0 0 0 0 N N
7 None 0 0 0 0 0 0 0 0 N N
8 None 0 0 0 0 0 0 0 0 N N
9 None 0 0 0 0 0 0 0 0 N N
10 None 0 0 0 0 0 0 0 0 N N
11 None 0 0 0 0 0 0 0 0 N N
12 None 0 0 0 0 0 0 0 0 N N
13 Change Phase Timing Page (1-4)2 1 1 12 31 8 0 18 0 1 N N
14 None 0 0 0 0 0 0 0 0 N N
15 Coordination Plan 32-3 L 1 1 12 31 12 0 16 0 1 N N
16 None 0 0 0 0 0 0 0 0 N N
17 None 0 0 0 0 0 0 0 0 N N
18 None 0 0 0 0 0 0 0 0 N N
19 None 0 0 0 0 0 0 0 0 N N
20 None 0 0 0 0 0 0 0 0 N N
21 None 0 0 0 0 0 0 0 0 N N
22 None 0 0 0 0 0 0 0 0 N N
23 None 0 0 0 0 0 0 0 0 N N
24 None 0 0 0 0 0 0 0 0 N N
25 None 0 0 0 0 0 0 0 0 N N
26 None 0 0 0 0 0 0 0 0 N N
27 None 0 0 0 0 0 0 0 0 N N
28 None 0 0 0 0 0 0 0 0 N N
29 None 0 0 0 0 0 0 0 0 N N
30 None 0 0 0 0 0 0 0 0 N N
31 Coordination Plan 3-3 L 1 1 12 31 6 25 7 0 2 3 4 5 6 N N
32 None 0 0 0 0 0 0 0 0 N N
33 Coordination Plan 4-1 L 1 1 12 31 7 0 8 58 2 3 4 5 6 N N
34 Coordination Plan 44-1 L 1 1 12 31 7 25 8 58 N N
35 None 0 0 0 0 0 0 0 0 N N
36 Coordination Plan 6-3 L 1 1 12 31 8 58 10 15 2 3 4 5 6 N N
37 None 0 0 0 0 0 0 0 0 N N
38 None 0 0 0 0 0 0 0 0 N N
39 None 0 0 0 0 0 0 0 0 N N
40 None 0 0 0 0 0 0 0 0 N N
41 Coordination Plan 8-3 L 1 1 12 31 10 15 16 15 2 3 4 5 6 N N
42 None 0 0 0 0 0 0 0 0 N N
43 None 0 0 0 0 0 0 0 0 N N
44 None 0 0 0 0 0 0 0 0 N N
45 None 0 0 0 0 0 0 0 0 N N
46 None 0 0 0 0 0 0 0 0 N N
47 Coordination Plan 12-3 L 1 1 12 31 15 0 16 30 N N
48 None 0 0 0 0 0 0 0 0 N N
49 Coordination Plan 13-2 L 1 1 12 31 16 15 18 15 2 3 4 5 6 N N
50 None 0 0 0 0 0 0 0 0 N N
832 - Beach Rd @ Silver Lake / Shade Tree
9 - Coordination Plan 4
12/12/2023 5:33 PM
Coordination Plan # 4
Cycle length (0-999 sec)156
Min Transition Cycle (0-999 sec)0
Max Transition Cycle (0-999 sec)180
Offset # or Ring: 1 2 3 4
Offsets (0-999 sec)18 0 0 0
Act Coord Phase Min Green 0 0 0 0
(0-255)
Splits (0-255 sec)
Phase 1 2 3 4 5 6 7 8
Split 16 102 0 38 22 96 0 38
Phase 9 10 11 12 13 14 15 16
Split 0 0 0 0 0 0 0 0
Phase/Function Settings:
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Coordinated Phase 2 6
Float Force Offs
Hold to Force Off
Hi Priority Ped
Dynamic/Backup
Options: (Y/N)Manual Permissives by Phase:
Split/Timing in percent? N *Applies when "Manual" permissive is selected
*Permissive Mode (0-4)0 *0 = Auto Vehicle Pedestrian
Enable Transition Permissive Mode?N 1 = Open (0-255 sec)Start Stop Start Stop
Adjust Non-Coordinated Splits?Y 2 = Manual Phase 1 0 0 0 0
Cycle Once per Cycle Length?Y 3 = Window Phase 2 0 0 0 0
4 = Walk Phase 3 0 0 0 0
Active Pages:Phase 4 0 0 0 0
Phase Sequence Page (1-12)2 Phase 5 0 0 0 0
Phase Timing Page (1-4)2 Phase 6 0 0 0 0
Phase Control Page (1-4)1 Phase 7 0 0 0 0
OverLap Control Page (1-4)1 Phase 8 0 0 0 0
Input Page (1-4)1 Phase 9 0 0 0 0
Output Page (1-4)1 Phase 10 0 0 0 0
Phase 11 0 0 0 0
Global Manual Permissive windows:Phase 12 0 0 0 0
*Applies when "Window" permissive is selected Phase 13 0 0 0 0
Manual Perm 1 End Point (0-255 sec)0 Phase 14 0 0 0 0
Manual Perm 2 Start Point (0-255 sec)0 Phase 15 0 0 0 0
Manual Perm 2 End Point (0-255 sec)0 Phase 16 0 0 0 0
Verify Plan Data
832 - Beach Rd @ Silver Lake / Shade Tree
9 - Coordination Plan 13
12/12/2023 5:33 PM
Coordination Plan # 13
Cycle length (0-999 sec)156
Min Transition Cycle (0-999 sec)0
Max Transition Cycle (0-999 sec)180
Offset # or Ring: 1 2 3 4
Offsets (0-999 sec)0 62 0 0
Act Coord Phase Min Green 0 0 0 0
(0-255)
Splits (0-255 sec)
Phase 1 2 3 4 5 6 7 8
Split 18 108 0 30 25 101 0 30
Phase 9 10 11 12 13 14 15 16
Split 0 0 0 0 0 0 0 0
Phase/Function Settings:
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Coordinated Phase 2 6
Float Force Offs
Hold to Force Off
Hi Priority Ped
Dynamic/Backup
Options: (Y/N)Manual Permissives by Phase:
Split/Timing in percent? N *Applies when "Manual" permissive is selected
*Permissive Mode (0-4)0 *0 = Auto Vehicle Pedestrian
Enable Transition Permissive Mode?N 1 = Open (0-255 sec)Start Stop Start Stop
Adjust Non-Coordinated Splits?Y 2 = Manual Phase 1 0 0 0 0
Cycle Once per Cycle Length?Y 3 = Window Phase 2 0 0 0 0
4 = Walk Phase 3 0 0 0 0
Active Pages:Phase 4 0 0 0 0
Phase Sequence Page (1-12)3 Phase 5 0 0 0 0
Phase Timing Page (1-4)2 Phase 6 0 0 0 0
Phase Control Page (1-4)1 Phase 7 0 0 0 0
OverLap Control Page (1-4)1 Phase 8 0 0 0 0
Input Page (1-4)1 Phase 9 0 0 0 0
Output Page (1-4)1 Phase 10 0 0 0 0
Phase 11 0 0 0 0
Global Manual Permissive windows:Phase 12 0 0 0 0
*Applies when "Window" permissive is selected Phase 13 0 0 0 0
Manual Perm 1 End Point (0-255 sec)0 Phase 14 0 0 0 0
Manual Perm 2 Start Point (0-255 sec)0 Phase 15 0 0 0 0
Manual Perm 2 End Point (0-255 sec)0 Phase 16 0 0 0 0
Verify Plan Data
832 - Beach Rd @ Silver Lake / Shade Tree
4 - Phase Sequence Page 2
12/12/2023 5:34 PM
Rings Barrier 1 Barrier 2 Barrier 3 Barrier 4
1 0 2 1 0 0 4 0 0 0 0 0 0 0 0 0 0256000800000000003000000000000000040000000000000000
Rings Barrier 5 Barrier 6 Barrier 7 Barrier 8
1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 020000000000000000
3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 040000000000000000
Phase Directions
10 50 90 130
20 60 100 140
30 70 110 150
40 80 120 160
832 - Beach Rd @ Silver Lake / Shade Tree
4 - Phase Sequence Page 3
12/12/2023 5:34 PM
Rings Barrier 1 Barrier 2 Barrier 3 Barrier 4
1 1 2 0 0 0 4 0 0 0 0 0 0 0 0 0 0206500800000000003000000000000000040000000000000000
Rings Barrier 5 Barrier 6 Barrier 7 Barrier 8
1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 020000000000000000
3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 040000000000000000
Phase Directions
10 50 90 130
20 60 100 140
30 70 110 150
40 80 120 160
832 - Beach Rd @ Silver Lake / Shade Tree
3 - Phase Timing 2
12/12/2023 5:34 PM
Phase
Phase Timing Elements 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
Minimum Green 1 5 12 0 5 5 12 0 5 0 0 0 0 0 0 0 0
Minimum Green 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Re-service Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Extension 1 (Gap 1)2.0 6.0 0.0 2.0 2.0 6.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Extension 2 (Gap 2)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Maximum Green 1 20 90 0 25 20 90 0 25 0 0 0 0 0 0 0 0
Maximum Green 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Yellow Clearance 3.0 4.6 4.0 3.1 3.0 4.6 4.0 3.2 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Red Clearance 2.6 1.6 2.0 3.1 3.1 1.6 2.0 3.2 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Red Revert 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Walk 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dont Walk 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dont Walk 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Walk Advance Time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Walk Delay Time 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Alternate Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Alternate Dont Walk 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Alternate Min Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dynamic Max / Max 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Dynamic Max Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Seconds / Actuation 0.0 1.5 0.0 0.0 0.0 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Max Variable Initial 0 34 0 0 0 34 0 0 0 0 0 0 0 0 0 0
Time Before Reduction 0 15 0 0 0 15 0 0 0 0 0 0 0 0 0 0
Time To Reduce 0 30 0 0 0 30 0 0 0 0 0 0 0 0 0 0
Minimum Gap 0.0 3.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Alt Flash Frequency (0-25.5 Hz)1.0
Appendix D – NCDOT Nomograph
Ramah Church Road / McCord Road (Southbound Left-Turn)
Carolina Beach Road / Site Access 1Northbound Right-Turn
LEGEND
= AM Peak
= PM Peak2025 Build AM and PM Peak Hours
AM Peak Hour
VR =142
V = 1842
PM Peak Hour
1171608VR =V =
Appendix D – Synchro / SimTraffic Analysis
Outputs
2023 Existing Traffic Volumes
Sheetz (Shade Tree)
1: Carolina Beach Road & Horn Road 01/15/2024
2023 Existing AM Peak Hour Synchro 11 Report
Timmons Group Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph)0 48 4 19 1727 19 1287 21
Future Volume (vph)0 48 4 19 1727 19 1287 21
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 350 350 150
Storage Lanes 0 1 1 1 1
Taper Length (ft)100 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 1611 0 1770 3539 1770 3539 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm)0 1611 0 1770 3539 1770 3539 1583
Link Speed (mph)35 45 45
Link Distance (ft)1366 432 1733
Travel Time (s)26.6 6.5 26.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 53 4 21 1919 21 1430 23
Shared Lane Traffic (%)
Lane Group Flow (vph)0 53 0 25 1919 21 1430 23
Enter Blocked Intersection No No No No No No No No
Lane Alignment Left Right R NA Left Left R NA 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)15 9 9 15 9 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 52.2%ICU Level of Service A
Analysis Period (min) 15
Sheetz (Shade Tree)
1: Carolina Beach Road & Horn Road 01/15/2024
2023 Existing AM Peak Hour Synchro 11 Report
Timmons Group Page 2
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 48 4 19 1727 19 1287 21
Future Vol, veh/h 0 48 4 19 1727 19 1287 21
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None -- None -- None
Storage Length -0 - 350 - 350 - 150
Veh in Median Storage, # 0 ---0 -0 -
Grade, %0 ---0 -0 -
Peak Hour Factor 90 90 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2 2 2
Mvmt Flow 0 53 4 21 1919 21 1430 23
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 715 1430 1453 0 1919 -0
Stage 1 --------
Stage 2 --------
Critical Hdwy - 6.94 6.44 4.14 - 6.44 --
Critical Hdwy Stg 1 --------
Critical Hdwy Stg 2 --------
Follow-up Hdwy - 3.32 2.52 2.22 - 2.52 --
Pot Cap-1 Maneuver 0 373 175 462 - 84 --
Stage 1 0 -------
Stage 2 0 -------
Platoon blocked, %---
Mov Cap-1 Maneuver - 373 341 341 - 84 --
Mov Cap-2 Maneuver --------
Stage 1 --------
Stage 2 --------
Approach EB NB SB
HCM Control Delay, s 16.3 0.2 0.9
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBU SBT SBR
Capacity (veh/h)341 - 373 84 --
HCM Lane V/C Ratio 0.075 - 0.143 0.251 --
HCM Control Delay (s)16.4 - 16.3 61.7 --
HCM Lane LOS C -C F --
HCM 95th %tile Q(veh)0.2 - 0.5 0.9 --
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2023 Existing AM Peak Hour Synchro 11 Report
Timmons Group Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph)119 4 142 51 20 100 13 91 1499 35 18 23
Future Volume (vph)119 4 142 51 20 100 13 91 1499 35 18 23
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)1%0%0%
Storage Length (ft)0 100 0 125 275 175 200
Storage Lanes 0 1 0 1 1 1 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.954 0.965 0.950 0.950
Satd. Flow (prot)0 1768 1575 0 1798 1583 0 1770 3539 1583 0 1778
Flt Permitted 0.642 0.521 0.129 0.110
Satd. Flow (perm)0 1190 1575 0 970 1583 0 240 3539 1583 0 206
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph)25 25 45
Link Distance (ft)1241 337 1468
Travel Time (s)33.8 9.2 22.2
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
Adj. Flow (vph)132 4 158 57 22 111 14 101 1666 39 20 26
Shared Lane Traffic (%)
Lane Group Flow (vph)0 136 158 0 79 111 0 115 1666 39 0 46
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right R NA Left Left Right R NA Left
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99
Turning Speed (mph)15 9 15 9 9 15 9 9 15
Turn Type Perm NA Perm Perm NA Perm pm+pt pm+pt NA Perm pm+pt pm+pt
Protected Phases 4 8 5 5 2 1 1
Permitted Phases 4 4 8 8 2 2 2 6 6
Detector Phase 4 4 4 8 8 8 5 5 2 2 1 1
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 5.0
Minimum Split (s)24.2 24.2 24.2 24.3 24.3 24.3 11.5 11.5 24.2 24.2 11.5 11.5
Total Split (s)38.0 38.0 38.0 38.0 38.0 38.0 22.0 22.0 102.0 102.0 16.0 16.0
Total Split (%)24.4% 24.4% 24.4% 24.4% 24.4% 24.4% 14.1% 14.1% 65.4% 65.4% 10.3% 10.3%
Maximum Green (s)31.8 31.8 31.8 31.6 31.6 31.6 15.9 15.9 95.8 95.8 10.4 10.4
Yellow Time (s)3.1 3.1 3.1 3.2 3.2 3.2 3.0 3.0 4.6 4.6 3.0 3.0
All-Red Time (s)3.1 3.1 3.1 3.2 3.2 3.2 3.1 3.1 1.6 1.6 2.6 2.6
Lost Time Adjust (s)-1.2 -1.2 -1.4 -1.4 -1.1 -1.2 -1.2 -0.6
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lead Lead Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 2.0
Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 2.0
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2023 Existing AM Peak Hour Synchro 11 Report
Timmons Group Page 4
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph)1260 56
Future Volume (vph)1260 56
Ideal Flow (vphpl)1900 1900
Grade (%)-1%
Storage Length (ft)125
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot)3557 1591
Flt Permitted
Satd. Flow (perm)3557 1591
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)423
Travel Time (s)6.4
Peak Hour Factor 0.90 0.90
Adj. Flow (vph)1400 62
Shared Lane Traffic (%)
Lane Group Flow (vph)1400 62
Enter Blocked Intersection No No
Lane Alignment Left Right
Median Width(ft)12
Link Offset(ft)0
Crosswalk Width(ft)16
Two way Left Turn Lane
Headway Factor 0.99 0.99
Turning Speed (mph)9
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Detector Phase 6 6
Switch Phase
Minimum Initial (s)12.0 12.0
Minimum Split (s)24.2 24.2
Total Split (s)96.0 96.0
Total Split (%)61.5% 61.5%
Maximum Green (s)89.8 89.8
Yellow Time (s)4.6 4.6
All-Red Time (s)1.6 1.6
Lost Time Adjust (s)-1.2 -1.2
Total Lost Time (s)5.0 5.0
Lead/Lag Lag Lag
Lead-Lag Optimize?Yes Yes
Vehicle Extension (s)6.0 6.0
Minimum Gap (s)3.0 3.0
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2023 Existing AM Peak Hour Synchro 11 Report
Timmons Group Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 0.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 0.0
Recall Mode None None None None None None None None C-Max C-Max None None
Act Effct Green (s)22.8 22.8 22.8 22.8 110.4 110.4 110.4 108.9
Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.71 0.71 0.71 0.70
v/c Ratio 0.78 0.69 0.56 0.48 0.44 0.67 0.03 0.19
Control Delay 92.0 77.5 75.4 66.6 14.3 16.1 9.4 15.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 92.0 77.5 75.4 66.6 14.3 16.1 9.4 15.6
LOS F E E E B B A B
Approach Delay 84.2 70.3 15.9
Approach LOS F E B
Queue Length 50th (ft)136 155 76 105 37 494 12 13
Queue Length 95th (ft)203 222 128 162 72 686 30 36
Internal Link Dist (ft)1161 257 1388
Turn Bay Length (ft)100 125 275 175 200
Base Capacity (vph)251 333 205 334 336 2503 1120 254
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.54 0.47 0.39 0.33 0.34 0.67 0.03 0.18
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 18 (12%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 23.1 Intersection LOS: C
Intersection Capacity Utilization 75.3%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2023 Existing AM Peak Hour Synchro 11 Report
Timmons Group Page 6
Lane Group SBT SBR
Time Before Reduce (s)15.0 15.0
Time To Reduce (s)30.0 30.0
Recall Mode C-Max C-Max
Act Effct Green (s)108.9 108.9
Actuated g/C Ratio 0.70 0.70
v/c Ratio 0.56 0.06
Control Delay 14.0 9.3
Queue Delay 0.0 0.0
Total Delay 14.0 9.3
LOS B A
Approach Delay 13.9
Approach LOS B
Queue Length 50th (ft)344 18
Queue Length 95th (ft)531 45
Internal Link Dist (ft)343
Turn Bay Length (ft)125
Base Capacity (vph)2482 1110
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.56 0.06
Intersection Summary
Queuing and Blocking Report
2023 Existing AM Peak Hour 01/15/2024
Scenario 1 Sheetz (Shade Tree)SimTraffic Report
Timmons Group Page 1
Intersection: 1: Carolina Beach Road & Horn Road
Movement EB NB SB
Directions Served R UL U
Maximum Queue (ft)53 41 47
Average Queue (ft)19 13 12
95th Queue (ft)40 37 38
Link Distance (ft)1307
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)350 350
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Movement EB EB WB WB B4 NB NB NB NB SB SB SB
Directions Served LT R LT R T UL T T R UL T T
Maximum Queue (ft)252 198 241 202 9 99 278 278 110 85 255 263
Average Queue (ft)108 18 86 84 0 47 132 116 8 24 122 118
95th Queue (ft)196 110 183 154 9 84 245 237 56 64 231 231
Link Distance (ft)1183 251 1048 1438 1438 350 350
Upstream Blk Time (%)0
Queuing Penalty (veh)0
Storage Bay Dist (ft)100 125 275 175 200
Storage Blk Time (%)18 6 4 0 2 1 6
Queuing Penalty (veh)25 6 2 0 1 1 3
Intersection: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Movement SB
Directions Served R
Maximum Queue (ft)138
Average Queue (ft)12
95th Queue (ft)67
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)125
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 38
Sheetz (Shade Tree)
1: Carolina Beach Road & Horn Road 01/15/2024
2023 Existing PM Peak Hour Synchro 11 Report
Timmons Group Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph)0 47 8 65 1447 25 1852 61
Future Volume (vph)0 47 8 65 1447 25 1852 61
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 350 350 150
Storage Lanes 0 1 1 1 1
Taper Length (ft)100 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 1611 0 1770 3539 1770 3539 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm)0 1611 0 1770 3539 1770 3539 1583
Link Speed (mph)35 45 45
Link Distance (ft)1366 432 1733
Travel Time (s)26.6 6.5 26.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 52 9 72 1608 28 2058 68
Shared Lane Traffic (%)
Lane Group Flow (vph)0 52 0 81 1608 28 2058 68
Enter Blocked Intersection No No No No No No No No
Lane Alignment Left Right R NA Left Left R NA 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)15 9 9 15 9 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 68.6%ICU Level of Service C
Analysis Period (min) 15
Sheetz (Shade Tree)
1: Carolina Beach Road & Horn Road 01/15/2024
2023 Existing PM Peak Hour Synchro 11 Report
Timmons Group Page 2
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 47 8 65 1447 25 1852 61
Future Vol, veh/h 0 47 8 65 1447 25 1852 61
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None -- None -- None
Storage Length -0 - 350 - 350 - 150
Veh in Median Storage, # 0 ---0 -0 -
Grade, %0 ---0 -0 -
Peak Hour Factor 90 90 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2 2 2
Mvmt Flow 0 52 9 72 1608 28 2058 68
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1029 2058 2126 0 1608 -0
Stage 1 --------
Stage 2 --------
Critical Hdwy - 6.94 6.44 4.14 - 6.44 --
Critical Hdwy Stg 1 --------
Critical Hdwy Stg 2 --------
Follow-up Hdwy - 3.32 2.52 2.22 - 2.52 --
Pot Cap-1 Maneuver 0 231 68 252 - 134 --
Stage 1 0 -------
Stage 2 0 -------
Platoon blocked, %---
Mov Cap-1 Maneuver - 231 180 180 - 134 --
Mov Cap-2 Maneuver --------
Stage 1 --------
Stage 2 --------
Approach EB NB SB
HCM Control Delay, s 25.1 1.9 0.5
HCM LOS D
Minor Lane/Major Mvmt NBL NBTEBLn1 SBU SBT SBR
Capacity (veh/h)180 - 231 134 --
HCM Lane V/C Ratio 0.451 - 0.226 0.207 --
HCM Control Delay (s)40.5 - 25.1 38.8 --
HCM Lane LOS E -D E --
HCM 95th %tile Q(veh)2.1 - 0.8 0.7 --
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2023 Existing PM Peak Hour Synchro 11 Report
Timmons Group Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph)78 6 137 42 10 37 19 109 1370 70 26 57
Future Volume (vph)78 6 137 42 10 37 19 109 1370 70 26 57
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)1%0%0%
Storage Length (ft)0 100 0 125 275 175 200
Storage Lanes 0 1 0 1 1 1 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.956 0.961 0.950 0.950
Satd. Flow (prot)0 1772 1575 0 1790 1583 0 1770 3539 1583 0 1778
Flt Permitted 0.700 0.616 0.042 0.142
Satd. Flow (perm)0 1297 1575 0 1147 1583 0 78 3539 1583 0 266
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph)25 25 45
Link Distance (ft)1241 337 1468
Travel Time (s)33.8 9.2 22.2
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
Adj. Flow (vph)87 7 152 47 11 41 21 121 1522 78 29 63
Shared Lane Traffic (%)
Lane Group Flow (vph)0 94 152 0 58 41 0 142 1522 78 0 92
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right R NA Left Left Right R NA Left
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99
Turning Speed (mph)15 9 15 9 9 15 9 9 15
Turn Type Perm NA Perm Perm NA Perm pm+pt pm+pt NA Perm pm+pt pm+pt
Protected Phases 4 8 5 5 2 1 1
Permitted Phases 4 4 8 8 2 2 2 6 6
Detector Phase 4 4 4 8 8 8 5 5 2 2 1 1
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 5.0
Minimum Split (s)24.2 24.2 24.2 24.3 24.3 24.3 11.5 11.5 24.2 24.2 11.5 11.5
Total Split (s)30.0 30.0 30.0 30.0 30.0 30.0 25.0 25.0 108.0 108.0 18.0 18.0
Total Split (%)19.2% 19.2% 19.2% 19.2% 19.2% 19.2% 16.0% 16.0% 69.2% 69.2% 11.5% 11.5%
Maximum Green (s)23.8 23.8 23.8 23.6 23.6 23.6 18.9 18.9 101.8 101.8 12.4 12.4
Yellow Time (s)3.1 3.1 3.1 3.2 3.2 3.2 3.0 3.0 4.6 4.6 3.0 3.0
All-Red Time (s)3.1 3.1 3.1 3.2 3.2 3.2 3.1 3.1 1.6 1.6 2.6 2.6
Lost Time Adjust (s)-1.2 -1.2 -1.4 -1.4 -1.1 -1.2 -1.2 -0.6
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lead Lead Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 2.0
Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 2.0
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2023 Existing PM Peak Hour Synchro 11 Report
Timmons Group Page 4
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph)1796 90
Future Volume (vph)1796 90
Ideal Flow (vphpl)1900 1900
Grade (%)-1%
Storage Length (ft)125
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot)3557 1591
Flt Permitted
Satd. Flow (perm)3557 1591
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)423
Travel Time (s)6.4
Peak Hour Factor 0.90 0.90
Adj. Flow (vph)1996 100
Shared Lane Traffic (%)
Lane Group Flow (vph)1996 100
Enter Blocked Intersection No No
Lane Alignment Left Right
Median Width(ft)12
Link Offset(ft)0
Crosswalk Width(ft)16
Two way Left Turn Lane
Headway Factor 0.99 0.99
Turning Speed (mph)9
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Detector Phase 6 6
Switch Phase
Minimum Initial (s)12.0 12.0
Minimum Split (s)24.2 24.2
Total Split (s)101.0 101.0
Total Split (%)64.7% 64.7%
Maximum Green (s)94.8 94.8
Yellow Time (s)4.6 4.6
All-Red Time (s)1.6 1.6
Lost Time Adjust (s)-1.2 -1.2
Total Lost Time (s)5.0 5.0
Lead/Lag Lag Lag
Lead-Lag Optimize?Yes Yes
Vehicle Extension (s)6.0 6.0
Minimum Gap (s)3.0 3.0
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2023 Existing PM Peak Hour Synchro 11 Report
Timmons Group Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 0.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 0.0
Recall Mode None None None None None None None None C-Max C-Max None None
Act Effct Green (s)20.0 20.0 20.0 20.0 108.0 108.0 108.0 107.8
Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.69 0.69 0.69 0.69
v/c Ratio 0.57 0.76 0.40 0.20 0.72 0.62 0.07 0.30
Control Delay 76.6 88.0 69.2 61.4 56.4 14.9 8.7 19.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 76.6 88.0 69.2 61.4 56.4 14.9 8.7 19.2
LOS E F E E E B A B
Approach Delay 83.7 66.0 18.0
Approach LOS F E B
Queue Length 50th (ft)91 151 55 38 91 415 24 29
Queue Length 95th (ft)152 227 101 76 166 530 47 62
Internal Link Dist (ft)1161 257 1388
Turn Bay Length (ft)100 125 275 175 200
Base Capacity (vph)207 252 183 253 271 2450 1096 309
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.45 0.60 0.32 0.16 0.52 0.62 0.07 0.30
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 62 (40%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 24.6 Intersection LOS: C
Intersection Capacity Utilization 86.1%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2023 Existing PM Peak Hour Synchro 11 Report
Timmons Group Page 6
Lane Group SBT SBR
Time Before Reduce (s)15.0 15.0
Time To Reduce (s)30.0 30.0
Recall Mode C-Max C-Max
Act Effct Green (s)107.8 107.8
Actuated g/C Ratio 0.69 0.69
v/c Ratio 0.81 0.09
Control Delay 22.2 9.7
Queue Delay 0.0 0.0
Total Delay 22.2 9.7
LOS C A
Approach Delay 21.5
Approach LOS C
Queue Length 50th (ft)708 32
Queue Length 95th (ft)1027 67
Internal Link Dist (ft)343
Turn Bay Length (ft)125
Base Capacity (vph)2458 1099
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.81 0.09
Intersection Summary
Queuing and Blocking Report
2023 Existing PM Peak Hour 01/15/2024
Scenario 1 Sheetz (Shade Tree)SimTraffic Report
Timmons Group Page 1
Intersection: 1: Carolina Beach Road & Horn Road
Movement EB NB NB NB SB SB SB SB
Directions Served R UL T T U T T R
Maximum Queue (ft)75 134 108 74 58 4 2 18
Average Queue (ft)24 50 7 4 16 0 0 1
95th Queue (ft)55 104 58 47 43 3 2 10
Link Distance (ft)1307 374 374 1706 1706
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)350 350 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Movement EB EB WB WB NB NB NB NB SB SB SB SB
Directions Served LT R LT R UL T T R UL T T R
Maximum Queue (ft)180 119 119 91 163 242 238 54 252 387 387 224
Average Queue (ft)74 8 48 34 78 99 83 9 48 191 189 34
95th Queue (ft)143 61 99 77 142 205 190 36 138 356 355 149
Link Distance (ft)1183 251 1438 1438 350 350
Upstream Blk Time (%)1 1
Queuing Penalty (veh)7 7
Storage Bay Dist (ft)100 125 275 175 200 125
Storage Blk Time (%)6 1 0 0 0 1 7 12
Queuing Penalty (veh)9 1 0 0 0 1 6 11
Intersection: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Movement B2 B2
Directions Served T T
Maximum Queue (ft)9 10
Average Queue (ft)0 0
95th Queue (ft)8 7
Link Distance (ft)374 374
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 41
2025 Background Traffic Volumes
Sheetz (Shade Tree)
1: Carolina Beach Road & Horn Road 01/15/2024
2025 Background AM Peak Hour Synchro 11 Report
Timmons Group Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph)0 50 4 20 1797 20 1339 22
Future Volume (vph)0 50 4 20 1797 20 1339 22
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 350 350 150
Storage Lanes 0 1 1 1 1
Taper Length (ft)100 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 1611 0 1770 3539 1770 3539 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm)0 1611 0 1770 3539 1770 3539 1583
Link Speed (mph)35 45 45
Link Distance (ft)1366 432 1733
Travel Time (s)26.6 6.5 26.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 56 4 22 1997 22 1488 24
Shared Lane Traffic (%)
Lane Group Flow (vph)0 56 0 26 1997 22 1488 24
Enter Blocked Intersection No No No No No No No No
Lane Alignment Left Right R NA Left Left R NA 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)15 9 9 15 9 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 53.7%ICU Level of Service A
Analysis Period (min) 15
Sheetz (Shade Tree)
1: Carolina Beach Road & Horn Road 01/15/2024
2025 Background AM Peak Hour Synchro 11 Report
Timmons Group Page 2
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 50 4 20 1797 20 1339 22
Future Vol, veh/h 0 50 4 20 1797 20 1339 22
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None -- None -- None
Storage Length -0 - 350 - 350 - 150
Veh in Median Storage, # 0 ---0 -0 -
Grade, %0 ---0 -0 -
Peak Hour Factor 90 90 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2 2 2
Mvmt Flow 0 56 4 22 1997 22 1488 24
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 744 1488 1512 0 1997 -0
Stage 1 --------
Stage 2 --------
Critical Hdwy - 6.94 6.44 4.14 - 6.44 --
Critical Hdwy Stg 1 --------
Critical Hdwy Stg 2 --------
Follow-up Hdwy - 3.32 2.52 2.22 - 2.52 --
Pot Cap-1 Maneuver 0 357 161 438 - 75 --
Stage 1 0 -------
Stage 2 0 -------
Platoon blocked, %---
Mov Cap-1 Maneuver - 357 322 322 - 75 --
Mov Cap-2 Maneuver --------
Stage 1 --------
Stage 2 --------
Approach EB NB SB
HCM Control Delay, s 16.9 0.2 1
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBU SBT SBR
Capacity (veh/h)322 - 357 75 --
HCM Lane V/C Ratio 0.083 - 0.156 0.296 --
HCM Control Delay (s)17.2 - 16.9 72.1 --
HCM Lane LOS C -C F --
HCM 95th %tile Q(veh)0.3 - 0.5 1.1 --
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2025 Background AM Peak Hour Synchro 11 Report
Timmons Group Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph)124 4 148 53 21 104 14 95 1560 36 19 24
Future Volume (vph)124 4 148 53 21 104 14 95 1560 36 19 24
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)1%0%0%
Storage Length (ft)0 100 0 125 275 175 200
Storage Lanes 0 1 0 1 1 1 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.954 0.965 0.950 0.950
Satd. Flow (prot)0 1768 1575 0 1798 1583 0 1770 3539 1583 0 1778
Flt Permitted 0.636 0.513 0.950 0.950
Satd. Flow (perm)0 1179 1575 0 956 1583 0 1770 3539 1583 0 1778
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph)25 25 45
Link Distance (ft)1241 337 1468
Travel Time (s)33.8 9.2 22.2
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
Adj. Flow (vph)138 4 164 59 23 116 16 106 1733 40 21 27
Shared Lane Traffic (%)
Lane Group Flow (vph)0 142 164 0 82 116 0 122 1733 40 0 48
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right R NA Left Left Right R NA Left
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99
Turning Speed (mph)15 9 15 9 9 15 9 9 15
Turn Type Perm NA Perm Perm NA Perm Prot Prot NA Perm Prot Prot
Protected Phases 4 8 5 5 2 1 1
Permitted Phases 4 4 8 8 2
Detector Phase 4 4 4 8 8 8 5 5 2 2 1 1
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 5.0
Minimum Split (s)24.2 24.2 24.2 24.3 24.3 24.3 11.5 11.5 24.2 24.2 11.5 11.5
Total Split (s)38.0 38.0 38.0 38.0 38.0 38.0 22.0 22.0 102.0 102.0 16.0 16.0
Total Split (%)24.4% 24.4% 24.4% 24.4% 24.4% 24.4% 14.1% 14.1% 65.4% 65.4% 10.3% 10.3%
Maximum Green (s)31.8 31.8 31.8 31.6 31.6 31.6 15.9 15.9 95.8 95.8 10.4 10.4
Yellow Time (s)3.1 3.1 3.1 3.2 3.2 3.2 3.0 3.0 4.6 4.6 3.0 3.0
All-Red Time (s)3.1 3.1 3.1 3.2 3.2 3.2 3.1 3.1 1.6 1.6 2.6 2.6
Lost Time Adjust (s)-1.2 -1.2 -1.4 -1.4 -1.1 -1.2 -1.2 -0.6
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lead Lead Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 2.0
Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 2.0
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2025 Background AM Peak Hour Synchro 11 Report
Timmons Group Page 4
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph)1311 58
Future Volume (vph)1311 58
Ideal Flow (vphpl)1900 1900
Grade (%)-1%
Storage Length (ft)125
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot)3557 1591
Flt Permitted
Satd. Flow (perm)3557 1591
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)423
Travel Time (s)6.4
Peak Hour Factor 0.90 0.90
Adj. Flow (vph)1457 64
Shared Lane Traffic (%)
Lane Group Flow (vph)1457 64
Enter Blocked Intersection No No
Lane Alignment Left Right
Median Width(ft)12
Link Offset(ft)0
Crosswalk Width(ft)16
Two way Left Turn Lane
Headway Factor 0.99 0.99
Turning Speed (mph)9
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Detector Phase 6 6
Switch Phase
Minimum Initial (s)12.0 12.0
Minimum Split (s)24.2 24.2
Total Split (s)96.0 96.0
Total Split (%)61.5% 61.5%
Maximum Green (s)89.8 89.8
Yellow Time (s)4.6 4.6
All-Red Time (s)1.6 1.6
Lost Time Adjust (s)-1.2 -1.2
Total Lost Time (s)5.0 5.0
Lead/Lag Lag Lag
Lead-Lag Optimize?Yes Yes
Vehicle Extension (s)6.0 6.0
Minimum Gap (s)3.0 3.0
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2025 Background AM Peak Hour Synchro 11 Report
Timmons Group Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 0.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 0.0
Recall Mode None None None None None None None None C-Max C-Max None None
Act Effct Green (s)23.8 23.8 23.8 23.8 15.2 109.4 109.4 9.9
Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.10 0.70 0.70 0.06
v/c Ratio 0.79 0.69 0.57 0.48 0.71 0.70 0.04 0.42
Control Delay 92.0 76.2 74.8 65.7 90.0 17.6 9.8 81.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 92.0 76.2 74.8 65.7 90.0 17.6 9.8 81.5
LOS F E E E F B A F
Approach Delay 83.5 69.5 22.1
Approach LOS F E C
Queue Length 50th (ft)142 160 79 110 122 543 12 48
Queue Length 95th (ft)210 229 132 166 194 754 31 95
Internal Link Dist (ft)1161 257 1388
Turn Bay Length (ft)100 125 275 175 200
Base Capacity (vph)249 333 202 334 196 2482 1110 125
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.57 0.49 0.41 0.35 0.62 0.70 0.04 0.38
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 18 (12%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 28.5 Intersection LOS: C
Intersection Capacity Utilization 77.5%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2025 Background AM Peak Hour Synchro 11 Report
Timmons Group Page 6
Lane Group SBT SBR
Time Before Reduce (s)15.0 15.0
Time To Reduce (s)30.0 30.0
Recall Mode C-Max C-Max
Act Effct Green (s)102.1 102.1
Actuated g/C Ratio 0.65 0.65
v/c Ratio 0.63 0.06
Control Delay 18.7 11.9
Queue Delay 0.0 0.0
Total Delay 18.7 11.9
LOS B B
Approach Delay 20.3
Approach LOS C
Queue Length 50th (ft)442 23
Queue Length 95th (ft)615 50
Internal Link Dist (ft)343
Turn Bay Length (ft)125
Base Capacity (vph)2326 1041
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.63 0.06
Intersection Summary
Queuing and Blocking Report
2025 Background AM Peak Hour 01/15/2024
Scenario 1 Sheetz (Shade Tree)SimTraffic Report
Timmons Group Page 1
Intersection: 1: Carolina Beach Road & Horn Road
Movement EB NB B2 SB
Directions Served R UL T U
Maximum Queue (ft)61 42 5 48
Average Queue (ft)21 15 0 16
95th Queue (ft)47 40 5 42
Link Distance (ft)1307 350
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)350 350
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Movement EB EB WB WB NB NB NB NB SB SB SB SB
Directions Served LT R LT R UL T T R UL T T R
Maximum Queue (ft)240 170 215 191 231 389 376 139 156 337 354 206
Average Queue (ft)107 16 85 86 103 203 192 12 37 189 185 19
95th Queue (ft)194 105 174 163 186 350 343 78 100 310 312 100
Link Distance (ft)1183 251 1438 1438 350 350
Upstream Blk Time (%)0 0 0
Queuing Penalty (veh)0 2 2
Storage Bay Dist (ft)100 125 275 175 200 125
Storage Blk Time (%)18 0 5 4 3 8 6 13
Queuing Penalty (veh)27 0 5 3 3 3 3 8
Intersection: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Movement B2 B2
Directions Served T T
Maximum Queue (ft)8 13
Average Queue (ft)0 1
95th Queue (ft)9 10
Link Distance (ft)374 374
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 56
Sheetz (Shade Tree)
1: Carolina Beach Road & Horn Road 01/22/2024
2025 Background PM Peak Hour Synchro 11 Report
Timmons Group Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph)0 49 8 68 1505 26 1927 63
Future Volume (vph)0 49 8 68 1505 26 1927 63
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 350 350 150
Storage Lanes 0 1 1 1 1
Taper Length (ft)100 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 1611 0 1770 3539 1770 3539 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm)0 1611 0 1770 3539 1770 3539 1583
Link Speed (mph)35 45 45
Link Distance (ft)1366 432 1733
Travel Time (s)26.6 6.5 26.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 54 9 76 1672 29 2141 70
Shared Lane Traffic (%)
Lane Group Flow (vph)0 54 0 85 1672 29 2141 70
Enter Blocked Intersection No No No No No No No No
Lane Alignment Left Right R NA Left Left R NA 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)15 9 9 15 9 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 70.8%ICU Level of Service C
Analysis Period (min) 15
Sheetz (Shade Tree)
1: Carolina Beach Road & Horn Road 01/22/2024
2025 Background PM Peak Hour Synchro 11 Report
Timmons Group Page 2
Intersection
Int Delay, s/veh 1.7
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 49 8 68 1505 26 1927 63
Future Vol, veh/h 0 49 8 68 1505 26 1927 63
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None -- None -- None
Storage Length -0 - 350 - 350 - 150
Veh in Median Storage, # 0 ---0 -0 -
Grade, %0 ---0 -0 -
Peak Hour Factor 90 90 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2 2 2
Mvmt Flow 0 54 9 76 1672 29 2141 70
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1071 2141 2211 0 1672 -0
Stage 1 --------
Stage 2 --------
Critical Hdwy - 6.94 6.44 4.14 - 6.44 --
Critical Hdwy Stg 1 --------
Critical Hdwy Stg 2 --------
Follow-up Hdwy - 3.32 2.52 2.22 - 2.52 --
Pot Cap-1 Maneuver 0 217 60 234 - 122 --
Stage 1 0 -------
Stage 2 0 -------
Platoon blocked, %---
Mov Cap-1 Maneuver - 217 164 164 - 122 --
Mov Cap-2 Maneuver --------
Stage 1 --------
Stage 2 --------
Approach EB NB SB
HCM Control Delay, s 27.1 2.3 0.6
HCM LOS D
Minor Lane/Major Mvmt NBL NBTEBLn1 SBU SBT SBR
Capacity (veh/h)164 - 217 122 --
HCM Lane V/C Ratio 0.515 - 0.251 0.237 --
HCM Control Delay (s)48.4 - 27.1 43.4 --
HCM Lane LOS E -D E --
HCM 95th %tile Q(veh)2.5 -1 0.9 --
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/22/2024
2025 Background PM Peak Hour Synchro 11 Report
Timmons Group Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph)81 6 143 44 10 38 20 113 1425 73 27 59
Future Volume (vph)81 6 143 44 10 38 20 113 1425 73 27 59
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)1%0%0%
Storage Length (ft)0 100 0 125 275 175 200
Storage Lanes 0 1 0 1 1 1 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.956 0.961 0.950 0.950
Satd. Flow (prot)0 1772 1575 0 1790 1583 0 1770 3539 1583 0 1778
Flt Permitted 0.698 0.606 0.950 0.950
Satd. Flow (perm)0 1294 1575 0 1129 1583 0 1770 3539 1583 0 1778
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph)25 25 45
Link Distance (ft)1241 337 1468
Travel Time (s)33.8 9.2 22.2
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
Adj. Flow (vph)90 7 159 49 11 42 22 126 1583 81 30 66
Shared Lane Traffic (%)
Lane Group Flow (vph)0 97 159 0 60 42 0 148 1583 81 0 96
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right R NA Left Left Right R NA Left
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99
Turning Speed (mph)15 9 15 9 9 15 9 9 15
Turn Type Perm NA Perm Perm NA Perm Prot Prot NA Perm Prot Prot
Protected Phases 4 8 5 5 2 1 1
Permitted Phases 4 4 8 8 2
Detector Phase 4 4 4 8 8 8 5 5 2 2 1 1
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 5.0
Minimum Split (s)24.2 24.2 24.2 24.3 24.3 24.3 11.5 11.5 24.2 24.2 11.5 11.5
Total Split (s)30.0 30.0 30.0 30.0 30.0 30.0 25.0 25.0 108.0 108.0 18.0 18.0
Total Split (%)19.2% 19.2% 19.2% 19.2% 19.2% 19.2% 16.0% 16.0% 69.2% 69.2% 11.5% 11.5%
Maximum Green (s)23.8 23.8 23.8 23.6 23.6 23.6 18.9 18.9 101.8 101.8 12.4 12.4
Yellow Time (s)3.1 3.1 3.1 3.2 3.2 3.2 3.0 3.0 4.6 4.6 3.0 3.0
All-Red Time (s)3.1 3.1 3.1 3.2 3.2 3.2 3.1 3.1 1.6 1.6 2.6 2.6
Lost Time Adjust (s)-1.2 -1.2 -1.4 -1.4 -1.1 -1.2 -1.2 -0.6
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 2.0
Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 2.0
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/22/2024
2025 Background PM Peak Hour Synchro 11 Report
Timmons Group Page 4
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph)1869 94
Future Volume (vph)1869 94
Ideal Flow (vphpl)1900 1900
Grade (%)-1%
Storage Length (ft)125
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot)3557 1591
Flt Permitted
Satd. Flow (perm)3557 1591
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)423
Travel Time (s)6.4
Peak Hour Factor 0.90 0.90
Adj. Flow (vph)2077 104
Shared Lane Traffic (%)
Lane Group Flow (vph)2077 104
Enter Blocked Intersection No No
Lane Alignment Left Right
Median Width(ft)12
Link Offset(ft)0
Crosswalk Width(ft)16
Two way Left Turn Lane
Headway Factor 0.99 0.99
Turning Speed (mph)9
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Detector Phase 6 6
Switch Phase
Minimum Initial (s)12.0 12.0
Minimum Split (s)24.2 24.2
Total Split (s)101.0 101.0
Total Split (%)64.7% 64.7%
Maximum Green (s)94.8 94.8
Yellow Time (s)4.6 4.6
All-Red Time (s)1.6 1.6
Lost Time Adjust (s)-1.2 -1.2
Total Lost Time (s)5.0 5.0
Lead/Lag Lead Lead
Lead-Lag Optimize?Yes Yes
Vehicle Extension (s)6.0 6.0
Minimum Gap (s)3.0 3.0
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/22/2024
2025 Background PM Peak Hour Synchro 11 Report
Timmons Group Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 0.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 0.0
Recall Mode None None None None None None None None C-Max C-Max None None
Act Effct Green (s)20.4 20.4 20.4 20.4 20.0 108.6 108.6 12.0
Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.13 0.70 0.70 0.08
v/c Ratio 0.57 0.77 0.41 0.20 0.65 0.64 0.07 0.71
Control Delay 76.4 89.0 69.4 61.0 79.3 15.3 8.8 96.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 76.4 89.0 69.4 61.0 79.3 15.3 8.8 96.5
LOS E F E E E B A F
Approach Delay 84.2 65.9 20.3
Approach LOS F E C
Queue Length 50th (ft)94 158 57 39 146 457 26 96
Queue Length 95th (ft)156 238 105 77 227 566 49 #173
Internal Link Dist (ft)1161 257 1388
Turn Bay Length (ft)100 125 275 175 200
Base Capacity (vph)207 252 180 253 226 2463 1101 151
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.47 0.63 0.33 0.17 0.65 0.64 0.07 0.64
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 62 (40%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 31.6 Intersection LOS: C
Intersection Capacity Utilization 88.7%ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/22/2024
2025 Background PM Peak Hour Synchro 11 Report
Timmons Group Page 6
Lane Group SBT SBR
Time Before Reduce (s)15.0 15.0
Time To Reduce (s)30.0 30.0
Recall Mode C-Max C-Max
Act Effct Green (s)100.6 100.6
Actuated g/C Ratio 0.64 0.64
v/c Ratio 0.91 0.10
Control Delay 31.4 11.6
Queue Delay 0.0 0.0
Total Delay 31.4 11.6
LOS C B
Approach Delay 33.2
Approach LOS C
Queue Length 50th (ft)916 39
Queue Length 95th (ft)#1135 70
Internal Link Dist (ft)343
Turn Bay Length (ft)125
Base Capacity (vph)2292 1025
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.91 0.10
Intersection Summary
Queuing and Blocking Report
2025 Background PM Peak Hour 01/22/2024
Scenario 1 Sheetz (Shade Tree)SimTraffic Report
Timmons Group Page 1
Intersection: 1: Carolina Beach Road & Horn Road
Movement EB NB NB NB B2 B2 SB SB SB SB
Directions Served R UL T T T T U T T R
Maximum Queue (ft)104 195 197 155 44 42 52 52 100 28
Average Queue (ft)32 82 32 29 6 5 14 2 4 1
95th Queue (ft)84 204 202 193 73 69 40 39 81 13
Link Distance (ft)1307 374 374 350 350 1706 1706
Upstream Blk Time (%)1 2 1 0 0
Queuing Penalty (veh)0 15 9 2 3
Storage Bay Dist (ft)350 350 150
Storage Blk Time (%)1 2 0
Queuing Penalty (veh)7 2 0
Intersection: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Movement EB EB WB WB NB NB NB NB SB SB SB SB
Directions Served LT R LT R UL T T R UL T T R
Maximum Queue (ft)186 160 146 109 241 417 399 114 299 432 424 225
Average Queue (ft)80 17 56 38 126 185 161 21 102 299 306 62
95th Queue (ft)151 94 114 87 223 385 362 85 235 458 466 209
Link Distance (ft)1183 251 1438 1438 350 350
Upstream Blk Time (%)6 6
Queuing Penalty (veh)55 61
Storage Bay Dist (ft)100 125 275 175 200 125
Storage Blk Time (%)7 2 1 0 0 2 5 0 16 20 0
Queuing Penalty (veh)9 2 0 0 0 2 3 2 14 19 0
Intersection: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Movement B2 B2
Directions Served T T
Maximum Queue (ft)169 168
Average Queue (ft)17 17
95th Queue (ft)119 117
Link Distance (ft)374 374
Upstream Blk Time (%)0 0
Queuing Penalty (veh)2 2
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 210
2025 Build Traffic Volumes
Sheetz (Shade Tree)
1: Carolina Beach Road & Horn Road 01/15/2024
2025 Build AM Peak Hour Synchro 11 Report
Timmons Group Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph)0 50 4 20 1829 20 1371 22
Future Volume (vph)0 50 4 20 1829 20 1371 22
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 350 350 150
Storage Lanes 0 1 1 1 1
Taper Length (ft)100 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 1611 0 1770 3539 1770 3539 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm)0 1611 0 1770 3539 1770 3539 1583
Link Speed (mph)35 45 45
Link Distance (ft)1366 432 1733
Travel Time (s)26.6 6.5 26.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 56 4 22 2032 22 1523 24
Shared Lane Traffic (%)
Lane Group Flow (vph)0 56 0 26 2032 22 1523 24
Enter Blocked Intersection No No No No No No No No
Lane Alignment Left Right R NA Left Left R NA 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)15 9 9 15 9 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 54.6%ICU Level of Service A
Analysis Period (min) 15
Sheetz (Shade Tree)
1: Carolina Beach Road & Horn Road 01/15/2024
2025 Build AM Peak Hour Synchro 11 Report
Timmons Group Page 2
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 50 4 20 1829 20 1371 22
Future Vol, veh/h 0 50 4 20 1829 20 1371 22
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None -- None -- None
Storage Length -0 - 350 - 350 - 150
Veh in Median Storage, # 0 ---0 -0 -
Grade, %0 ---0 -0 -
Peak Hour Factor 90 90 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2 2 2
Mvmt Flow 0 56 4 22 2032 22 1523 24
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 762 1523 1547 0 2032 -0
Stage 1 --------
Stage 2 --------
Critical Hdwy - 6.94 6.44 4.14 - 6.44 --
Critical Hdwy Stg 1 --------
Critical Hdwy Stg 2 --------
Follow-up Hdwy - 3.32 2.52 2.22 - 2.52 --
Pot Cap-1 Maneuver 0 347 152 425 - 71 --
Stage 1 0 -------
Stage 2 0 -------
Platoon blocked, %---
Mov Cap-1 Maneuver - 347 308 308 - 71 --
Mov Cap-2 Maneuver --------
Stage 1 --------
Stage 2 --------
Approach EB NB SB
HCM Control Delay, s 17.3 0.2 1.1
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBU SBT SBR
Capacity (veh/h)308 - 347 71 --
HCM Lane V/C Ratio 0.087 - 0.16 0.313 --
HCM Control Delay (s)17.8 - 17.3 77.3 --
HCM Lane LOS C -C F --
HCM 95th %tile Q(veh)0.3 - 0.6 1.1 --
Sheetz (Shade Tree)
2: Carolina Beach Road & Site Access 1 01/15/2024
2025 Build AM Peak Hour Synchro 11 Report
Timmons Group Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)0 142 1700 142 0 1448
Future Volume (vph)0 142 1700 142 0 1448
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95
Frt 0.865 0.988
Flt Protected
Satd. Flow (prot)0 1611 3497 0 0 3539
Flt Permitted
Satd. Flow (perm)0 1611 3497 0 0 3539
Link Speed (mph)25 45 45
Link Distance (ft)584 423 432
Travel Time (s)15.9 6.4 6.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 158 1889 158 0 1609
Shared Lane Traffic (%)
Lane Group Flow (vph)0 158 2047 0 0 1609
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
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 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 67.0%ICU Level of Service C
Analysis Period (min) 15
Sheetz (Shade Tree)
2: Carolina Beach Road & Site Access 1 01/15/2024
2025 Build AM Peak Hour Synchro 11 Report
Timmons Group Page 4
Intersection
Int Delay, s/veh 2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 142 1700 142 0 1448
Future Vol, veh/h 0 142 1700 142 0 1448
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 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 158 1889 158 0 1609
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1024 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 0 233 --0 -
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver - 233 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 47.7 0 0
HCM LOS E
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)-- 233 -
HCM Lane V/C Ratio -- 0.677 -
HCM Control Delay (s)-- 47.7 -
HCM Lane LOS --E -
HCM 95th %tile Q(veh)-- 4.3 -
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2025 Build AM Peak Hour Synchro 11 Report
Timmons Group Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph)124 8 148 82 24 104 14 95 1588 40 26 49
Future Volume (vph)124 8 148 82 24 104 14 95 1588 40 26 49
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)1%0%0%
Storage Length (ft)0 100 0 125 275 175 200
Storage Lanes 0 1 0 1 1 1 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.955 0.963 0.950 0.950
Satd. Flow (prot)0 1770 1575 0 1794 1583 0 1770 3539 1583 0 1778
Flt Permitted 0.551 0.507 0.950 0.950
Satd. Flow (perm)0 1021 1575 0 944 1583 0 1770 3539 1583 0 1778
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph)25 25 45
Link Distance (ft)1241 337 1468
Travel Time (s)33.8 9.2 22.2
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
Adj. Flow (vph)138 9 164 91 27 116 16 106 1764 44 29 54
Shared Lane Traffic (%)
Lane Group Flow (vph)0 147 164 0 118 116 0 122 1764 44 0 83
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right R NA Left Left Right R NA Left
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99
Turning Speed (mph)15 9 15 9 9 15 9 9 15
Turn Type Perm NA Perm Perm NA Perm Prot Prot NA Perm Prot Prot
Protected Phases 4 8 5 5 2 1 1
Permitted Phases 4 4 8 8 2
Detector Phase 4 4 4 8 8 8 5 5 2 2 1 1
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 5.0
Minimum Split (s)24.2 24.2 24.2 24.3 24.3 24.3 11.5 11.5 24.2 24.2 11.5 11.5
Total Split (s)38.0 38.0 38.0 38.0 38.0 38.0 22.0 22.0 102.0 102.0 16.0 16.0
Total Split (%)24.4% 24.4% 24.4% 24.4% 24.4% 24.4% 14.1% 14.1% 65.4% 65.4% 10.3% 10.3%
Maximum Green (s)31.8 31.8 31.8 31.6 31.6 31.6 15.9 15.9 95.8 95.8 10.4 10.4
Yellow Time (s)3.1 3.1 3.1 3.2 3.2 3.2 3.0 3.0 4.6 4.6 3.0 3.0
All-Red Time (s)3.1 3.1 3.1 3.2 3.2 3.2 3.1 3.1 1.6 1.6 2.6 2.6
Lost Time Adjust (s)-1.2 -1.2 -1.4 -1.4 -1.1 -1.2 -1.2 -0.6
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lead Lead Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 2.0
Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 2.0
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2025 Build AM Peak Hour Synchro 11 Report
Timmons Group Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph)1315 58
Future Volume (vph)1315 58
Ideal Flow (vphpl)1900 1900
Grade (%)-1%
Storage Length (ft)125
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot)3557 1591
Flt Permitted
Satd. Flow (perm)3557 1591
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)423
Travel Time (s)6.4
Peak Hour Factor 0.90 0.90
Adj. Flow (vph)1461 64
Shared Lane Traffic (%)
Lane Group Flow (vph)1461 64
Enter Blocked Intersection No No
Lane Alignment Left Right
Median Width(ft)12
Link Offset(ft)0
Crosswalk Width(ft)16
Two way Left Turn Lane
Headway Factor 0.99 0.99
Turning Speed (mph)9
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Detector Phase 6 6
Switch Phase
Minimum Initial (s)12.0 12.0
Minimum Split (s)24.2 24.2
Total Split (s)96.0 96.0
Total Split (%)61.5% 61.5%
Maximum Green (s)89.8 89.8
Yellow Time (s)4.6 4.6
All-Red Time (s)1.6 1.6
Lost Time Adjust (s)-1.2 -1.2
Total Lost Time (s)5.0 5.0
Lead/Lag Lag Lag
Lead-Lag Optimize?Yes Yes
Vehicle Extension (s)6.0 6.0
Minimum Gap (s)3.0 3.0
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2025 Build AM Peak Hour Synchro 11 Report
Timmons Group Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 0.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 0.0
Recall Mode None None None None None None None None C-Max C-Max None None
Act Effct Green (s)25.8 25.8 25.8 25.8 15.2 104.2 104.2 11.0
Actuated g/C Ratio 0.17 0.17 0.17 0.17 0.10 0.67 0.67 0.07
v/c Ratio 0.88 0.63 0.76 0.44 0.71 0.75 0.04 0.66
Control Delay 105.0 70.6 89.9 62.6 90.2 20.7 10.5 95.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 105.0 70.6 89.9 62.6 90.2 20.7 10.5 95.3
LOS F E F E F C B F
Approach Delay 86.8 76.3 24.9
Approach LOS F E C
Queue Length 50th (ft)147 157 116 107 122 600 15 84
Queue Length 95th (ft)#231 229 186 166 194 782 34 #163
Internal Link Dist (ft)1161 257 1388
Turn Bay Length (ft)100 125 275 175 200
Base Capacity (vph)215 333 199 334 196 2363 1057 125
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.68 0.49 0.59 0.35 0.62 0.75 0.04 0.66
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 18 (12%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 32.1 Intersection LOS: C
Intersection Capacity Utilization 78.5%ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/15/2024
2025 Build AM Peak Hour Synchro 11 Report
Timmons Group Page 8
Lane Group SBT SBR
Time Before Reduce (s)15.0 15.0
Time To Reduce (s)30.0 30.0
Recall Mode C-Max C-Max
Act Effct Green (s)100.0 100.0
Actuated g/C Ratio 0.64 0.64
v/c Ratio 0.64 0.06
Control Delay 20.1 12.7
Queue Delay 0.0 0.0
Total Delay 20.1 12.7
LOS C B
Approach Delay 23.6
Approach LOS C
Queue Length 50th (ft)470 24
Queue Length 95th (ft)617 50
Internal Link Dist (ft)343
Turn Bay Length (ft)125
Base Capacity (vph)2280 1020
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.64 0.06
Intersection Summary
Sheetz (Shade Tree)
4: Shade Tree Lane & Site Access 2 01/15/2024
2025 Build AM Peak Hour Synchro 11 Report
Timmons Group Page 9
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph)38 59 172 10 10 38
Future Volume (vph)38 59 172 10 10 38
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.993 0.893
Flt Protected 0.981 0.990
Satd. Flow (prot)0 1827 1850 0 1647 0
Flt Permitted 0.981 0.990
Satd. Flow (perm)0 1827 1850 0 1647 0
Link Speed (mph)25 25 25
Link Distance (ft)337 1044 600
Travel Time (s)9.2 28.5 16.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)42 66 191 11 11 42
Shared Lane Traffic (%)
Lane Group Flow (vph)0 108 202 0 53 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.2%ICU Level of Service A
Analysis Period (min) 15
Sheetz (Shade Tree)
4: Shade Tree Lane & Site Access 2 01/15/2024
2025 Build AM Peak Hour Synchro 11 Report
Timmons Group Page 10
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 38 59 172 10 10 38
Future Vol, veh/h 38 59 172 10 10 38
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, %-0 0 -0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 42 66 191 11 11 42
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 202 0 -0 347 197
Stage 1 ---- 197 -
Stage 2 ---- 150 -
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 1370 --- 650 844
Stage 1 ---- 836 -
Stage 2 ---- 878 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1370 --- 629 844
Mov Cap-2 Maneuver ---- 629 -
Stage 1 ---- 809 -
Stage 2 ---- 878 -
Approach EB WB SB
HCM Control Delay, s 3 0 9.9
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1370 --- 788
HCM Lane V/C Ratio 0.031 --- 0.068
HCM Control Delay (s)7.7 0 -- 9.9
HCM Lane LOS A A --A
HCM 95th %tile Q(veh)0.1 --- 0.2
Queuing and Blocking Report
2025 Build AM Peak Hour 01/15/2024
Scenario 1 Sheetz (Shade Tree)SimTraffic Report
Timmons Group Page 1
Intersection: 1: Carolina Beach Road & Horn Road
Movement EB NB SB SB
Directions Served R UL U T
Maximum Queue (ft)62 62 55 5
Average Queue (ft)21 17 15 0
95th Queue (ft)44 45 41 5
Link Distance (ft)1307 1706
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)350 350
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: Carolina Beach Road & Site Access 1
Movement WB NB NB SB SB
Directions Served R T TR T T
Maximum Queue (ft)163 20 21 21 28
Average Queue (ft)68 1 1 1 1
95th Queue (ft)127 11 10 12 14
Link Distance (ft)537 349 349 375 375
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Movement EB EB WB WB NB NB NB NB SB SB SB SB
Directions Served LT R LT R UL T T R UL T T R
Maximum Queue (ft)253 185 237 202 318 407 400 228 217 328 334 204
Average Queue (ft)113 16 111 94 108 237 232 20 72 193 191 28
95th Queue (ft)205 105 211 174 216 375 374 108 154 311 315 130
Link Distance (ft)1183 256 1438 1438 349 349
Upstream Blk Time (%)0 0 0
Queuing Penalty (veh)1 1 1
Storage Bay Dist (ft)100 125 275 175 200 125
Storage Blk Time (%)19 0 10 5 0 5 12 0 7 15 0
Queuing Penalty (veh)28 0 10 5 0 5 5 1 5 8 0
Queuing and Blocking Report
2025 Build AM Peak Hour 01/15/2024
Scenario 1 Sheetz (Shade Tree)SimTraffic Report
Timmons Group Page 2
Intersection: 4: Shade Tree Lane & Site Access 2
Movement EB WB SB
Directions Served LT TR LR
Maximum Queue (ft)45 26 56
Average Queue (ft)6 1 26
95th Queue (ft)29 14 51
Link Distance (ft)256 1011 571
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 70
Sheetz (Shade Tree)
1: Carolina Beach Road & Horn Road 01/22/2024
2025 Build PM Peak Hour Synchro 11 Report
Timmons Group Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph)0 49 12 68 1537 26 1959 63
Future Volume (vph)0 49 12 68 1537 26 1959 63
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 350 350 150
Storage Lanes 0 1 1 1 1
Taper Length (ft)100 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)0 1611 0 1770 3539 1770 3539 1583
Flt Permitted 0.950 0.950
Satd. Flow (perm)0 1611 0 1770 3539 1770 3539 1583
Link Speed (mph)35 45 45
Link Distance (ft)1366 432 1733
Travel Time (s)26.6 6.5 26.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 54 13 76 1708 29 2177 70
Shared Lane Traffic (%)
Lane Group Flow (vph)0 54 0 89 1708 29 2177 70
Enter Blocked Intersection No No No No No No No No
Lane Alignment Left Right R NA Left Left R NA 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)15 9 9 15 9 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 71.9%ICU Level of Service C
Analysis Period (min) 15
Sheetz (Shade Tree)
1: Carolina Beach Road & Horn Road 01/22/2024
2025 Build PM Peak Hour Synchro 11 Report
Timmons Group Page 2
Intersection
Int Delay, s/veh 2.2
Movement EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 49 12 68 1537 26 1959 63
Future Vol, veh/h 0 49 12 68 1537 26 1959 63
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free Free Free
RT Channelized - None -- None -- None
Storage Length -0 - 350 - 350 - 150
Veh in Median Storage, # 0 ---0 -0 -
Grade, %0 ---0 -0 -
Peak Hour Factor 90 90 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2 2 2
Mvmt Flow 0 54 13 76 1708 29 2177 70
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1089 2177 2247 0 1708 -0
Stage 1 --------
Stage 2 --------
Critical Hdwy - 6.94 6.44 4.14 - 6.44 --
Critical Hdwy Stg 1 --------
Critical Hdwy Stg 2 --------
Follow-up Hdwy - 3.32 2.52 2.22 - 2.52 --
Pot Cap-1 Maneuver 0 211 57 226 - 115 --
Stage 1 0 -------
Stage 2 0 -------
Platoon blocked, %---
Mov Cap-1 Maneuver - 211 139 139 - 115 --
Mov Cap-2 Maneuver --------
Stage 1 --------
Stage 2 --------
Approach EB NB SB
HCM Control Delay, s 27.9 3.4 0.6
HCM LOS D
Minor Lane/Major Mvmt NBL NBTEBLn1 SBU SBT SBR
Capacity (veh/h)139 - 211 115 --
HCM Lane V/C Ratio 0.639 - 0.258 0.251 --
HCM Control Delay (s)67.8 - 27.9 46.5 --
HCM Lane LOS F -D E --
HCM 95th %tile Q(veh)3.4 -1 0.9 --
Sheetz (Shade Tree)
2: Carolina Beach Road & Site Access 1 01/22/2024
2025 Build PM Peak Hour Synchro 11 Report
Timmons Group Page 3
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)0 117 1491 117 0 2084
Future Volume (vph)0 117 1491 117 0 2084
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95
Frt 0.865 0.989
Flt Protected
Satd. Flow (prot)0 1611 3500 0 0 3539
Flt Permitted
Satd. Flow (perm)0 1611 3500 0 0 3539
Link Speed (mph)25 45 45
Link Distance (ft)584 423 432
Travel Time (s)15.9 6.4 6.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 130 1657 130 0 2316
Shared Lane Traffic (%)
Lane Group Flow (vph)0 130 1787 0 0 2316
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
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 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 60.9%ICU Level of Service B
Analysis Period (min) 15
Sheetz (Shade Tree)
2: Carolina Beach Road & Site Access 1 01/22/2024
2025 Build PM Peak Hour Synchro 11 Report
Timmons Group Page 4
Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 117 1491 117 0 2084
Future Vol, veh/h 0 117 1491 117 0 2084
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 --0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 130 1657 130 0 2316
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 894 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 0 284 --0 -
Stage 1 0 ---0 -
Stage 2 0 ---0 -
Platoon blocked, %---
Mov Cap-1 Maneuver - 284 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 27.9 0 0
HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)-- 284 -
HCM Lane V/C Ratio -- 0.458 -
HCM Control Delay (s)-- 27.9 -
HCM Lane LOS --D -
HCM 95th %tile Q(veh)-- 2.3 -
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/22/2024
2025 Build PM Peak Hour Synchro 11 Report
Timmons Group Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Lane Configurations
Traffic Volume (vph)81 10 143 72 14 38 20 113 1454 76 34 84
Future Volume (vph)81 10 143 72 14 38 20 113 1454 76 34 84
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)1%0%0%
Storage Length (ft)0 100 0 125 275 175 200
Storage Lanes 0 1 0 1 1 1 1
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.957 0.960 0.950 0.950
Satd. Flow (prot)0 1774 1575 0 1788 1583 0 1770 3539 1583 0 1778
Flt Permitted 0.594 0.589 0.950 0.950
Satd. Flow (perm)0 1101 1575 0 1097 1583 0 1770 3539 1583 0 1778
Right Turn on Red No No No
Satd. Flow (RTOR)
Link Speed (mph)25 25 45
Link Distance (ft)1241 337 1468
Travel Time (s)33.8 9.2 22.2
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
Adj. Flow (vph)90 11 159 80 16 42 22 126 1616 84 38 93
Shared Lane Traffic (%)
Lane Group Flow (vph)0 101 159 0 96 42 0 148 1616 84 0 131
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right R NA Left Left Right R NA Left
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99
Turning Speed (mph)15 9 15 9 9 15 9 9 15
Turn Type Perm NA Perm Perm NA Perm Prot Prot NA Perm Prot Prot
Protected Phases 4 8 5 5 2 1 1
Permitted Phases 4 4 8 8 2
Detector Phase 4 4 4 8 8 8 5 5 2 2 1 1
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 5.0
Minimum Split (s)24.2 24.2 24.2 24.3 24.3 24.3 11.5 11.5 24.2 24.2 11.5 11.5
Total Split (s)30.0 30.0 30.0 30.0 30.0 30.0 25.0 25.0 108.0 108.0 18.0 18.0
Total Split (%)19.2% 19.2% 19.2% 19.2% 19.2% 19.2% 16.0% 16.0% 69.2% 69.2% 11.5% 11.5%
Maximum Green (s)23.8 23.8 23.8 23.6 23.6 23.6 18.9 18.9 101.8 101.8 12.4 12.4
Yellow Time (s)3.1 3.1 3.1 3.2 3.2 3.2 3.0 3.0 4.6 4.6 3.0 3.0
All-Red Time (s)3.1 3.1 3.1 3.2 3.2 3.2 3.1 3.1 1.6 1.6 2.6 2.6
Lost Time Adjust (s)-1.2 -1.2 -1.4 -1.4 -1.1 -1.2 -1.2 -0.6
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 2.0
Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 2.0
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/22/2024
2025 Build PM Peak Hour Synchro 11 Report
Timmons Group Page 6
Lane Group SBT SBR
Lane Configurations
Traffic Volume (vph)1872 94
Future Volume (vph)1872 94
Ideal Flow (vphpl)1900 1900
Grade (%)-1%
Storage Length (ft)125
Storage Lanes 1
Taper Length (ft)
Lane Util. Factor 0.95 1.00
Frt 0.850
Flt Protected
Satd. Flow (prot)3557 1591
Flt Permitted
Satd. Flow (perm)3557 1591
Right Turn on Red No
Satd. Flow (RTOR)
Link Speed (mph)45
Link Distance (ft)423
Travel Time (s)6.4
Peak Hour Factor 0.90 0.90
Adj. Flow (vph)2080 104
Shared Lane Traffic (%)
Lane Group Flow (vph)2080 104
Enter Blocked Intersection No No
Lane Alignment Left Right
Median Width(ft)12
Link Offset(ft)0
Crosswalk Width(ft)16
Two way Left Turn Lane
Headway Factor 0.99 0.99
Turning Speed (mph)9
Turn Type NA Perm
Protected Phases 6
Permitted Phases 6
Detector Phase 6 6
Switch Phase
Minimum Initial (s)12.0 12.0
Minimum Split (s)24.2 24.2
Total Split (s)101.0 101.0
Total Split (%)64.7% 64.7%
Maximum Green (s)94.8 94.8
Yellow Time (s)4.6 4.6
All-Red Time (s)1.6 1.6
Lost Time Adjust (s)-1.2 -1.2
Total Lost Time (s)5.0 5.0
Lead/Lag Lead Lead
Lead-Lag Optimize?Yes Yes
Vehicle Extension (s)6.0 6.0
Minimum Gap (s)3.0 3.0
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/22/2024
2025 Build PM Peak Hour Synchro 11 Report
Timmons Group Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL
Time Before Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 0.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 0.0
Recall Mode None None None None None None None None C-Max C-Max None None
Act Effct Green (s)20.4 20.4 20.4 20.4 20.0 106.2 106.2 14.4
Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.13 0.68 0.68 0.09
v/c Ratio 0.70 0.77 0.67 0.20 0.65 0.67 0.08 0.80
Control Delay 89.4 89.0 86.3 61.0 79.3 16.9 9.3 100.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 89.4 89.0 86.3 61.0 79.3 16.9 9.3 100.9
LOS F F F E E B A F
Approach Delay 89.1 78.6 21.6
Approach LOS F E C
Queue Length 50th (ft)99 158 94 39 146 511 29 131
Queue Length 95th (ft)165 238 158 77 227 588 50 #264
Internal Link Dist (ft)1161 257 1388
Turn Bay Length (ft)100 125 275 175 200
Base Capacity (vph)176 252 175 253 226 2408 1077 165
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.57 0.63 0.55 0.17 0.65 0.67 0.08 0.79
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 62 (40%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 33.7 Intersection LOS: C
Intersection Capacity Utilization 89.4%ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Sheetz (Shade Tree)
3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane 01/22/2024
2025 Build PM Peak Hour Synchro 11 Report
Timmons Group Page 8
Lane Group SBT SBR
Time Before Reduce (s)15.0 15.0
Time To Reduce (s)30.0 30.0
Recall Mode C-Max C-Max
Act Effct Green (s)100.6 100.6
Actuated g/C Ratio 0.64 0.64
v/c Ratio 0.91 0.10
Control Delay 31.5 11.6
Queue Delay 0.0 0.0
Total Delay 31.5 11.6
LOS C B
Approach Delay 34.5
Approach LOS C
Queue Length 50th (ft)919 39
Queue Length 95th (ft)#1143 70
Internal Link Dist (ft)343
Turn Bay Length (ft)125
Base Capacity (vph)2292 1025
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.91 0.10
Intersection Summary
Sheetz (Shade Tree)
4: Shade Tree Lane & Site Access 2 01/22/2024
2025 Build PM Peak Hour Synchro 11 Report
Timmons Group Page 9
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph)36 134 88 8 8 36
Future Volume (vph)36 134 88 8 8 36
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.989 0.890
Flt Protected 0.990 0.991
Satd. Flow (prot)0 1844 1842 0 1643 0
Flt Permitted 0.990 0.991
Satd. Flow (perm)0 1844 1842 0 1643 0
Link Speed (mph)25 25 25
Link Distance (ft)337 1024 600
Travel Time (s)9.2 27.9 16.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)40 149 98 9 9 40
Shared Lane Traffic (%)
Lane Group Flow (vph)0 189 107 0 49 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 25.7%ICU Level of Service A
Analysis Period (min) 15
Sheetz (Shade Tree)
4: Shade Tree Lane & Site Access 2 01/22/2024
2025 Build PM Peak Hour Synchro 11 Report
Timmons Group Page 10
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 36 134 88 8 8 36
Future Vol, veh/h 36 134 88 8 8 36
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, %-0 0 -0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 40 149 98 9 9 40
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 107 0 -0 332 103
Stage 1 ---- 103 -
Stage 2 ---- 229 -
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 1484 --- 663 952
Stage 1 ---- 921 -
Stage 2 ---- 809 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1484 --- 644 952
Mov Cap-2 Maneuver ---- 644 -
Stage 1 ---- 894 -
Stage 2 ---- 809 -
Approach EB WB SB
HCM Control Delay, s 1.6 0 9.4
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1484 --- 876
HCM Lane V/C Ratio 0.027 --- 0.056
HCM Control Delay (s)7.5 0 -- 9.4
HCM Lane LOS A A --A
HCM 95th %tile Q(veh)0.1 --- 0.2
Queuing and Blocking Report
2025 Build PM Peak Hour 01/22/2024
Scenario 1 Sheetz (Shade Tree)SimTraffic Report
Timmons Group Page 1
Intersection: 1: Carolina Beach Road & Horn Road
Movement EB NB NB NB SB SB SB SB
Directions Served R UL T T U T T R
Maximum Queue (ft)143 280 222 220 64 181 176 72
Average Queue (ft)49 135 78 70 18 15 16 3
95th Queue (ft)150 315 329 315 50 142 140 38
Link Distance (ft)1307 375 375 1706 1706
Upstream Blk Time (%)3 5 2
Queuing Penalty (veh)0 39 16
Storage Bay Dist (ft)350 350 150
Storage Blk Time (%)6 4 0 1
Queuing Penalty (veh)45 3 0 1
Intersection: 2: Carolina Beach Road & Site Access 1
Movement WB NB NB SB SB
Directions Served R T TR T T
Maximum Queue (ft)215 149 152 313 319
Average Queue (ft)75 32 32 71 75
95th Queue (ft)193 170 179 257 263
Link Distance (ft)537 349 349 375 375
Upstream Blk Time (%)0 0 1 1
Queuing Penalty (veh)2 3 6 7
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carolina Beach Road & Silver Lake Road/Shade Tree Lane
Movement EB EB WB WB NB NB NB NB SB SB SB SB
Directions Served LT R LT R UL T T R UL T T R
Maximum Queue (ft)170 133 182 112 241 372 361 216 300 375 379 225
Average Queue (ft)84 13 80 34 120 207 192 27 144 298 302 70
95th Queue (ft)153 81 150 83 201 332 318 120 286 410 416 225
Link Distance (ft)1183 256 1438 1438 349 349
Upstream Blk Time (%)0 5 5
Queuing Penalty (veh)0 51 55
Storage Bay Dist (ft)100 125 275 175 200 125
Storage Blk Time (%)9 1 4 0 0 2 8 1 18 22
Queuing Penalty (veh)13 1 1 0 0 3 6 13 22 21
Queuing and Blocking Report
2025 Build PM Peak Hour 01/22/2024
Scenario 1 Sheetz (Shade Tree)SimTraffic Report
Timmons Group Page 2
Intersection: 4: Shade Tree Lane & Site Access 2
Movement EB WB SB
Directions Served LT TR LR
Maximum Queue (ft)50 2 54
Average Queue (ft)4 0 26
95th Queue (ft)24 2 51
Link Distance (ft)256 990 571
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 307