HomeMy WebLinkAboutTIA - DraftTRANSPORTATION
IMPACT ANALYSIS
October 22, 2024
Project # 242001
Wilmington, North Carolina
Prepared For: Port City Produce, LLC
Biggers Market
@DAVENPORT
Transportation I mpact Analysis
Biggers Market
Wilmingtoh, NC
Prepared for
Port City Produce Stores, LLC
October 22,2024
Analysis and Graphics by: Amrit Williams
Reviewed and Sealed by: AJ Anastopoulo, PE
This document, together with the concepts and designs presented herein, is intended only for the specific purpose
and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of
the agreement between DAVENPORT and the client.
Home Office:
119 Brookstown Ave. Suite PH1
Winston-Salem, NC 271 01
tt/lain: 336.744.'1636; Fax: 336.458.9377
Wilmington Regional Office:
1426 Navaho Trail, #108
Wilmington, NC 28409
Main 910.251 .8912: Fax. 336.458 9377
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Serving the Southeast since 2002
9/13/2024 242001 Biggers Market i
EXECUTIVE SUMMARY
The Biggers Market is currently located at 6458 Carolina Beach Road and is looking to relocate
to 6208, 6216 & 6218 Carolina Beach Road in Wilmington, NC. It will consist of a 15,900 square
foot market which sells a wide variety of specialty products, including local produce, craft beer,
local arts and crafts, and niche grocery items. One right-in/right-out access point is proposed on
US 421 (Carolina Beach Road). The expected build-out year for this development is 2025.
Information regarding the property was provided by Port City Produce Stores, LLC and Design
Solutions.
DAVENPORT was retained to determine the potential traffic impacts of this development and to
identify transportation improvements that may be required to accommodate the impacts of the
new development traffic.
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with
the Wilmington Metropolitan Planning Organization (WMPO). This site has a trip generation
potential of 109 trips in the Friday PM peak hour and 188 trips in the Saturday midday peak hour.
In conclusion, this study has determined the potential traffic impacts of this development and
recommendations have been given where necessary to mitigate the impacts of future traffic. The
analysis indicates that with the recommended improvements in place, the proposed site is not
expected to have a detrimental effect on transportation capacity and mobility in the study area.
The recommendations summarized in Figure A and in Table A should be constructed to comply
with applicable NCDOT Policy on Street and Driveway Access to North Carolina Highways and
local standards.
Table A – Recommended Improvements
INTERSECTION RECOMMENDATIONS
US 421 (Carolina Beach Road)
and S Ridge Boulevard
• Extend northbound left turn/U-turn lane to provide
700 feet of storage plus appropriate deceleration
and taper.
US 421 (Carolina Beach Road)
and Condo Club Drive
• Extend existing southbound right turn lane to the
northernmost Za Pie driveway.
US 421 (Carolina Beach Road)
and Cathay Road
• Extend southbound U-turn lane to provide 400
feet of storage plus appropriate deceleration and
taper.
• Adjust signal timings.
US 421 (Carolina Beach Road)
and Site Access 1
• See US 421 and Condo Club Drive. Right turn
lane extension will serve site access.
• Design site drive according to applicable NCDOT
and/or local standards.
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended only for the specific purpose
and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, and shall be a violation
of the agreement between DAVENPORTand the client.
FIGURE A RECOMMENDED IMPROVEMENTS
BIGGERS MARKET
WILMINGTON, NC
PROJECT NUMBER 242001
BLACK = EXISTING
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
Cathay Road
32
5
'
to
4
0
0
'
FU
L
L
20
0
'
S Ridge Boulevard
60
0
'
60
0
'
60
0
'
to
7
0
0
'
Condo Club Drive
17
5
'
to
FU
L
L
Site Access 1
FU
L
L
US
4
2
1
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DIRECTIONAL
CROSSOVER
Adjust signal timings
Extend existing right turn lane to Za Pie
driveway to the north., an extendsion of
approx. 250'. This provides a full width
right turn lane from Condo Club drive to
the NB to SB U-turn bulb out approx. 1650'
north of Condo Club Drive.
9/13/2024 242001 Biggers Market iii
Table of Contents
EXECUTIVE SUMMARY ................................................................................................. i
Figure A: Recommendations .................................................................................................. ii
1.0 Introduction ............................................................................................................. 1
Figure 1 – Site Plan ................................................................................................................. 2
Figure 2A – Site Location Map ............................................................................................... 3
Figure 2B – Vicinity Map ......................................................................................................... 4
2.0 Existing Conditions ................................................................................................ 5
2.1 Inventory .............................................................................................................................. 5
2.2 Existing Traffic Volumes ................................................................................................... 5
Figure 3 – Existing Lane Geometry ....................................................................................... 6
Figure 4 – Existing Traffic Volumes ...................................................................................... 7
3.0 Approved Development and Committed Improvements ..................................... 8
3.1 Approved Developments .................................................................................................. 8
3.2 Committed Improvements ................................................................................................ 8
4.0 Methodology ........................................................................................................... 8
4.1 Base Assumptions and Standards .................................................................................. 8
4.2 Future No Build Volumes.................................................................................................. 8
Figure 5 – Future No Build Volumes ..................................................................................... 9
4.3 Trip Generation ................................................................................................................ 10
4.4 Trip Distribution and Assignment .................................................................................. 10
4.5 Future Build Volumes ...................................................................................................... 10
Figure 6 –Trip Distribution..................................................................................................... 11
Figure 7 –Site Trips ................................................................................................................ 12
Figure 8 – Future Build Volumes ......................................................................................... 13
5.0 Capacity Analysis ................................................................................................. 14
5.1 Level of Service Evaluation Criteria .............................................................................. 14
5.2 Queueing Evaluation ....................................................................................................... 14
5.3 Level of Service and Queueing Results ....................................................................... 15
6.0 Summary and Conclusion ................................................................................... 25
Figure 9 – Recommended Improvements .......................................................................... 26
Appendix ...................................................................................................................... 27
9/13/2024 242001 Biggers Market 1
1.0 Introduction
The Biggers Market is currently located at 6458 Carolina Beach Road and is looking to relocate
to 6208, 6216 & 6218 Carolina Beach Road in Wilmington, NC. It will consist of a 15,900 square
foot market which sells a wide variety of specialty products, including local produce, craft beer,
local arts and crafts, and niche grocery items. One right-in right-out access point is proposed on
US 421 (Carolina Beach Road). The expected build-out year for this development is 2025.
Information regarding the property was provided by Port City Produce Stores, LLC and Design
Solutions.
A conceptual site plan is shown in Figure 1, and a site location map and a vicinity map are
provided in Figures 2A and 2B, respectively.
DAVENPORT was retained to determine the potential traffic impacts of this development and to
identify transportation improvements that may be required to accommodate the impacts of the
new development traffic. The following intersections are included in the study:
1. US 421 (Carolina Beach Road) at S Ridge Boulevard (unsignalized)
2. US 421 (Carolina Beach Road) at Condo Club Drive (unsignalized)
3. US 421 (Carolina Beach Road) at Cathay Road (signalized)
4. US 421 (Carolina Beach Road) and Site Access 1 (unsignalized RIRO)
These intersections were analyzed during the Friday PM and Saturday midday peaks for the
following conditions:
• 2024 Existing Conditions
• 2025 Future No Build Conditions
• 2025 Future Build Conditions
• 2025 Future Build Conditions + Improvements
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with
the Wilmington Metropolitan Planning Organization (WMPO). It was conducted according to the
standards and best practices of the transportation engineering profession.
FIGURE 1
CONCEPTUAL SITE PLAN
Biggers Market
Project Number 242001
Building Area: 11 KSF
Covered Porch: 4.9 KSF
FIGURE 2A
SITE LOCATION MAP SITE INDICATOR
N
SITE
FIGURE 2B
VICINITY MAP
N
STUDY INTERSECTIONS
EXISTING
PROPOSED
1
2
3
4
9/13/2024 242001 Biggers Market 5
2.0 Existing Conditions
2.1 Inventory
Table 2.1 presents a summary of the study area roadway conditions. Figure 3 shows the existing
lane geometry.
Table 2.1 - Street Inventory
Facility Name Route #
2021
AADT
(vpd)
Typical
Cross
Section
Lane
Width
Speed
Limit
(MPH)
Maintained
By
Carolina Beach
Road US 421 43,500 4-lane
divided 11 feet 55 NCDOT
S Ridge
Boulevard n/a n/a 2-lane
undivided 9 feet 25* City of
Wilmington
Condo Club Drive n/a n/a 2-lane
undivided 10 feet 25* Private
Cathay Road n/a n/a 2-lane
undivided 10 feet 25 City of
Wilmington
*Assumed speed limit
2.2 Existing Traffic Volumes
Turning movement counts for this project were collected by True Direction Traffic Services Inc
when schools were in session. Table 2.2 contains the location, dates, and times these counts
were conducted. For the weekend analysis period, traffic counts were collected for both Saturday
and Sunday midday peaks. In scoping coordination with WMPO, it was established that the higher
of the weekend background volumes would determine the weekend analysis period. In this case,
the Saturday background volumes were higher, thus, the weekend analysis period was the
Saturday midday peak. The traffic volumes were not balanced between the study intersections
since the existing driveways and land uses account for the imbalance. Additionally, a minimum of
four vehicles per hour were assigned to all movements, per NCDOT Congestion Management
standards. The existing AM and PM peak hour volumes are shown in Figure 4. Traffic count data
are provided in the Appendix.
Table 2.2 - Traffic Volume Data
Count Location Date Taken Hours
US 421 (Carolina Beach Road) at S
Ridge Blvd (unsignalized)
Friday, May 31, 2024
Saturday, June 1, 2024
Sunday June 2, 2024
4-6 PM (Fri)
11 AM – 1 PM (Wknd)
US 421 (Carolina Beach Road) at Condo
Club Drive (unsignalized)
Friday, May 31, 2024
Saturday, June 1, 2024
Sunday June 2, 2024
4-6 PM (Fri)
11 AM – 1 PM (Wknd)
US 421 (Carolina Beach Road) at Cathay
Road (signalized)
Friday, May 31, 2024
Saturday, June 1, 2024
Sunday June 2, 2024
4-6 PM (Fri)
11 AM – 1 PM (Wknd)
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended only for the specific purpose
and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, and shall be a violation
of the agreement between DAVENPORTand the client.
FIGURE 3 EXISTING LANE GEOMETRY
BIGGERS MARKET
WILMINGTON, NC
PROJECT NUMBER 242001
2021 AADT
VOLUMESXXXX
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
US
4
2
1
(C
a
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a
B
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)
Cathay Road
32
5
'
FU
L
L
20
0
'
SPEED
LIMIT
55
S Ridge Boulevard
SPEED
LIMIT
55
60
0
'
60
0
'
60
0
'
Condo Club Drive
17
5
'
SPEED
LIMIT
25
43
,
5
0
0
69
0
'
88
0
'
DIRECTIONAL
CROSSOVER
*** NOT TO SCALE ***
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
BIGGERS MARKET
WILMINGTON, NC
PROJECT NUMBER 242001
N
This document, together with the concepts and designs presented herein, is intended only for the
specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document
by others without written authorization and adaptation by DAVENPORT, shall be without liability to
DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client.
FIGURE 4
2024 EXISTING
TRAFFIC VOLUMES
PM / SATURDAY PEAKS
** A minimum of 4 vehicles per hour is analyzed for each movement per NCDOT
Congestion Management Guidelines.
52
/
3
2
84
/
1
0
0
45
/
3
1
Cathay Road
S Ridge Boulevard
Condo Club Drive
35 / 38
92 / 85
43
/
4
4
13
8
6
/
1
3
3
9
91
/
6
1
20
4
3
/
1
9
1
8
23
/
1
2
21
9
3
/
2
0
5
4
15
6
2
/
1
5
2
4
13 / 13
44
/
1
7
9
/
1
6
21
2
5
/
1
9
6
4
51 / 72
30
/
2
3
14
8
7
/
1
4
7
0
DIRECTIONAL
CROSSOVER
US
4
2
1
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9/13/2024 242001 Biggers Market 8
3.0 Approved Development and Committed Improvements
3.1 Approved Developments
Approved developments are developments that have been recently approved in the area but are
not yet constructed. The approved Watermark Apartments development was included in the
approved scoping document. Upon further coordination with WMPO at Step 1A, it was noted that
the Watermark Apartments is not moving forward, so it is not considered in this study. No
approved developments are considered in this study.
3.2 Committed Improvements
Committed improvements are improvements that are planned by NCDOT, the County, or City, or
that are associated with a prior approved development in the area but are not yet constructed.
Per the TIA approval letter for the Watermark Apartments, the development was responsible for
installing a traffic signal at US 421 (Carolina Beach Road) at S Ridge Boulevard for the
southbound to northbound U-Turn. As noted above, this development is not moving forward;
therefore, this signal is not included as a committed improvement. No committed improvements
are considered in this study.
4.0 Methodology
4.1 Base Assumptions and Standards
In general, the analysis for this project was conducted utilizing commonly accepted NCDOT
standards. Table 4.1 contains a summary of the base assumptions.
Table 4.1 - Assumptions
Annual Growth Rate 1%
Analysis Software Synchro/SimTraffic
Lane Widths 12 feet
Peak Hour Factor 0.90
Truck Percentage 2%
4.2 Future No Build Volumes
The 2025 future no build traffic volumes were computed by applying a one percent (1%)
compounded annual growth rate to the 2024 existing traffic volumes. Figure 5 shows 2025 future
no build traffic volumes for PM and Saturday peaks.
*** NOT TO SCALE ***
BLACK = EXISTING
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
BIGGERS MARKET
WILMINGTON, NC
PROJECT NUMBER 242001
N
This document, together with the concepts and designs presented herein, is intended only for the
specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document
by others without written authorization and adaptation by DAVENPORT, shall be without liability to
DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client.
FIGURE 5
2025 FUTURE NO
BUILD VOLUMES
PM / SATURDAY PEAKS
53
/
3
2
85
/
1
0
1
45
/
3
1
Cathay Road
S Ridge Boulevard
Condo Club Drive
35 / 38
93 / 86
43
/
4
4
14
0
0
/
1
3
5
2
92
/
6
2
20
6
3
/
1
9
3
7
23
/
1
2
22
1
5
/
2
0
7
5
15
7
8
/
1
5
3
9
13 / 13
44
/
1
7
9
/
1
6
21
4
6
/
1
9
8
4
52 / 73
30
/
2
3
15
0
2
/
1
4
8
5
DIRECTIONAL
CROSSOVER
US
4
2
1
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)
9/13/2024 242001 Biggers Market 10
4.3 Trip Generation
The proposed development will contain a 15,900 square foot market which sells a wide variety of
specialty products, including local produce, craft beer, local arts and crafts, and niche grocery
items. Due to the uniqueness of the land use, a custom trip generation for the site was determined.
In order to determine a custom trip generation rate, turning movement counts were taken at the
existing Biggers Market, located at 6250 Market Street in Wilmington. Compared to the proposed
location, this location is of similar size and provides similar specialty products along with a counter
service kitchen. Counts were collected on two consecutive midweek days for the PM peak and
Saturday and Sunday from 11am to 3 pm. Weekend count time was determined in coordination
with the client to obtain data from the busiest weekend timeframe. For the PM peak, site traffic
from the busiest hour from each midweek day was averaged and utilized to determine the custom
rate. In coordination with WMPO, the PM analysis period was determined to be Friday after the
initial traffic counts were taken. The site traffic from the busiest time period on Saturday was
utilized. Table 4.2 presents the results. The sum of the driveway counts and estimated street
parking data was used for trip generation values in this study.
Table 4.2 -Trip Generation
Average Weekday Driveway Volumes PM Peak Hour Saturday Peak
Hour
Land Use Size Data Source Enter Exit Total Enter Exit Total
Biggers
Market-
Existing
15.9 KSF
Custom- Based on
counts at existing
location
55 46 101 92 88 180
Custom- Based on
estimated street
parking from video
4 4 8 4 4 8
Total Trips 59 50 109 96 92 188
4.4 Trip Distribution and Assignment
Site trips for this proposed development were distributed based on the existing traffic patterns
and engineering judgment. The trip distribution model is shown in Figure 6. The directional
distribution for site trips is:
• 50% to/from the north on Carolina Beach Road
• 40% to/from the south on Carolina Beach Road
• 10% to/from the west on Cathay Road
4.5 Future Build Volumes
Site trip volumes were added to the future no build volumes to compute the 2025 Future Build
volumes. Site trips are shown in Figure 7 and Future Build volumes are shown in Figure 8.
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended only for the specific
purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others
without written authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, and
shall be a violation of the agreement between DAVENPORT and the client.
BLACK = EXISTING
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
FIGURE 6 TRIP DISTRIBUTION
BIGGERS MARKET
WILMINGTON, NC
PROJECT NUMBER 242001
ORIGIN/DESTINATION
NODE%
IN = ENTERING
OUT = EXITING
50%
10%
50
%
O
U
T
Cathay Road
S Ridge Boulevard
Condo Club Drive
Site Access 1
100% OUT
10
0
%
O
U
T
40
%
O
U
T
50
%
O
U
T
40%
40
%
I
N
10
0
%
I
N
50
%
I
N
50
%
I
N
10
%
O
U
T
10% IN
50
%
I
N
+
5
0
%
O
U
T
0%
0%
US
4
2
1
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DIRECTIONAL
CROSSOVER
50
%
I
N
+
5
0
%
O
U
T
*** NOT TO SCALE ***
BLACK = EXISTING
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
BIGGERS MARKET
WILMINGTON, NC
PROJECT NUMBER 242001
N
This document, together with the concepts and designs presented herein, is intended only for the
specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document
by others without written authorization and adaptation by DAVENPORT, shall be without liability to
DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client.
FIGURE 7 SITE TRIPS
PM / SATURDAY PEAKS
0
/
0
24
/
3
8
0
/
0
25
/
4
6
Cathay Road
S Ridge Boulevard
Condo Club Drive
Site Access 1
0 / 0
6 / 10
5
/
9
20
/
3
7
0
/
0
50
/
9
2
55
/
9
4
0 / 0
0
/
0
0
/
0
30
/
4
8
0 / 0
30
/
4
8
25
/
4
6
50 / 92
59
/
9
6
0
/
0
55
/
9
4
US
4
2
1
(C
a
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B
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R
o
a
d
)
DIRECTIONAL
CROSSOVER
*** NOT TO SCALE ***
BLACK = EXISTING
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
BIGGERS MARKET
WILMINGTON, NC
PROJECT NUMBER 242001
N
This document, together with the concepts and designs presented herein, is intended only for the
specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document
by others without written authorization and adaptation by DAVENPORT, shall be without liability to
DAVENPORT, and shall be a violation of the agreement between DAVENPORT and the client.
FIGURE 8 2025 FUTURE
BUILD VOLUMES
PM / SATURDAY PEAKS
43
/
4
4
14
2
4
/
1
3
9
0
53
/
3
2
11
0
/
1
4
7
30
/
2
3
Cathay Road
S Ridge Boulevard
Condo Club Drive
Site Access 1
35 / 38
99 / 96
97
/
7
1
20
8
3
/
1
9
7
4
23
/
1
2
22
6
5
/
2
1
6
7
16
3
3
/
1
6
3
3
13 / 13
44
/
1
7
9
/
1
6
21
7
6
/
2
0
3
2
52 / 73
75
/
7
9
15
2
7
/
1
5
3
1
50 / 92
59
/
9
6
22
3
8
/
2
0
8
7
16
3
3
/
1
6
3
3
US
4
2
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(C
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DIRECTIONAL
CROSSOVER
9/13/2024 242001 Biggers Market 14
5.0 Capacity Analysis
5.1 Level of Service Evaluation Criteria
The Transportation Research Board’s Highway Capacity Manual (HCM) utilizes a term “level of
service” (LOS) to measure how traffic operates in intersections and on roadway segments. There
are six levels of service ranging from A to F as shown in Table 5.1. Level of service “A” represents
low-volume traffic operations and level of service “F” represents high-volume, oversaturated traffic
operations. Synchro traffic modeling software is used to determine the LOS and delay for study
intersections. Synchro analysis worksheet reports are provided in the Appendix.
5.2 Queueing Evaluation
A queueing analysis was performed using Synchro and SimTraffic simulation, based on a
minimum 10-minute seeding, a 60-minute recording period, and 10 runs. The maximum
SimTraffic queues and 95th-percentile Synchro queues are provided, along with the turn lane
lengths. Synchro and SimTraffic queue reports are provided in the Appendix.
Table 5.1 – Highway Capacity Manual
Levels of Service and Control Delay Criteria
Signalized Intersection Unsignalized Intersection
Level of Service Control Delay Per
vehicle (seconds) Level of Service Delay Range
(seconds)
A ≤ 10 A ≤ 10
B > 10 and ≤ 20 B > 10 and ≤ 15
C > 20 and ≤ 35 C > 15 and ≤ 25
D > 35 and ≤ 55 D > 25 and ≤ 35
E > 55 and ≤ 80 E > 35 and ≤ 50
F > 80 F > 50
9/13/2024 242001 Biggers Market 15
5.3 Level of Service and Queueing Results
The results of the capacity and queue analyses are discussed by intersection in the following
paragraphs. The LOS, delay, and queue results are summarized in Tables 5.2 to 5.6.
US 421 (Carolina Beach Road) and S Ridge Road (NB to SB U-turn/left-turn- unsignalized)
The highest LOS of the approaches is the westbound (northbound left turn/U-turn) movement.
This approach operates at LOS F in existing, future no build, and future build scenarios for both
peak hours. Initial analysis indicated significant queuing in the northbound left turn/U-turn lane
which backed beyond the storage lane, beyond US 421 and Cathay Road. This resulted in erratic
queueing outcomes throughout the network. Upon subsequent discussions with WMPO, the
upstream signal at US 421 and Shark Eye Lane was added to the traffic model. Additional details
are provided in Appendix. The upstream signal provides gaps along US 421 to allow vehicles to
make the northbound left turn/U-turn movement. It is worth noting that the controlling signal for
gaps in the corridor is the signal at US 421 and Sanders Road. The eastbound left off Sanders
Road is the controlling side street movement, requiring significant time allocated to this
movement. Moreover, this is a 4-phase signal. This signal could provide further gaps, beyond
what is modeled and provided by the signal at US 421 and Shark Eye Lane. With the signal at
US 421 and Shark Eye Lane included in the model, queues are shown to be reduced. The model
cannot reflect the reduction in delays based upon the upstream signal. In the PM peak hour, max
queues exceed available storage under future build conditions. It is recommended to extend the
northbound left turn/U-turn lane to provide 700 feet of storage with appropriate deceleration and
taper. With this extension, queues are shown to be contained.
Although a signal warrant analysis was not included in the scope, a high-level examination was
performed for this intersection using the NCDOT “Guidelines for Signalization of Intersections with
Two or Three Approaches.” The applicable charts are included in the Appendix. The graph shows
that the turning movement demand exceeds capacity for the Friday PM peak hour. The Saturday
peak hour falls directly on the line of exceeding capacity, while the volume combination exceeds
the 85th percentile of capacity. NCDOT “Guidelines for Signalization of Intersections with Two or
Three Approaches” note that further investigation of signalization should be considered when
exceeding these thresholds. The time periods analyzed for signal warrants are the Friday PM
peak and Saturday midday peak, as these are the busiest periods for the Biggers Market. It can
be assumed the AM peak hour would not meet. Biggers Market typically opens at 9 am so very
few site trips would be added to this intersection in the AM peak hour. Taking this into
consideration, signalization is not recommended.
9/13/2024 242001 Biggers Market 16
Table 5.2 - US 421 at S Ridge Boulevard
Scenario LOS of Worst
Approach
Level of Service (Delay) per Movement & by Approach (Delay
in seconds/vehicle)
Eastbound Westbound* Southbound
Friday Peak Hour
2024 Existing
F (425.6)
WB Approach D (33.4) F (425.6) A (0.0)
Approach Lanes R TL T R
Movement LOS D (33.4) F (425.6) A (0.0) A (0.0)
Available Storage (ft) FULL 600 FULL 600
95th% Queue (ft) 31 190 0 0
Max Queue (ft) 110 218 0 0
2025 No Build
F (452.8)
WB Approach D (34.3) F (452.8) A (0.0)
Approach Lanes R TL T R
Movement LOS D (34.3) F (452.8) A (0.0) A (0.0)
Available Storage (ft) FULL 600 FULL 600
95th% Queue (ft) 33 194 0 0
Max Queue (ft) 88 462 0 0
2025 Future
Build
F (635.1)
WB Approach E (35.5) F (635.1) A (0.0)
Approach Lanes R TL T R
Movement LOS E (35.5) F (635.1) A (0.0)
Available Storage (ft) FULL 600 FULL 600
95th% Queue (ft) 34 281 0 0
Max Queue (ft) 194 695 20 0
2025 Future
Build + IMP
F (635.1)
WB Approach E (35.5) F (635.1) A (0.0)
Approach Lanes R TL T R
Movement LOS E (35.5) F (635.1) A (0.0)
Available Storage (ft) FULL 700 FULL 600
95th% Queue (ft) 34 281 0 0
Max Queue (ft) 86 513 0 0
* Westbound approach is the northbound left turn/U-turn movement. Congestion Management
Alternative Intersection Coding requires this to be modeled as a westbound approach.
9/13/2024 242001 Biggers Market 17
Table 5.2 cont. - US 421 at S Ridge Boulevard
Saturday Peak Hour
Scenario LOS of Worst
Approach
Level of Service (Delay) per Movement & by Approach (Delay in
seconds/vehicle)
Eastbound Westbound* Southbound
2024 Existing
F (211.4)
WB Approach D (32.3) F (211.4) A (0.0)
Approach Lanes R TL T R
Movement LOS D (32.3) F (211.4) A (0.0) A (0.0)
Available Storage (ft) FULL 600 FULL 600
95th% Queue (ft) 42 115 0 0
Max Queue (ft) 129 153 0 0
2025 No Build
F (226.5)
WB Approach D (33.3) F (226.5) A (0.0)
Approach Lanes R TL T R
Movement LOS D (33.3) F (226.5) A (0.0) A (0.0)
Available Storage (ft) FULL 600 FULL 600
95th% Queue (ft) 44 118 0 0
Max Queue (ft) 132 218 0 0
2025 Future
Build
F (489.5)
WB Approach E (35.2) F (489.5) A (0.0)
Approach Lanes R TL T R
Movement LOS E (35.2) F (489.5) A (0.0) A (0.0)
Available Storage (ft) FULL 600 FULL 600
95th% Queue (ft) 46 255 0 0
Max Queue (ft) 152 221 0 0
2025 Future
Build + IMP
F (489.5)
WB Approach E (35.2) F (489.5) A (0.0)
Approach Lanes R TL T R
Movement LOS E (35.2) F (489.5) A (0.0) A (0.0)
Available Storage (ft) FULL 700 FULL 600
95th% Queue (ft) 46 255 0 0
Max Queue (ft) 192 221 0 0
* Westbound approach is the northbound left turn/U-turn movement. Congestion Management
Alternative Intersection Coding requires this to be modeled as a westbound approach.
9/13/2024 242001 Biggers Market 18
US 421 (Carolina Beach Road) and S Ridge Road (SB to NB U-turn- future signal)
The highest LOS of the approaches is the eastbound approach (southbound U-turn movement).
This approach operates at LOS C in existing, future no build, and future build scenarios for both
peak hours. Queues are not expected to exceed the available storage. No improvements are
recommended.
Table 5.3 - US 421 SB U-turn at US 421 NB
Scenario LOS of Worst Approach
Level of Service (Delay) per Movement &
by Approach (Delay in seconds/vehicle)
Eastbound* Northbound
Friday Peak Hour
2024 Existing
C (18.8)
EB Approach C (18.8) A (0.0)
Approach Lanes L T
Movement LOS C (18.8) A (0.0)
Available Storage (ft) 600 FULL
95th% Queue (ft) 14 0
Max Queue (ft) 94 0
2025 No Build
C (19.0)
EB Approach C (19.0) A (0.0)
Approach Lanes L T
Movement LOS C (19.0) A (0.0)
Available Storage (ft) 600 FULL
95th% Queue (ft) 14 0
Max Queue (ft) 74 0
2025 Future Build
C (19.3)
EB Approach C (19.3) A (0.0)
Approach Lanes L T
Movement LOS C (19.3) A (0.0)
Available Storage (ft) 600 FULL
95th% Queue (ft) 14 0
Max Queue (ft) 76 0
2025 Future Build
+ IMP
C (19.3)
EB Approach C (19.3) A (0.0)
Approach Lanes L T
Movement LOS C (19.3) A (0.0)
Available Storage (ft) 600 FULL
95th% Queue (ft) 14 0
Max Queue (ft) 55 0
* Eastbound approach is the southbound U-turn movement. Congestion Management Alternative
Intersection Coding requires this to be modeled as a westbound approach.
9/13/2024 242001 Biggers Market 19
Table 5.3 cont. - US 421 SB U-turn at US 421 NB
Saturday Peak Hour
Scenario LOS of Worst Approach
Level of Service (Delay) per Movement &
by Approach (Delay in seconds/vehicle)
Eastbound* Northbound
2024 Existing
C (17.2)
EB Approach C (17.2) A (0.0)
Approach Lanes L T
Movement LOS C (17.2) A (0.0)
Available Storage (ft) 600 FULL
95th% Queue (ft) 5 0
Max Queue (ft) 51 0
2025 No Build
C (17.3)
EB Approach C (17.3) A (0.0)
Approach Lanes L T
Movement LOS C (17.3) A (0.0)
Available Storage (ft) 600 FULL
95th% Queue (ft) 5 0
Max Queue (ft) 31 0
2025 Future Build
C (17.9)
EB Approach C (17.9) A (0.0)
Approach Lanes L T
Movement LOS C (17.9) A (0.0)
Available Storage (ft) 600 FULL
95th% Queue (ft) 5 0
Max Queue (ft) 31 0
2025 Future Build
+ IMP
C (17.9)
EB Approach C (17.9) A (0.0)
Approach Lanes L T
Movement LOS C (17.9) A (0.0)
Available Storage (ft) 600 FULL
95th% Queue (ft) 5 0
Max Queue (ft) 32 0
* Eastbound approach is the southbound U-turn movement. Congestion Management Alternative
Intersection Coding requires this to be modeled as a westbound approach.
9/13/2024 242001 Biggers Market 20
US 421 (Carolina Beach Road) and Condo Club Drive (unsignalized)
The eastbound side street approach operates at LOS D in existing conditions, future no build, and
future build conditions in both peak hours. There is an existing southbound right turn lane. In order
to accommodate the future site access, it is recommended this turn lane be extended to the
northernmost Za Pie driveway. See Site Access 1 discussion for additional details. This will create
a full width right turn lane from Condo Club Drive to the new NB to SB U-turn bulb out
approximately 1650 feet north of Condo Club Drive.
Table 5.4 - US 421 (Carolina Beach Road) at Condo Club Drive
Scenario LOS of Worst
Approach
Level of Service (Delay) per Movement & by Approach (Delay
in seconds/vehicle)
Eastbound Northbound Southbound
Friday Peak Hour
2024 Existing
D (27.8)
EB Approach D (27.8) A (0.0) A (0.0)
Approach Lanes R T T R
Movement LOS D (27.8) A (0.0) A (0.0) A (0.0)
Available Storage (ft) FULL FULL FULL 175
95th% Queue (ft) 8 0 0 0
Max Queue (ft) 52 0 48 0
2025 No Build
D (28.3)
EB Approach D (28.3) A (0.0) A (0.0)
Approach Lanes R T T R
Movement LOS D (28.3) A (0.0) A (0.0) A (0.0)
Available Storage (ft) FULL FULL FULL 175
95th% Queue (ft) 8 0 0 0
Max Queue (ft) 152 0 55 0
2025 Future
Build
D (29.4)
EB Approach D (29.4) A (0.0) A (0.0)
Approach Lanes R T T R
Movement LOS D (29.4) A (0.0) A (0.0) A (0.0)
Available Storage (ft) FULL FULL FULL 175
95th% Queue (ft) 8 0 0 0
Max Queue (ft) 114 0 98 0
2025 Future
Build + IMP
D (29.4)
EB Approach D (29.4) A (0.0) A (0.0)
Approach Lanes R T T R
Movement LOS D (29.4) A (0.0) A (0.0) A (0.0)
Available Storage (ft) FULL FULL FULL 425
95th% Queue (ft) 8 0 0 0
Max Queue (ft) 29 0 31 0
9/13/2024 242001 Biggers Market 21
Table 5.4 (continued) - US 421 (Carolina Beach Road) at Condo Club Drive
Saturday Peak Hour
Scenario LOS of Worst
Approach
Level of Service (Delay) per Movement & by Approach (Delay
in seconds/vehicle)
Eastbound Northbound Southbound
2024 Existing
D (25.0)
EB Approach D (25.0) A (0.0) A (0.0)
Approach Lanes R T T R
Movement LOS D (25.0) A (0.0) A (0.0) A (0.0)
Available Storage (ft) FULL FULL FULL 175
95th% Queue (ft) 5 0 0 0
Max Queue (ft) 31 0 0 0
2025 No Build
D (25.4)
EB Approach D (25.4) A (0.0) A (0.0)
Approach Lanes R T T R
Movement LOS D (25.4) A (0.0) A (0.0) A (0.0)
Available Storage (ft) FULL FULL FULL 175
95th% Queue (ft) 5 0 0 0
Max Queue (ft) 31 0 146 0
2025 Future Build
D (27.3)
EB Approach D (27.3) A (0.0) A (0.0)
Approach Lanes R T T R
Movement LOS D (27.3) A (0.0) A (0.0) A (0.0)
Available Storage (ft) FULL FULL FULL 175
95th% Queue (ft) 5 0 0 0
Max Queue (ft) 29 0 100 0
2025 Future Build +
IMP
D (27.3)
EB Approach D (27.3) A (0.0) A (0.0)
Approach Lanes R T T R
Movement LOS D (27.3) A (0.0) A (0.0) A (0.0)
Available Storage (ft) FULL FULL FULL 425
95th% Queue (ft) 5 0 0 0
Max Queue (ft) 50 0 19 0
9/13/2024 242001 Biggers Market 22
US 421 (Carolina Beach Road) and Cathay Road (signalized)
The overall intersection operates at LOS D in the Friday peak hour and LOS C in the Saturday
peak hour under existing and future no build conditions. The intersection operates at LOS D under
future build conditions in both peak hours. There is a greater than 25% increase in delay in the
southbound U-turn lane in the Saturday peak hour. 95th percentile queues are shown to exceed
the available storage in this peak hour. The max queues reported are shown to exceed capacity
in the U-turn lane. This is due to the through lane queues blocking the turn lane, therefore, queues
reported are storage plus taper. It is recommended to extend the southbound U-turn lane to
provide 400 feet of storage with appropriate deceleration and taper. Signal timing adjustments
are also recommended. With these improvements in place, the intersection operates at LOS D in
both peak hours. 95th percentile queues are shown to fit in the recommended storage.
Table 5.5 - US 421 (Carolina Beach Road) at Cathay Road
Scenario Overall LOS
Level of Service (Delay) per Movement & by Approach (Delay in
seconds/vehicle)
Eastbound Northbound Southbound
Friday Peak Hour
2024 Existing
D (35.8) F (81.3) B (17.7) D (45.3)
Approach Lanes LR UL T U T R
Movement LOS F (81.3) E (68.7) B (14.2) F (87.4) D (45.4) A (3.5)
Available Storage (ft) FULL 200 FULL 325 FULL FULL
95th% Queue (ft) 209 166 526 #174 #1464 31
Max Queue (ft) 273 217 349 425 556 53
2025 No Build
D (39.3) E (77.7) B (18.6) D (51.0)
Approach Lanes LR UL T U T R
Movement LOS E (77.7) E (68.8) B (15.1) F (89.9) D (51.5) A (3.5)
Available Storage (ft) FULL 200 FULL 325 FULL FULL
95th% Queue (ft) 209 168 536 #194 #1491 32
Max Queue (ft) 194 299 325 425 646 53
2025 Future
Build
D (42.5) E (78.2) B (20.0) E (55.4)
Approach Lanes LR UL T U T R
Movement LOS E (78.2) E (68.7) B (16.7) F (90.8) E (56.0) A (3.5)
Available Storage (ft) FULL 200 FULL 325 FULL FULL
95th% Queue (ft) 219 166 551 #266 #1515 33
Max Queue (ft) 177 299 332 425 649 94
2025 Future
Build + IMP
D (42.5) E (78.2) B (20.0) E (55.4)
Approach Lanes LR UL T U T R
Movement LOS E (78.2) E (68.7) B (16.7) F (90.8) E (56.0) A (3.5)
Available Storage (ft) FULL 200 FULL 400 FULL FULL
95th% Queue (ft) 219 166 551 #266 #1515 33
Max Queue (ft) 236 299 406 499 613 94
9/13/2024 242001 Biggers Market 23
Table 5.5 - US 421 (Carolina Beach Road) at Cathay Road
Scenario Overall LOS
Level of Service (Delay) per Movement & by Approach (Delay in
seconds/vehicle)
Eastbound Northbound Southbound
Saturday Peak Hour
2024 Existing
C (29.3) E (79.1) B (16.8) C (34.8)
Approach Lanes LR UL T U T R
Movement LOS E (79.1) E (65.2) B (14.0) F (86.3) C (33.2) A (3.2)
Available Storage (ft) FULL 200 FULL 325 FULL FULL
95th% Queue (ft) 197 136 477 #229 #1280 22
Max Queue (ft) 162 115 287 424 524 43
2025 No
Build
C (31.4) E (75.6) B (17.7) D (38.1)
Approach Lanes LR UL T U T R
Movement LOS E (75.6) E (65.2) B (15.1) F (88.0) C (36.6) A (3.2)
Available Storage (ft) FULL 200 FULL 325 FULL FULL
95th% Queue (ft) 201 136 484 m#245 #1304 22
Max Queue (ft) 213 157 377 425 630 53
2025 Future
Build
D (36.4) E (76.4) B (18.7) D (45.7)
Approach Lanes LR UL T U T R
Movement LOS E (76.4) E (65.2) B (16.1) F (123.7) D (41.5) A (3.2)
Available Storage (ft) FULL 200 FULL 325 FULL FULL
95th% Queue (ft) 215 136 508 m#372 #1347 25
Max Queue (ft) 241 299 387 425 676 53
2025 Future
Build + IMP
D (36.4) E (76.4) C (21.4) D (43.4)
Approach Lanes LR UL T U T R
Movement LOS E (76.4) E (65.2) B (19.0) F (88.8) D (41.5) A (3.2)
Available Storage (ft) FULL 200 FULL 400 FULL FULL
95th% Queue (ft) 215 136 588 m#289 #1347 25
Max Queue (ft) 259 300 346 198 634 66
9/13/2024 242001 Biggers Market 24
US 421 (Carolina Beach Road) at Site Access 1 (unsignalized)
Under future build conditions, the minor-street approach is expected to operate at LOS E in the
Friday peak hour and LOS F in the Saturday peak hour. These delays are common for minor
street approaches at a high volume mainline, such as US 421. The need for a right-turn lane was
reviewed based on the NCDOT Policy on Street and Driveway Access to North Carolina
Highways. Based on projected volumes, a southbound right-turn lane with 200 feet of storage
with appropriate deceleration and taper is warranted. In order to accommodate the right turns
into the site and provide the necessary storage, it is recommended to extend the existing right
turn lane onto Condo Club Drive to the northernmost Za Pie driveway. This will create a full width
right turn lane from Condo Club Drive to the new NB to SB U-turn bulb out approximately 1650
feet north of Condo Club Drive. The site access should be designed in accordance with applicable
NCDOT standards.
Table 5.6 - US 421 at Site Access 1
Scenario LOS of Worst Approach
Level of Service (Delay) per Movement & by Approach (Delay in
seconds/vehicle)
Eastbound Southbound
Friday Peak Hour
2025 Build
E (49.2)
EB Approach E (49.2) A (0.0)
Approach Lanes R T R
Movement LOS E (49.2) A (0.0) A (0.0)
Available Storage (ft) FULL FULL 25
95th% Queue (ft) 45 0 0
Max Queue (ft) 310 96 0
2025 Build with
Improvements
E (49.2)
EB Approach E (49.2) A (0.0)
Approach Lanes R T R
Movement LOS E (49.2) A (0.0) A (0.0)
Available Storage (ft) FULL FULL 275
95th% Queue (ft) 45 0 0
Max Queue (ft) 380 38 0
Saturday Peak Hour
2025 Build
F (70.1)
EB Approach F (70.1) A (0.0)
Approach Lanes R T R
Movement LOS B (12.8) B (12.8) B (12.8)
Available Storage (ft) FULL FULL 25
95th% Queue (ft) 98 0 0
Max Queue (ft) 307 95 0
2025 Build with
Improvements
F (70.1)
EB Approach F (70.1) A (0.0)
Approach Lanes R T R
Movement LOS B (12.8) B (12.8) B (12.8)
Available Storage (ft) FULL FULL 275
95th% Queue (ft) 98 0 0
Max Queue (ft) 386 99 0
9/13/2024 242001 Biggers Market 25
6.0 Summary and Conclusion
The Biggers Market is currently located at 6458 Carolina Beach Road and is looking to relocate
to 6208, 6216 & 6218 Carolina Beach Road in Wilmington, NC. It will consist of a 15,900 square
foot market which sells a wide variety of specialty products, including local produce, craft beer,
local arts and crafts, and niche grocery items. One right-in right-out access point is proposed on
US 421 (Carolina Beach Road). The expected build-out year for this development is 2025.
Information regarding the property was provided by Port City Produce Stores, LLC and Design
Solutions.
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with
the Wilmington Metropolitan Planning Organization (WMPO). This site has a trip generation
potential of 109 trips in the Friday PM peak hour and 188 trips in the Saturday midday peak hour.
In conclusion, this study has determined the potential traffic impacts of this development.
Improvements are recommended to accommodate the impacts of new development traffic. Table
6.1 summarizes the recommended improvements, which are also reflected in Figure 9. With the
recommended improvements in place, the anticipated transportation impacts of the proposed
development can be accommodated.
Table 6.1 – Summary of Recommended Improvements
INTERSECTION RECOMMENDATIONS
US 421 (Carolina Beach Road)
and S Ridge Boulevard
• Extend northbound left turn/U-turn lane to provide
700 feet of storage plus appropriate deceleration
and taper.
US 421 (Carolina Beach Road)
and Condo Club Drive
• Extend existing southbound right turn lane to the
northernmost Za Pie driveway.
US 421 (Carolina Beach Road)
and Cathay Road
• Extend southbound U-turn lane to provide 400
feet of storage plus appropriate deceleration and
taper.
• Adjust signal timings.
US 421 (Carolina Beach Road)
and Site Access 1
• See US 421 and Condo Club Drive. Right turn
lane extension will serve site access.
• Design site drive according to applicable NCDOT
and/or local standards.
*** NOT TO SCALE ***
N
This document, together with the concepts and designs presented herein, is intended only for the specific purpose
and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written
authorization and adaptation by DAVENPORT, shall be without liability to DAVENPORT, and shall be a violation
of the agreement between DAVENPORTand the client.
FIGURE 9 RECOMMENDED IMPROVEMENTS
BIGGERS MARKET
WILMINGTON, NC
PROJECT NUMBER 242001
BLACK = EXISTING
BLUE = PROPOSED
TRAFFIC MOVEMENT
ROADWAY
LEGEND
SIGNAL
STOP
Cathay Road
32
5
'
to
4
0
0
'
FU
L
L
20
0
'
S Ridge Boulevard
60
0
'
60
0
'
60
0
'
to
7
0
0
'
Condo Club Drive
17
5
'
to
FU
L
L
Site Access 1
FU
L
L
US
4
2
1
(C
a
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
)
DIRECTIONAL
CROSSOVER
Adjust signal timings
Extend existing right turn lane to Za Pie
driveway to the north., an extendsion of
approx. 250'. This provides a full width
right turn lane from Condo Club drive to
the NB to SB U-turn bulb out approx. 1650'
north of Condo Club Drive.
9/13/2024 242001 Biggers Market 27
Appendix
242001 Biggers Market
Approved Scoping Documents
May 08, 2024 REVISED May 22, 2024
Mr. AJ Anastopoulo, PE
DAVENPORT
1426 Navaho Trail, Suite 108
Wilmington, NC 28409
RE: REVISED Scope of study for the Traffic Impact Analysis (TIA) associated with the Biggers Market commercial development in New Hanover County, NC
Dear Mr. Anastopoulo,
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 822 – 15,900 SF of Strip Retail (<40ksf) with local data
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 PM peak hour (4:00pm –
6:00pm), Saturday and Sunday midday peaks (11am – 1pm), and lane geometry:
o US 421 (Carolina Beach Road) and Condo Club Drive (non-system)
o US 421 (Carolina Beach Road) and South Ridge Boulevard (non-system)
o US 421 (Carolina Beach Road) and SR 1276 (Cathay Road)
o US 421 (Carolina Beach Road) and Site Access (right-in/right-out)
REVISED Scope of study for the Biggers Market development Traffic Impact Analysis – New Hanover
Page 3 of 3
Attachments:
Scoping request packet (provided by DAVENPORT) 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
Denys Vielkanowitz, PE, City Traffic Engineer, Wilmington
Robert Farrell, Development Review Supervisor, New Hanover County
Wendell Biddle, Development Review Planner, New Hanover County
Bill McDow, Associate Planner, WMPO
From:Lee (Volkert), Madison B
To:Don Bennett; AJ Anastopoulo
Cc:Hughes, Benjamin T; Lorenzo, Abigail C; Mathis, Stonewall D; Cox, Bryce A
Subject:RE: [External] Biggers Market - Carolina Beach Road.
Date:Wednesday, July 31, 2024 10:59:35 AM
Attachments:image002.png
image003.png
Don/AJ,
Thank you for meeting with us today to share your idea to mitigate the queue failure for the
Biggers Market Synchro model. Based on our discussion, it is my understanding that you will
include the U-turn at Carolina Beach Road and Sharks Eye Lane in the analysis in order to
provide gaps to mitigate the queueing output at the intersection of Carolina Beach Road and S
Ridge Boulevard.
Thank you,
Madi Lee, PE
N.C. Dept. of Transportation
910-580-4479
ext-mblee@ncdot.gov
5504 Barbados Blvd
Castle Hayne, NC 28429
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Don Bennett <DBennett@davenportworld.com>
Sent: Thursday, July 25, 2024 3:14 PM
To: Lee (Volkert), Madison B <ext-mblee@ncdot.gov>
Cc: Hughes, Benjamin T <bthughes@ncdot.gov>; AJ Anastopoulo
<AAnastopoulo@davenportworld.com>
Subject: [External] Biggers Market - Carolina Beach Road.
CAUTION: External email. Do not click links or open attachments unless verified. Report suspicious emails with the
Report Message button located on your Outlook menu bar on the Home tab.
Can I request a quick discussion on the project this week? We stumbled over a model issue during
analysis resulting in queue failure. We have a solution, but it’s a little out of scope. Need to discuss
process and how we represent in the model.
Essentially – an intersection outside the scope of study has significant operational impacts on an
intersection inside the scope of study. Carolina Beach Road at Sanders and to a lesser extent –
SharkEye.
Don Bennett, PE | Senior Transportation Engineer
DAVENPORT – Wilmington Office
1426 Navaho Trail, #108 | Wilmington, NC 28409T (910) 550-3741 | C (910) 599-1380E dbennett@davenportworld.com | www.davenportworld.com
Email correspondence to and from this sender is subject to the N.C. Public Records Law and may be disclosed to third parties.
From:Cox, Bryce A
To:AJ Anastopoulo
Cc:Lee (Volkert), Madison B
Subject:RE: [External] RE: REVISED scope of scope for Biggers Market (NHC)
Date:Wednesday, July 31, 2024 3:08:17 PM
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Hey AJ.
This must have been something I missed but you are correct. The SB U-Turn storage is 325 feet as you noted from
Streetview and is different from the aerial.
Therefore, please adjust the storage accordingly.
Thank you.
Bryce A. Cox
Assistant Traffic Engineer
North Carolina Department of Transportation
Division 3 Traffic Services
(910) 341-2200
bacox2@ncdot.gov
5504 Barbados Blvd
Castle Hayne, NC 28429
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: AJ Anastopoulo <AAnastopoulo@davenportworld.com>
Sent: Wednesday, July 31, 2024 2:39 PM
To: Cox, Bryce A <bacox2@ncdot.gov>
Subject: RE: [External] RE: REVISED scope of scope for Biggers Market (NHC)
CAUTION: External email. Do not click links or open attachments unless verified. Report suspicious emails with the Report Message button
located on your Outlook menu bar on the Home tab.
Good afternoon Bryce,
Apologies, I meant to bring this minor point up this morning as well. After some further review, at the intersection
of US 421 at Cathy Road, the Southbound U-turn lane appears to have 325 feet of storage. The model we
submitted had 75 feet of storage. This was not a comment in the FNB review, but I wanted to mention that we plan
to update for the final submittal, if acceptable. Google Earth aerials show 75 feet of storage, however, dropping
down to street view shows the turn lane has been extended to approximately 325 feet. Please let me know if you
have any issues with updating this storage accordingly. Thank you.
AJ Anastopoulo, P.E. | Project Manager
DAVENPORT
d (910) 338-0743
www.davenportworld.com
From: Cox, Bryce A <bacox2@ncdot.gov>
Sent: Wednesday, July 17, 2024 12:14 PM
To: AJ Anastopoulo <AAnastopoulo@davenportworld.com>
Cc: Scott James <Scott.James@wilmingtonnc.gov>; Vielkanowitz, Denys <denys.vielkanowitz@wilmingtonnc.gov>; Krupa
Koilada <Krupa.Koilada@wilmingtonnc.gov>; Hughes, Benjamin T <bthughes@ncdot.gov>; Mathis, Stonewall D
<sdmathis@ncdot.gov>; Farrell, Robert <rfarrell@nhcgov.com>; Roan, Jon <jroan@ncdot.gov>; Drees, Nick K
<nkdrees@ncdot.gov>; Mcdow, William E <bill.mcdow@wilmingtonnc.gov>; Dickerson, Zachary
<zdickerson@nhcgov.com>; Lee (Volkert), Madison B <ext-mblee@ncdot.gov>; Mike Jr, Frank W <fwmike@ncdot.gov>;
Bass, Michael L <mlbass1@ncdot.gov>; Don Bennett <DBennett@davenportworld.com>
Subject: RE: [External] RE: REVISED scope of scope for Biggers Market (NHC)
AJ,
Attached are the FNB Synchro Comments for this submittal. The proposed Trip Distributions have been approved.
Did want to note that we have been informed that the ‘US 421 Watermark Apartments’ approved development is
actually not moving forward even though it was listed as an approved development for this TIA. Therefore, the
proposed signal at the SB to NB U-Turn on Carolina Beach Rd north of S. Ridge Blvd does not need to be shown in
any of the FNB or Future Build conditions in Synchro.
Therefore, please address the attached and above comments and move forward with the next submittal step.
Let us know if there are any questions.
Thank you.
Bryce A. Cox
Assistant Traffic Engineer
North Carolina Department of Transportation
Division 3 Traffic Services
(910) 341-2200
bacox2@ncdot.gov
5504 Barbados Blvd
Castle Hayne, NC 28429
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
242001 Biggers Market
Capacity Analysis
Synchro Worksheets
242001 Biggers Market
Existing Conditions
Lanes, Volumes, Timings
100: US 421 & Cathay Road 07/31/2024
Friday PM Existing Friday PM Existing 4:10 pm 06/03/2024 Friday PM Existing Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph) 92 35 52 43 1386 84 2043 91
Future Volume (vph) 92 35 52 43 1386 84 2043 91
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) 4% -1% 1%
Storage Length (ft) 0 0 200 325 0
Storage Lanes 1 0111
Taper Length (ft) 25 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.963 0.850
Flt Protected 0.965 0.950 0.950
Satd. Flow (prot) 1696 0 0 1778 3557 1761 3522 1575
Flt Permitted 0.965 0.950 0.950
Satd. Flow (perm) 1696 0 0 1778 3557 1761 3522 1575
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 25 55 55
Link Distance (ft) 1166 1383 693
Travel Time (s) 31.8 17.1 8.6
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 102 39 58 48 1540 93 2270 101
Shared Lane Traffic (%)
Lane Group Flow (vph) 141 0 0 106 1540 93 2270 101
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) 12 35 35
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.03 1.03 0.99 0.99 0.99 1.01 1.01 1.01
Turning Speed (mph) 15 9 9 15 9 9
Number of Detectors 2 111110
Detector Template Left Thru Thru
Leading Detector (ft) 35 20 40 426 40 426 0
Trailing Detector (ft) -5 0 0 420 0 420 0
Detector 1 Position(ft) -5 0 0 420 0 420 0
Detector 1 Size(ft) 40 20 40 6 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 3.0 0.0 10.0 0.0 10.0 0.0 0.0
Detector 2 Position(ft) 1
Detector 2 Size(ft) 6
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Prot Prot Prot NA Prot NA pm+ov
Protected Phases 4 552164
Lanes, Volumes, Timings
100: US 421 & Cathay Road 07/31/2024
Friday PM Existing Friday PM Existing 4:10 pm 06/03/2024 Friday PM Existing Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Permitted Phases 6
Detector Phase 4 552164
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 5.0 14.0 5.0
Minimum Split (s) 25.0 12.0 12.0 21.3 12.0 22.1 25.0
Total Split (s) 31.0 26.0 26.0 109.0 16.0 99.0 31.0
Total Split (%) 19.9% 16.7% 16.7% 69.9% 10.3% 63.5% 19.9%
Maximum Green (s) 25.2 19.7 19.7 102.7 10.2 92.7 25.2
Yellow Time (s) 3.0 3.0 3.0 5.3 3.0 5.3 3.0
All-Red Time (s) 2.8 3.3 3.3 1.0 2.8 1.0 2.8
Lost Time Adjust (s) -0.8 -1.3 -1.3 -1.8 -1.3 -0.8
Total Lost Time (s) 5.0 5.0 5.0 4.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 2.0 2.0 6.0 2.0 6.0 3.0
Minimum Gap (s) 0.2 0.2 0.2 3.4 0.2 3.4 0.2
Time Before Reduce (s) 0.0 0.0 0.0 30.0 0.0 30.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 50.0 0.0 50.0 0.0
Recall Mode None None None C-Max None C-Max None
Act Effct Green (s) 19.1 21.0 109.8 13.1 100.9 125.0
Actuated g/C Ratio 0.12 0.13 0.70 0.08 0.65 0.80
v/c Ratio 0.68 0.44 0.62 0.63 1.00 0.08
Control Delay 81.3 68.7 14.2 87.4 45.4 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 81.3 68.7 14.2 87.4 45.4 3.5
LOS F E B F D A
Approach Delay 81.3 17.7 45.3
Approach LOS F B D
Queue Length 50th (ft) 140 101 416 92 1147 19
Queue Length 95th (ft) 209 166 526 #174 #1464 31
Internal Link Dist (ft) 1086 1303 613
Turn Bay Length (ft) 200 325
Base Capacity (vph) 282 239 2503 153 2278 1251
Starvation Cap Reductn 0 00000
Spillback Cap Reductn 0 00000
Storage Cap Reductn 0 00000
Reduced v/c Ratio 0.50 0.44 0.62 0.61 1.00 0.08
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 97 (62%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 35.8 Intersection LOS: D
Intersection Capacity Utilization 81.5% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & Cathay Road 07/31/2024
Friday PM Existing Friday PM Existing 4:10 pm 06/03/2024 Friday PM Existing Synchro 11 Report
DAVENPORT Page 3
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & Cathay Road
Lanes, Volumes, Timings
200: US 421 & Condo Club Drive 07/31/2024
Friday PM Existing Friday PM Existing 4:10 pm 06/03/2024 Friday PM Existing Synchro 11 Report
DAVENPORT Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 13 0 1562 2193 23
Future Volume (vph) 0 13 0 1562 2193 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 175
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 3539 1583
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 3539 1583
Link Speed (mph) 25 55 55
Link Distance (ft) 1175 693 277
Travel Time (s) 32.0 8.6 3.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 14 0 1736 2437 26
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 14 0 1736 2437 26
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 35 35
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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 70.6% ICU Level of Service C
Analysis Period (min) 15
HCM 2010 TWSC
200: US 421 & Condo Club Drive 07/31/2024
Friday PM Existing Friday PM Existing 4:10 pm 06/03/2024 Friday PM Existing Synchro 11 Report
DAVENPORT Page 5
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 13 0 1562 2193 23
Future Vol, veh/h 0 13 0 1562 2193 23
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 175
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 14 0 1736 2437 26
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1219 - 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 0 172 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 172 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 27.8 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 172 - -
HCM Lane V/C Ratio - 0.084 - -
HCM Control Delay (s) - 27.8 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 0.3 - -
Lanes, Volumes, Timings
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 07/31/2024
Friday PM Existing Friday PM Existing 4:10 pm 06/03/2024 Friday PM Existing Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 51 45 30 000002125 9
Future Volume (vph) 0 0 51 45 30 000002125 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.971
Satd. Flow (prot) 0 0 1611 0 1809 000003539 1583
Flt Permitted 0.971
Satd. Flow (perm) 0 0 1611 0 1809 000003539 1583
Link Speed (mph) 25 10 30 55
Link Distance (ft) 1352 103 603 116
Travel Time (s) 36.9 7.0 13.7 1.4
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) 0 0 57 50 33 000002361 10
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 57 0 83 000002361 10
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 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 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 76.1% ICU Level of Service D
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 07/31/2024
Friday PM Existing Friday PM Existing 4:10 pm 06/03/2024 Friday PM Existing Synchro 11 Report
DAVENPORT Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 51 45 30 000002125 9
Future Volume (Veh/h) 0 0 51 45 30 000002125 9
Sign Control Stop Yield Free Free
Grade 0% 0% 0% 0%
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
Hourly flow rate (vph) 0 0 57 50 33 000002361 10
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2378 2361 1180 1238 2371 0 2371 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2378 2361 1180 1238 2371 0 2371 0
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 69 45 4 100 100 100
cM capacity (veh/h) 2 35 183 91 34 1084 202 1622
Direction, Lane # EB 1 WB 1 SB 1 SB 2 SB 3
Volume Total 57 83 1180 1180 10
Volume Left 0 50 0 0 0
Volume Right 57 0 0 0 10
cSH 183 55 1700 1700 1700
Volume to Capacity 0.31 1.51 0.69 0.69 0.01
Queue Length 95th (ft) 31 190 0 0 0
Control Delay (s) 33.4 425.6 0.0 0.0 0.0
Lane LOS D F
Approach Delay (s) 33.4 425.6 0.0
Approach LOS D F
Intersection Summary
Average Delay 14.8
Intersection Capacity Utilization 76.1% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 & US 421 SB to NB U Turn 07/31/2024
Friday PM Existing Friday PM Existing 4:10 pm 06/03/2024 Friday PM Existing Synchro 11 Report
DAVENPORT Page 3
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 44 0 0 1487 0 0
Future Volume (vph) 44 0 0 1487 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Link Speed (mph) 10 55 30
Link Distance (ft) 122 110 2103
Travel Time (s) 8.3 1.4 47.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 49 0 0 1652 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 49 0 0 1652 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 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) 10 9 15 9
Sign Control Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 51.1% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
400: US 421 & US 421 SB to NB U Turn 07/31/2024
Friday PM Existing Friday PM Existing 4:10 pm 06/03/2024 Friday PM Existing Synchro 11 Report
DAVENPORT Page 4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 0 0 1487 0 0
Future Volume (Veh/h) 44 0 0 1487 0 0
Sign Control Yield Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 49 0 0 1652 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 826 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 826 0 0
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 84 100 100
cM capacity (veh/h) 310 1084 1622
Direction, Lane # EB 1 NB 1 NB 2
Volume Total 49 826 826
Volume Left 49 0 0
Volume Right 0 0 0
cSH 310 1700 1700
Volume to Capacity 0.16 0.49 0.49
Queue Length 95th (ft) 14 0 0
Control Delay (s) 18.8 0.0 0.0
Lane LOS C
Approach Delay (s) 18.8 0.0
Approach LOS C
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 51.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/15/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday Existing Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph) 85 38 32 44 1339 100 1918 61
Future Volume (vph) 85 38 32 44 1339 100 1918 61
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) 4% -1% 1%
Storage Length (ft) 0 0 200 325 0
Storage Lanes 1 0111
Taper Length (ft) 25 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.958 0.850
Flt Protected 0.967 0.950 0.950
Satd. Flow (prot) 1691 0 0 1778 3557 1761 3522 1575
Flt Permitted 0.967 0.950 0.950
Satd. Flow (perm) 1691 0 0 1778 3557 1761 3522 1575
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 25 55 55
Link Distance (ft) 1166 1383 693
Travel Time (s) 31.8 17.1 8.6
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 94 42 36 49 1488 111 2131 68
Shared Lane Traffic (%)
Lane Group Flow (vph) 136 0 0 85 1488 111 2131 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) 12 35 35
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.03 1.03 0.99 0.99 0.99 1.01 1.01 1.01
Turning Speed (mph) 15 9 9 15 9 9
Number of Detectors 2 111110
Detector Template Left Thru Thru
Leading Detector (ft) 35 20 40 426 40 426 0
Trailing Detector (ft) -5 0 0 420 0 420 0
Detector 1 Position(ft) -5 0 0 420 0 420 0
Detector 1 Size(ft) 40 20 40 6 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 3.0 0.0 10.0 0.0 10.0 0.0 0.0
Detector 2 Position(ft) 1
Detector 2 Size(ft) 6
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Prot Prot Prot NA Prot NA pm+ov
Protected Phases 4 552164
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/15/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday Existing Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Permitted Phases 6
Detector Phase 4 552164
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 5.0 14.0 5.0
Minimum Split (s) 25.0 12.0 12.0 21.3 12.0 21.3 25.0
Total Split (s) 30.0 25.0 25.0 107.0 15.0 97.0 30.0
Total Split (%) 19.7% 16.4% 16.4% 70.4% 9.9% 63.8% 19.7%
Maximum Green (s) 24.2 18.7 18.7 100.7 9.2 90.7 24.2
Yellow Time (s) 3.0 3.0 3.0 5.3 3.0 5.3 3.0
All-Red Time (s) 2.8 3.3 3.3 1.0 2.8 1.0 2.8
Lost Time Adjust (s) -0.8 -1.3 -1.3 -1.8 -1.3 -0.8
Total Lost Time (s) 5.0 5.0 5.0 4.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 2.0 2.0 6.0 2.0 6.0 3.0
Minimum Gap (s) 0.2 0.2 0.2 3.4 0.2 3.4 0.2
Time Before Reduce (s) 0.0 0.0 0.0 30.0 0.0 30.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 50.0 0.0 50.0 0.0
Recall Mode None None None C-Max None C-Max None
Act Effct Green (s) 18.4 20.0 105.5 14.2 98.6 122.0
Actuated g/C Ratio 0.12 0.13 0.69 0.09 0.65 0.80
v/c Ratio 0.67 0.36 0.60 0.68 0.93 0.05
Control Delay 79.1 65.2 14.0 86.3 33.2 3.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 79.1 65.2 14.0 86.3 33.2 3.2
LOS E E B F C A
Approach Delay 79.1 16.8 34.8
Approach LOS E B C
Queue Length 50th (ft) 131 78 410 106 935 12
Queue Length 95th (ft) 197 136 477 #229 #1280 22
Internal Link Dist (ft) 1086 1303 613
Turn Bay Length (ft) 200 325
Base Capacity (vph) 278 233 2467 164 2285 1252
Starvation Cap Reductn 0 00000
Spillback Cap Reductn 0 00000
Storage Cap Reductn 0 00000
Reduced v/c Ratio 0.49 0.36 0.60 0.68 0.93 0.05
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 29.3 Intersection LOS: C
Intersection Capacity Utilization 76.8% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/15/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday Existing Synchro 11 Report
DAVENPORT Page 3
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & Cathay Road
Lanes, Volumes, Timings
200: US 421 & Condo Club Drive 08/15/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday Existing Synchro 11 Report
DAVENPORT Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 13 0 1524 2054 12
Future Volume (vph) 0 13 0 1524 2054 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 175
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 3539 1583
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 3539 1583
Link Speed (mph) 25 55 55
Link Distance (ft) 1175 693 277
Travel Time (s) 32.0 8.6 3.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 14 0 1693 2282 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 14 0 1693 2282 13
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 35 35
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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 66.8% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & Condo Club Drive 08/15/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday Existing Synchro 11 Report
DAVENPORT Page 5
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 13 0 1524 2054 12
Future Vol, veh/h 0 13 0 1524 2054 12
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 175
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 14 0 1693 2282 13
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1141 - 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 0 194 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 194 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 25 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 194 - -
HCM Lane V/C Ratio - 0.074 - -
HCM Control Delay (s) - 25 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 0.2 - -
Lanes, Volumes, Timings
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 07/31/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday Existing Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 72 31 23 000001964 16
Future Volume (vph) 0 0 72 31 23 000001964 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.972
Satd. Flow (prot) 0 0 1611 0 1811 000003539 1583
Flt Permitted 0.972
Satd. Flow (perm) 0 0 1611 0 1811 000003539 1583
Link Speed (mph) 25 10 30 55
Link Distance (ft) 1236 103 603 116
Travel Time (s) 33.7 7.0 13.7 1.4
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) 0 0 80 34 26 000002182 18
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 80 0 60 000002182 18
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 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 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.1% ICU Level of Service C
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 07/31/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday Existing Synchro 11 Report
DAVENPORT Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 72 31 23 000001964 16
Future Volume (Veh/h) 0 0 72 31 23 000001964 16
Sign Control Stop Yield Free Free
Grade 0% 0% 0% 0%
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
Hourly flow rate (vph) 0 0 80 34 26 000002182 18
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2195 2182 1091 1171 2200 0 2200 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2195 2182 1091 1171 2200 0 2200 0
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 62 63 41 100 100 100
cM capacity (veh/h) 13 45 210 91 44 1084 236 1622
Direction, Lane # EB 1 WB 1 SB 1 SB 2 SB 3
Volume Total 80 60 1091 1091 18
Volume Left 0 34 0 0 0
Volume Right 80 0 0 0 18
cSH 210 63 1700 1700 1700
Volume to Capacity 0.38 0.96 0.64 0.64 0.01
Queue Length 95th (ft) 42 115 0 0 0
Control Delay (s) 32.3 211.4 0.0 0.0 0.0
Lane LOS D F
Approach Delay (s) 32.3 211.4 0.0
Approach LOS D F
Intersection Summary
Average Delay 6.5
Intersection Capacity Utilization 72.1% ICU Level of Service C
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 & US 421 SB to NB U Turn 07/31/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday Existing Synchro 11 Report
DAVENPORT Page 3
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 17 0 0 1470 0 0
Future Volume (vph) 17 0 0 1470 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Link Speed (mph) 10 55 30
Link Distance (ft) 122 110 2095
Travel Time (s) 8.3 1.4 47.6
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 19 0 0 1633 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 19 0 0 1633 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 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) 10 9 15 9
Sign Control Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 50.6% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
400: US 421 & US 421 SB to NB U Turn 07/31/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday Existing Synchro 11 Report
DAVENPORT Page 4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 17 0 0 1470 0 0
Future Volume (Veh/h) 17 0 0 1470 0 0
Sign Control Yield Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 19 0 0 1633 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 816 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 816 0 0
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 94 100 100
cM capacity (veh/h) 315 1084 1622
Direction, Lane # EB 1 NB 1 NB 2
Volume Total 19 816 816
Volume Left 19 0 0
Volume Right 0 0 0
cSH 315 1700 1700
Volume to Capacity 0.06 0.48 0.48
Queue Length 95th (ft) 5 0 0
Control Delay (s) 17.2 0.0 0.0
Lane LOS C
Approach Delay (s) 17.2 0.0
Approach LOS C
Intersection Summary
Average Delay 0.2
Intersection Capacity Utilization 50.6% ICU Level of Service A
Analysis Period (min) 15
242001 Biggers Market
Future No Build Conditions
Lanes, Volumes, Timings
100: US 421 & Cathay Road 07/31/2024
Friday PM FNB Friday PM FNB 4:10 pm 06/03/2024 Friday PM FNB Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph) 93 35 53 43 1400 85 2063 92
Future Volume (vph) 93 35 53 43 1400 85 2063 92
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) 4% -1% 1%
Storage Length (ft) 0 0 200 325 0
Storage Lanes 1 0111
Taper Length (ft) 25 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.963 0.850
Flt Protected 0.965 0.950 0.950
Satd. Flow (prot) 1696 0 0 1778 3557 1761 3522 1575
Flt Permitted 0.965 0.950 0.950
Satd. Flow (perm) 1696 0 0 1778 3557 1761 3522 1575
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 25 55 55
Link Distance (ft) 1166 1383 693
Travel Time (s) 31.8 17.1 8.6
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 103 39 59 48 1556 94 2292 102
Shared Lane Traffic (%)
Lane Group Flow (vph) 142 0 0 107 1556 94 2292 102
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) 12 35 35
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.03 1.03 0.99 0.99 0.99 1.01 1.01 1.01
Turning Speed (mph) 15 9 9 15 9 9
Number of Detectors 2 111110
Detector Template Left Thru Thru
Leading Detector (ft) 35 20 40 426 40 426 0
Trailing Detector (ft) -5 0 0 420 0 420 0
Detector 1 Position(ft) -5 0 0 420 0 420 0
Detector 1 Size(ft) 40 20 40 6 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 3.0 0.0 10.0 0.0 10.0 0.0 0.0
Detector 2 Position(ft) 1
Detector 2 Size(ft) 6
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Prot Prot Prot NA Prot NA pm+ov
Protected Phases 4 552164
Lanes, Volumes, Timings
100: US 421 & Cathay Road 07/31/2024
Friday PM FNB Friday PM FNB 4:10 pm 06/03/2024 Friday PM FNB Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Permitted Phases 6
Detector Phase 4 552164
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 5.0 14.0 5.0
Minimum Split (s) 25.0 12.0 12.0 21.0 12.0 21.0 25.0
Total Split (s) 31.0 26.0 26.0 109.0 16.0 99.0 31.0
Total Split (%) 19.9% 16.7% 16.7% 69.9% 10.3% 63.5% 19.9%
Maximum Green (s) 24.0 19.0 19.0 102.0 9.0 92.0 24.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 2.0 2.0 6.0 2.0 6.0 3.0
Minimum Gap (s) 0.2 0.2 0.2 3.4 0.2 3.4 0.2
Time Before Reduce (s) 0.0 0.0 0.0 30.0 0.0 30.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 50.0 0.0 50.0 0.0
Recall Mode None None None C-Max None C-Max None
Act Effct Green (s) 20.2 21.0 108.1 12.7 99.8 125.0
Actuated g/C Ratio 0.13 0.13 0.69 0.08 0.64 0.80
v/c Ratio 0.65 0.45 0.63 0.66 1.02 0.08
Control Delay 77.7 68.8 15.1 89.9 51.5 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 77.7 68.8 15.1 89.9 51.5 3.5
LOS E E B F D A
Approach Delay 77.7 18.6 51.0
Approach LOS E B D
Queue Length 50th (ft) 140 102 453 93 ~1297 19
Queue Length 95th (ft) 209 168 536 #194 #1491 32
Internal Link Dist (ft) 1086 1303 613
Turn Bay Length (ft) 200 325
Base Capacity (vph) 282 239 2464 145 2253 1258
Starvation Cap Reductn 0 00000
Spillback Cap Reductn 0 00000
Storage Cap Reductn 0 00000
Reduced v/c Ratio 0.50 0.45 0.63 0.65 1.02 0.08
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 97 (62%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 39.3 Intersection LOS: D
Intersection Capacity Utilization 82.1% ICU Level of Service E
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & Cathay Road 07/31/2024
Friday PM FNB Friday PM FNB 4:10 pm 06/03/2024 Friday PM FNB Synchro 11 Report
DAVENPORT Page 3
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & Cathay Road
Lanes, Volumes, Timings
200: US 421 & Condo Club Drive 07/31/2024
Friday PM FNB Friday PM FNB 4:10 pm 06/03/2024 Friday PM FNB Synchro 11 Report
DAVENPORT Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 13 0 1578 2215 23
Future Volume (vph) 0 13 0 1578 2215 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 175
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 3539 1583
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 3539 1583
Link Speed (mph) 25 55 55
Link Distance (ft) 1175 693 277
Travel Time (s) 32.0 8.6 3.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 14 0 1753 2461 26
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 14 0 1753 2461 26
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 35 35
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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 71.2% ICU Level of Service C
Analysis Period (min) 15
HCM 2010 TWSC
200: US 421 & Condo Club Drive 07/31/2024
Friday PM FNB Friday PM FNB 4:10 pm 06/03/2024 Friday PM FNB Synchro 11 Report
DAVENPORT Page 5
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 13 0 1578 2215 23
Future Vol, veh/h 0 13 0 1578 2215 23
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 175
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 14 0 1753 2461 26
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1231 - 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 0 169 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 169 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 28.3 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 169 - -
HCM Lane V/C Ratio - 0.085 - -
HCM Control Delay (s) - 28.3 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 0.3 - -
Lanes, Volumes, Timings
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 07/31/2024
Friday PM FNB Friday PM FNB 4:10 pm 06/03/2024 Friday PM FNB Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 52 45 30 000002146 9
Future Volume (vph) 0 0 52 45 30 000002146 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.971
Satd. Flow (prot) 0 0 1611 0 1809 000003539 1583
Flt Permitted 0.971
Satd. Flow (perm) 0 0 1611 0 1809 000003539 1583
Link Speed (mph) 25 10 30 55
Link Distance (ft) 1352 103 603 116
Travel Time (s) 36.9 7.0 13.7 1.4
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) 0 0 58 50 33 000002384 10
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 58 0 83 000002384 10
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 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 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 76.7% ICU Level of Service D
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 07/31/2024
Friday PM FNB Friday PM FNB 4:10 pm 06/03/2024 Friday PM FNB Synchro 11 Report
DAVENPORT Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 52 45 30 000002146 9
Future Volume (Veh/h) 0 0 52 45 30 000002146 9
Sign Control Stop Yield Free Free
Grade 0% 0% 0% 0%
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
Hourly flow rate (vph) 0 0 58 50 33 000002384 10
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2400 2384 1192 1250 2394 0 2394 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2400 2384 1192 1250 2394 0 2394 0
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 68 43 1 100 100 100
cM capacity (veh/h) 1 34 180 88 33 1084 198 1622
Direction, Lane # EB 1 WB 1 SB 1 SB 2 SB 3
Volume Total 58 83 1192 1192 10
Volume Left 0 50 0 0 0
Volume Right 58 0 0 0 10
cSH 180 53 1700 1700 1700
Volume to Capacity 0.32 1.56 0.70 0.70 0.01
Queue Length 95th (ft) 33 194 0 0 0
Control Delay (s) 34.3 452.8 0.0 0.0 0.0
Lane LOS D F
Approach Delay (s) 34.3 452.8 0.0
Approach LOS D F
Intersection Summary
Average Delay 15.6
Intersection Capacity Utilization 76.7% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 & US 421 SB to NB U Turn 07/31/2024
Friday PM FNB Friday PM FNB 4:10 pm 06/03/2024 Friday PM FNB Synchro 11 Report
DAVENPORT Page 3
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 44 0 0 1502 0 0
Future Volume (vph) 44 0 0 1502 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Link Speed (mph) 10 55 30
Link Distance (ft) 122 110 2104
Travel Time (s) 8.3 1.4 47.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 49 0 0 1669 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 49 0 0 1669 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 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) 10 9 15 9
Sign Control Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 51.5% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
400: US 421 & US 421 SB to NB U Turn 07/31/2024
Friday PM FNB Friday PM FNB 4:10 pm 06/03/2024 Friday PM FNB Synchro 11 Report
DAVENPORT Page 4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 0 0 1502 0 0
Future Volume (Veh/h) 44 0 0 1502 0 0
Sign Control Yield Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 49 0 0 1669 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 834 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 834 0 0
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 84 100 100
cM capacity (veh/h) 306 1084 1622
Direction, Lane # EB 1 NB 1 NB 2
Volume Total 49 834 834
Volume Left 49 0 0
Volume Right 0 0 0
cSH 306 1700 1700
Volume to Capacity 0.16 0.49 0.49
Queue Length 95th (ft) 14 0 0
Control Delay (s) 19.0 0.0 0.0
Lane LOS C
Approach Delay (s) 19.0 0.0
Approach LOS C
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 51.5% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/15/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday FNB Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph) 86 38 32 44 1352 101 1937 62
Future Volume (vph) 86 38 32 44 1352 101 1937 62
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) 4% -1% 1%
Storage Length (ft) 0 0 200 325 0
Storage Lanes 1 0111
Taper Length (ft) 25 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.959 0.850
Flt Protected 0.966 0.950 0.950
Satd. Flow (prot) 1691 0 0 1778 3557 1761 3522 1575
Flt Permitted 0.966 0.950 0.950
Satd. Flow (perm) 1691 0 0 1778 3557 1761 3522 1575
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 25 55 55
Link Distance (ft) 1166 1383 693
Travel Time (s) 31.8 17.1 8.6
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 96 42 36 49 1502 112 2152 69
Shared Lane Traffic (%)
Lane Group Flow (vph) 138 0 0 85 1502 112 2152 69
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) 12 35 35
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.03 1.03 0.99 0.99 0.99 1.01 1.01 1.01
Turning Speed (mph) 15 9 9 15 9 9
Number of Detectors 2 111110
Detector Template Left Thru Thru
Leading Detector (ft) 35 20 40 426 40 426 0
Trailing Detector (ft) -5 0 0 420 0 420 0
Detector 1 Position(ft) -5 0 0 420 0 420 0
Detector 1 Size(ft) 40 20 40 6 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 3.0 0.0 10.0 0.0 10.0 0.0 0.0
Detector 2 Position(ft) 1
Detector 2 Size(ft) 6
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Prot Prot Prot NA Prot NA pm+ov
Protected Phases 4 552164
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/15/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday FNB Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Permitted Phases 6
Detector Phase 4 552164
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 5.0 14.0 5.0
Minimum Split (s) 25.0 12.0 12.0 21.0 12.0 21.0 25.0
Total Split (s) 30.0 25.0 25.0 107.0 15.0 97.0 30.0
Total Split (%) 19.7% 16.4% 16.4% 70.4% 9.9% 63.8% 19.7%
Maximum Green (s) 23.0 18.0 18.0 100.0 8.0 90.0 23.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 2.0 2.0 6.0 2.0 6.0 3.0
Minimum Gap (s) 0.2 0.2 0.2 3.4 0.2 3.4 0.2
Time Before Reduce (s) 0.0 0.0 0.0 30.0 0.0 30.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 50.0 0.0 50.0 0.0
Recall Mode None None None C-Max None C-Max None
Act Effct Green (s) 19.5 20.0 103.5 14.0 97.5 122.0
Actuated g/C Ratio 0.13 0.13 0.68 0.09 0.64 0.80
v/c Ratio 0.64 0.36 0.62 0.69 0.95 0.05
Control Delay 75.6 65.2 15.1 88.0 36.6 3.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 75.6 65.2 15.1 88.0 36.6 3.2
LOS E E B F D A
Approach Delay 75.6 17.7 38.1
Approach LOS E B D
Queue Length 50th (ft) 132 78 418 109 986 12
Queue Length 95th (ft) 201 136 484 #245 #1304 22
Internal Link Dist (ft) 1086 1303 613
Turn Bay Length (ft) 200 325
Base Capacity (vph) 278 233 2420 162 2258 1259
Starvation Cap Reductn 0 00000
Spillback Cap Reductn 0 00000
Storage Cap Reductn 0 00000
Reduced v/c Ratio 0.50 0.36 0.62 0.69 0.95 0.05
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 31.4 Intersection LOS: C
Intersection Capacity Utilization 77.3% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/15/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday FNB Synchro 11 Report
DAVENPORT Page 3
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & Cathay Road
Lanes, Volumes, Timings
200: US 421 & Condo Club Drive 08/15/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday FNB Synchro 11 Report
DAVENPORT Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 13 0 1539 2075 12
Future Volume (vph) 0 13 0 1539 2075 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 175
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 3539 1583
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 3539 1583
Link Speed (mph) 25 55 55
Link Distance (ft) 1175 693 277
Travel Time (s) 32.0 8.6 3.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 14 0 1710 2306 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 14 0 1710 2306 13
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 35 35
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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 67.4% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & Condo Club Drive 08/15/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday FNB Synchro 11 Report
DAVENPORT Page 5
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 13 0 1539 2075 12
Future Vol, veh/h 0 13 0 1539 2075 12
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 175
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 14 0 1710 2306 13
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1153 - 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 0 191 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 191 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 25.4 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 191 - -
HCM Lane V/C Ratio - 0.076 - -
HCM Control Delay (s) - 25.4 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 0.2 - -
Lanes, Volumes, Timings
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 07/31/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday FNB Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 73 31 23 000001984 16
Future Volume (vph) 0 0 73 31 23 000001984 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.972
Satd. Flow (prot) 0 0 1611 0 1811 000003539 1583
Flt Permitted 0.972
Satd. Flow (perm) 0 0 1611 0 1811 000003539 1583
Link Speed (mph) 25 10 30 55
Link Distance (ft) 1236 103 603 116
Travel Time (s) 33.7 7.0 13.7 1.4
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) 0 0 81 34 26 000002204 18
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 81 0 60 000002204 18
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 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 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.7% ICU Level of Service C
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 07/31/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday FNB Synchro 11 Report
DAVENPORT Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 73 31 23 000001984 16
Future Volume (Veh/h) 0 0 73 31 23 000001984 16
Sign Control Stop Yield Free Free
Grade 0% 0% 0% 0%
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
Hourly flow rate (vph) 0 0 81 34 26 000002204 18
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2217 2204 1102 1183 2222 0 2222 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2217 2204 1102 1183 2222 0 2222 0
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 61 61 39 100 100 100
cM capacity (veh/h) 12 44 206 88 43 1084 231 1622
Direction, Lane # EB 1 WB 1 SB 1 SB 2 SB 3
Volume Total 81 60 1102 1102 18
Volume Left 0 34 0 0 0
Volume Right 81 0 0 0 18
cSH 206 60 1700 1700 1700
Volume to Capacity 0.39 0.99 0.65 0.65 0.01
Queue Length 95th (ft) 44 118 0 0 0
Control Delay (s) 33.3 226.5 0.0 0.0 0.0
Lane LOS D F
Approach Delay (s) 33.3 226.5 0.0
Approach LOS D F
Intersection Summary
Average Delay 6.9
Intersection Capacity Utilization 72.7% ICU Level of Service C
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 & US 421 SB to NB U Turn 07/31/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday FNB Synchro 11 Report
DAVENPORT Page 3
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 17 0 0 1485 0 0
Future Volume (vph) 17 0 0 1485 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Link Speed (mph) 10 55 30
Link Distance (ft) 122 110 2106
Travel Time (s) 8.3 1.4 47.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 19 0 0 1650 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 19 0 0 1650 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 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) 10 9 15 9
Sign Control Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 51.0% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
400: US 421 & US 421 SB to NB U Turn 07/31/2024
Saturday FNB Saturday FNB 4:10 pm 06/03/2024 Saturday FNB Synchro 11 Report
DAVENPORT Page 4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 17 0 0 1485 0 0
Future Volume (Veh/h) 17 0 0 1485 0 0
Sign Control Yield Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 19 0 0 1650 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 825 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 825 0 0
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 94 100 100
cM capacity (veh/h) 311 1084 1622
Direction, Lane # EB 1 NB 1 NB 2
Volume Total 19 825 825
Volume Left 19 0 0
Volume Right 0 0 0
cSH 311 1700 1700
Volume to Capacity 0.06 0.49 0.49
Queue Length 95th (ft) 5 0 0
Control Delay (s) 17.3 0.0 0.0
Lane LOS C
Approach Delay (s) 17.3 0.0
Approach LOS C
Intersection Summary
Average Delay 0.2
Intersection Capacity Utilization 51.0% ICU Level of Service A
Analysis Period (min) 15
242001 Biggers Market
Future Build Conditions
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/15/2024
Friday PM FB Friday PM FB 4:10 pm 06/03/2024 Friday PM FB Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph) 99 35 53 42 1424 110 2083 97
Future Volume (vph) 99 35 53 42 1424 110 2083 97
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) 4% -1% 1%
Storage Length (ft) 0 0 200 325 0
Storage Lanes 1 0111
Taper Length (ft) 25 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.965 0.850
Flt Protected 0.964 0.950 0.950
Satd. Flow (prot) 1698 0 0 1778 3557 1761 3522 1575
Flt Permitted 0.964 0.950 0.950
Satd. Flow (perm) 1698 0 0 1778 3557 1761 3522 1575
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 25 55 55
Link Distance (ft) 1166 1383 693
Travel Time (s) 31.8 17.1 8.6
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 110 39 59 47 1582 122 2314 108
Shared Lane Traffic (%)
Lane Group Flow (vph) 149 0 0 106 1582 122 2314 108
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) 12 35 35
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.03 1.03 0.99 0.99 0.99 1.01 1.01 1.01
Turning Speed (mph) 15 9 9 15 9 9
Number of Detectors 2 111110
Detector Template Left Thru Thru
Leading Detector (ft) 35 20 40 426 40 426 0
Trailing Detector (ft) -5 0 0 420 0 420 0
Detector 1 Position(ft) -5 0 0 420 0 420 0
Detector 1 Size(ft) 40 20 40 6 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 3.0 0.0 10.0 0.0 10.0 0.0 0.0
Detector 2 Position(ft) 1
Detector 2 Size(ft) 6
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Prot Prot Prot NA Prot NA pm+ov
Protected Phases 4 552164
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/15/2024
Friday PM FB Friday PM FB 4:10 pm 06/03/2024 Friday PM FB Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Permitted Phases 6
Detector Phase 4 552164
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 5.0 14.0 5.0
Minimum Split (s) 25.0 12.0 12.0 21.0 12.0 21.0 25.0
Total Split (s) 31.0 26.0 26.0 109.0 16.0 99.0 31.0
Total Split (%) 19.9% 16.7% 16.7% 69.9% 10.3% 63.5% 19.9%
Maximum Green (s) 24.0 19.0 19.0 102.0 9.0 92.0 24.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 2.0 2.0 6.0 2.0 6.0 3.0
Minimum Gap (s) 0.2 0.2 0.2 3.4 0.2 3.4 0.2
Time Before Reduce (s) 0.0 0.0 0.0 30.0 0.0 30.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 50.0 0.0 50.0 0.0
Recall Mode None None None C-Max None C-Max None
Act Effct Green (s) 20.6 21.0 105.3 15.1 99.4 125.0
Actuated g/C Ratio 0.13 0.13 0.68 0.10 0.64 0.80
v/c Ratio 0.67 0.44 0.66 0.72 1.03 0.09
Control Delay 78.2 68.7 16.7 90.8 56.0 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.2 68.7 16.7 90.8 56.0 3.5
LOS E E B F E A
Approach Delay 78.2 20.0 55.4
Approach LOS E B E
Queue Length 50th (ft) 146 101 478 122 ~1330 20
Queue Length 95th (ft) 219 166 551 #266 #1515 33
Internal Link Dist (ft) 1086 1303 613
Turn Bay Length (ft) 200 325
Base Capacity (vph) 283 239 2400 170 2243 1256
Starvation Cap Reductn 0 00000
Spillback Cap Reductn 0 00000
Storage Cap Reductn 0 00000
Reduced v/c Ratio 0.53 0.44 0.66 0.72 1.03 0.09
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 97 (62%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 42.5 Intersection LOS: D
Intersection Capacity Utilization 83.0% ICU Level of Service E
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/15/2024
Friday PM FB Friday PM FB 4:10 pm 06/03/2024 Friday PM FB Synchro 11 Report
DAVENPORT Page 3
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & Cathay Road
Lanes, Volumes, Timings
200: US 421 & Condo Club Drive 08/15/2024
Friday PM FB Friday PM FB 4:10 pm 06/03/2024 Friday PM FB Synchro 11 Report
DAVENPORT Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 13 0 1633 2265 23
Future Volume (vph) 0 13 0 1633 2265 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 3539 1583
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 3539 1583
Link Speed (mph) 25 55 55
Link Distance (ft) 1175 693 138
Travel Time (s) 32.0 8.6 1.7
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 14 0 1814 2517 26
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 14 0 1814 2517 26
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 35 35
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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.6% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & Condo Club Drive 08/15/2024
Friday PM FB Friday PM FB 4:10 pm 06/03/2024 Friday PM FB Synchro 11 Report
DAVENPORT Page 5
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 13 0 1633 2265 23
Future Vol, veh/h 0 13 0 1633 2265 23
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 14 0 1814 2517 26
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1259 - 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 0 162 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 162 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 29.4 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 162 - -
HCM Lane V/C Ratio - 0.089 - -
HCM Control Delay (s) - 29.4 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 0.3 - -
Lanes, Volumes, Timings
500: US 421 & Site Access 1 08/15/2024
Friday PM FB Friday PM FB 4:10 pm 06/03/2024 Friday PM FB Synchro 11 Report
DAVENPORT Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 50 0 1633 2238 59
Future Volume (vph) 0 50 0 1633 2238 59
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 37
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.91 0.91
Frt 0.865 0.996
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 5065 0
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 5065 0
Link Speed (mph) 30 55 55
Link Distance (ft) 1071 138 145
Travel Time (s) 24.3 1.7 1.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 56 0 1814 2487 66
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 56 0 1814 2553 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 35 35
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 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
HCM 6th TWSC
500: US 421 & Site Access 1 08/15/2024
Friday PM FB Friday PM FB 4:10 pm 06/03/2024 Friday PM FB Synchro 11 Report
DAVENPORT Page 7
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 50 0 1633 2238 59
Future Vol, veh/h 0 50 0 1633 2238 59
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 37
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 56 0 1814 2487 66
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1277 - 0 - 0
Stage 1 ------
Stage 2 ------
Critical Hdwy - 7.14 ----
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 135 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 135 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 49.2 0 0
HCM LOS E
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 135 - -
HCM Lane V/C Ratio - 0.412 - -
HCM Control Delay (s) - 49.2 - -
HCM Lane LOS - E - -
HCM 95th %tile Q(veh) - 1.8 - -
Lanes, Volumes, Timings
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 08/15/2024
Friday PM FB Friday PM FB 4:10 pm 06/03/2024 Friday PM FB Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 52 75 30 000002176 9
Future Volume (vph) 0 0 52 75 30 000002176 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.965
Satd. Flow (prot) 0 0 1611 0 1798 000003539 1583
Flt Permitted 0.965
Satd. Flow (perm) 0 0 1611 0 1798 000003539 1583
Link Speed (mph) 25 10 30 55
Link Distance (ft) 1352 103 599 116
Travel Time (s) 36.9 7.0 13.6 1.4
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) 0 0 58 83 33 000002418 10
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 58 0 116 000002418 10
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 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 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 79.2% ICU Level of Service D
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 08/15/2024
Friday PM FB Friday PM FB 4:10 pm 06/03/2024 Friday PM FB Synchro 11 Report
DAVENPORT Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 52 75 30 000002176 9
Future Volume (Veh/h) 0 0 52 75 30 000002176 9
Sign Control Stop Yield Free Free
Grade 0% 0% 0% 0%
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
Hourly flow rate (vph) 0 0 58 83 33 000002418 10
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2434 2418 1209 1267 2428 0 2428 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2434 2418 1209 1267 2428 0 2428 0
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 100 67 1 0 100 100 100
cM capacity (veh/h) 0 32 175 84 32 1084 192 1622
Direction, Lane # EB 1 WB 1 SB 1 SB 2 SB 3
Volume Total 58 116 1209 1209 10
Volume Left 0 83 0 0 0
Volume Right 58 0 0 0 10
cSH 175 57 1700 1700 1700
Volume to Capacity 0.33 2.03 0.71 0.71 0.01
Queue Length 95th (ft) 34 281 0 0 0
Control Delay (s) 35.5 635.1 0.0 0.0 0.0
Lane LOS E F
Approach Delay (s) 35.5 635.1 0.0
Approach LOS E F
Intersection Summary
Average Delay 29.1
Intersection Capacity Utilization 79.2% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 & US 421 SB to NB U Turn 08/15/2024
Friday PM FB Friday PM FB 4:10 pm 06/03/2024 Friday PM FB Synchro 11 Report
DAVENPORT Page 3
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 44 0 0 1527 0 0
Future Volume (vph) 44 0 0 1527 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Link Speed (mph) 10 55 30
Link Distance (ft) 122 110 2105
Travel Time (s) 8.3 1.4 47.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 49 0 0 1697 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 49 0 0 1697 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 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) 10 9 15 9
Sign Control Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 52.2% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
400: US 421 & US 421 SB to NB U Turn 08/15/2024
Friday PM FB Friday PM FB 4:10 pm 06/03/2024 Friday PM FB Synchro 11 Report
DAVENPORT Page 4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 0 0 1527 0 0
Future Volume (Veh/h) 44 0 0 1527 0 0
Sign Control Yield Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 49 0 0 1697 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 848 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 848 0 0
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 84 100 100
cM capacity (veh/h) 300 1084 1622
Direction, Lane # EB 1 NB 1 NB 2
Volume Total 49 848 848
Volume Left 49 0 0
Volume Right 0 0 0
cSH 300 1700 1700
Volume to Capacity 0.16 0.50 0.50
Queue Length 95th (ft) 14 0 0
Control Delay (s) 19.3 0.0 0.0
Lane LOS C
Approach Delay (s) 19.3 0.0
Approach LOS C
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 52.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/15/2024
Saturday FB Saturday FB 4:10 pm 06/03/2024 Saturday FB Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph) 96 38 32 44 1390 147 1974 71
Future Volume (vph) 96 38 32 44 1390 147 1974 71
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) 4% -1% 1%
Storage Length (ft) 0 0 200 325 0
Storage Lanes 1 0111
Taper Length (ft) 25 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.962 0.850
Flt Protected 0.965 0.950 0.950
Satd. Flow (prot) 1695 0 0 1778 3557 1761 3522 1575
Flt Permitted 0.965 0.950 0.950
Satd. Flow (perm) 1695 0 0 1778 3557 1761 3522 1575
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 25 55 55
Link Distance (ft) 1166 1383 693
Travel Time (s) 31.8 17.1 8.6
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 107 42 36 49 1544 163 2193 79
Shared Lane Traffic (%)
Lane Group Flow (vph) 149 0 0 85 1544 163 2193 79
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) 12 35 35
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.03 1.03 0.99 0.99 0.99 1.01 1.01 1.01
Turning Speed (mph) 15 9 9 15 9 9
Number of Detectors 2 111110
Detector Template Left Thru Thru
Leading Detector (ft) 35 20 40 426 40 426 0
Trailing Detector (ft) -5 0 0 420 0 420 0
Detector 1 Position(ft) -5 0 0 420 0 420 0
Detector 1 Size(ft) 40 20 40 6 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 3.0 0.0 10.0 0.0 10.0 0.0 0.0
Detector 2 Position(ft) 1
Detector 2 Size(ft) 6
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Prot Prot Prot NA Prot NA pm+ov
Protected Phases 4 552164
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/15/2024
Saturday FB Saturday FB 4:10 pm 06/03/2024 Saturday FB Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Permitted Phases 6
Detector Phase 4 552164
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 5.0 14.0 5.0
Minimum Split (s) 25.0 12.0 12.0 21.0 12.0 21.0 25.0
Total Split (s) 30.0 25.0 25.0 107.0 15.0 97.0 30.0
Total Split (%) 19.7% 16.4% 16.4% 70.4% 9.9% 63.8% 19.7%
Maximum Green (s) 23.0 18.0 18.0 100.0 8.0 90.0 23.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 2.0 2.0 6.0 2.0 6.0 3.0
Minimum Gap (s) 0.2 0.2 0.2 3.4 0.2 3.4 0.2
Time Before Reduce (s) 0.0 0.0 0.0 30.0 0.0 30.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 50.0 0.0 50.0 0.0
Recall Mode None None None C-Max None C-Max None
Act Effct Green (s) 20.2 20.0 102.0 14.8 96.8 122.0
Actuated g/C Ratio 0.13 0.13 0.67 0.10 0.64 0.80
v/c Ratio 0.66 0.36 0.65 0.95 0.98 0.06
Control Delay 76.4 65.2 16.1 123.7 41.5 3.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 76.4 65.2 16.1 123.7 41.5 3.2
LOS E E B F D A
Approach Delay 76.4 18.7 45.7
Approach LOS E B D
Queue Length 50th (ft) 142 78 438 164 1056 14
Queue Length 95th (ft) 215 136 508 #372 #1347 25
Internal Link Dist (ft) 1086 1303 613
Turn Bay Length (ft) 200 325
Base Capacity (vph) 278 233 2386 171 2242 1255
Starvation Cap Reductn 0 00000
Spillback Cap Reductn 0 00000
Storage Cap Reductn 0 00000
Reduced v/c Ratio 0.54 0.36 0.65 0.95 0.98 0.06
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 36.4 Intersection LOS: D
Intersection Capacity Utilization 78.9% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/15/2024
Saturday FB Saturday FB 4:10 pm 06/03/2024 Saturday FB Synchro 11 Report
DAVENPORT Page 3
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & Cathay Road
Lanes, Volumes, Timings
200: US 421 & Condo Club Drive 08/15/2024
Saturday FB Saturday FB 4:10 pm 06/03/2024 Saturday FB Synchro 11 Report
DAVENPORT Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 13 0 1633 2167 12
Future Volume (vph) 0 13 0 1633 2167 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 3539 1583
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 3539 1583
Link Speed (mph) 25 55 55
Link Distance (ft) 1175 693 138
Travel Time (s) 32.0 8.6 1.7
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 14 0 1814 2408 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 14 0 1814 2408 13
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 35 35
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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 69.9% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & Condo Club Drive 08/15/2024
Saturday FB Saturday FB 4:10 pm 06/03/2024 Saturday FB Synchro 11 Report
DAVENPORT Page 5
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 13 0 1633 2167 12
Future Vol, veh/h 0 13 0 1633 2167 12
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 14 0 1814 2408 13
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1204 - 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 0 176 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 176 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 27.3 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 176 - -
HCM Lane V/C Ratio - 0.082 - -
HCM Control Delay (s) - 27.3 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 0.3 - -
Lanes, Volumes, Timings
500: US 421 & Site Access 1 08/15/2024
Saturday FB Saturday FB 4:10 pm 06/03/2024 Saturday FB Synchro 11 Report
DAVENPORT Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 92 0 1633 2087 96
Future Volume (vph) 0 92 0 1633 2087 96
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 37
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.91 0.91
Frt 0.865 0.993
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 5050 0
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 5050 0
Link Speed (mph) 30 55 55
Link Distance (ft) 1071 138 145
Travel Time (s) 24.3 1.7 1.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 102 0 1814 2319 107
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 102 0 1814 2426 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 35 35
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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 54.8% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
500: US 421 & Site Access 1 08/15/2024
Saturday FB Saturday FB 4:10 pm 06/03/2024 Saturday FB Synchro 11 Report
DAVENPORT Page 7
Intersection
Int Delay, s/veh 1.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 92 0 1633 2087 96
Future Vol, veh/h 0 92 0 1633 2087 96
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 37
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 102 0 1814 2319 107
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1213 - 0 - 0
Stage 1 ------
Stage 2 ------
Critical Hdwy - 7.14 ----
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 149 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 149 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 70.1 0 0
HCM LOS F
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 149 - -
HCM Lane V/C Ratio - 0.686 - -
HCM Control Delay (s) - 70.1 - -
HCM Lane LOS - F - -
HCM 95th %tile Q(veh) - 3.9 - -
Lanes, Volumes, Timings
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 08/16/2024
Saturday FB Saturday FB 4:10 pm 06/03/2024 Saturday FB Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 73 79 23 000002032 16
Future Volume (vph) 0 0 73 79 23 000002032 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.963
Satd. Flow (prot) 0 0 1611 0 1794 000003539 1583
Flt Permitted 0.963
Satd. Flow (perm) 0 0 1611 0 1794 000003539 1583
Link Speed (mph) 25 10 30 55
Link Distance (ft) 1352 103 599 116
Travel Time (s) 36.9 7.0 13.6 1.4
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) 0 0 81 88 26 000002258 18
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 81 0 114 000002258 18
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 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 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 76.3% ICU Level of Service D
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 08/16/2024
Saturday FB Saturday FB 4:10 pm 06/03/2024 Saturday FB Synchro 11 Report
DAVENPORT Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 73 79 23 000002032 16
Future Volume (Veh/h) 0 0 73 79 23 000002032 16
Sign Control Stop Yield Free Free
Grade 0% 0% 0% 0%
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
Hourly flow rate (vph) 0 0 81 88 26 000002258 18
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2271 2258 1129 1210 2276 0 2276 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2271 2258 1129 1210 2276 0 2276 0
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 59 0 34 100 100 100
cM capacity (veh/h) 10 41 198 82 40 1084 220 1622
Direction, Lane # EB 1 WB 1 SB 1 SB 2 SB 3
Volume Total 81 114 1129 1129 18
Volume Left 0 88 0 0 0
Volume Right 81 0 0 0 18
cSH 198 66 1700 1700 1700
Volume to Capacity 0.41 1.73 0.66 0.66 0.01
Queue Length 95th (ft) 46 255 0 0 0
Control Delay (s) 35.2 489.5 0.0 0.0 0.0
Lane LOS E F
Approach Delay (s) 35.2 489.5 0.0
Approach LOS E F
Intersection Summary
Average Delay 23.7
Intersection Capacity Utilization 76.3% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 & US 421 SB to NB U Turn 08/16/2024
Saturday FB Saturday FB 4:10 pm 06/03/2024 Saturday FB Synchro 11 Report
DAVENPORT Page 3
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 17 0 0 1532 0 0
Future Volume (vph) 17 0 0 1532 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Link Speed (mph) 10 55 30
Link Distance (ft) 122 110 2106
Travel Time (s) 8.3 1.4 47.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 19 0 0 1702 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 19 0 0 1702 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 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) 10 9 15 9
Sign Control Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 52.3% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
400: US 421 & US 421 SB to NB U Turn 08/16/2024
Saturday FB Saturday FB 4:10 pm 06/03/2024 Saturday FB Synchro 11 Report
DAVENPORT Page 4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 17 0 0 1532 0 0
Future Volume (Veh/h) 17 0 0 1532 0 0
Sign Control Yield Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 19 0 0 1702 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 851 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 851 0 0
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 94 100 100
cM capacity (veh/h) 299 1084 1622
Direction, Lane # EB 1 NB 1 NB 2
Volume Total 19 851 851
Volume Left 19 0 0
Volume Right 0 0 0
cSH 299 1700 1700
Volume to Capacity 0.06 0.50 0.50
Queue Length 95th (ft) 5 0 0
Control Delay (s) 17.9 0.0 0.0
Lane LOS C
Approach Delay (s) 17.9 0.0
Approach LOS C
Intersection Summary
Average Delay 0.2
Intersection Capacity Utilization 52.3% ICU Level of Service A
Analysis Period (min) 15
242001 Biggers Market
Future Build Conditions
with Improvements
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/16/2024
Friday PM FB with Improvements Friday PM FB 4:10 pm 06/03/2024 Friday PM FB with Improvements Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph) 99 35 53 42 1424 110 2083 97
Future Volume (vph) 99 35 53 42 1424 110 2083 97
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) 4% -1% 1%
Storage Length (ft) 0 0 200 400 0
Storage Lanes 1 0111
Taper Length (ft) 25 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.965 0.850
Flt Protected 0.964 0.950 0.950
Satd. Flow (prot) 1698 0 0 1778 3557 1761 3522 1575
Flt Permitted 0.964 0.950 0.950
Satd. Flow (perm) 1698 0 0 1778 3557 1761 3522 1575
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 25 55 55
Link Distance (ft) 1166 1383 693
Travel Time (s) 31.8 17.1 8.6
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 110 39 59 47 1582 122 2314 108
Shared Lane Traffic (%)
Lane Group Flow (vph) 149 0 0 106 1582 122 2314 108
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) 12 35 35
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.03 1.03 0.99 0.99 0.99 1.01 1.01 1.01
Turning Speed (mph) 15 9 9 15 9 9
Number of Detectors 2 111110
Detector Template Left Thru Thru
Leading Detector (ft) 35 20 40 426 40 426 0
Trailing Detector (ft) -5 0 0 420 0 420 0
Detector 1 Position(ft) -5 0 0 420 0 420 0
Detector 1 Size(ft) 40 20 40 6 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 3.0 0.0 10.0 0.0 10.0 0.0 0.0
Detector 2 Position(ft) 1
Detector 2 Size(ft) 6
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Prot Prot Prot NA Prot NA pm+ov
Protected Phases 4 552164
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/16/2024
Friday PM FB with Improvements Friday PM FB 4:10 pm 06/03/2024 Friday PM FB with Improvements Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Permitted Phases 6
Detector Phase 4 552164
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 5.0 14.0 5.0
Minimum Split (s) 25.0 12.0 12.0 21.0 12.0 21.0 25.0
Total Split (s) 31.0 26.0 26.0 109.0 16.0 99.0 31.0
Total Split (%) 19.9% 16.7% 16.7% 69.9% 10.3% 63.5% 19.9%
Maximum Green (s) 24.0 19.0 19.0 102.0 9.0 92.0 24.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 2.0 2.0 6.0 2.0 6.0 3.0
Minimum Gap (s) 0.2 0.2 0.2 3.4 0.2 3.4 0.2
Time Before Reduce (s) 0.0 0.0 0.0 30.0 0.0 30.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 50.0 0.0 50.0 0.0
Recall Mode None None None C-Max None C-Max None
Act Effct Green (s) 20.6 21.0 105.3 15.1 99.4 125.0
Actuated g/C Ratio 0.13 0.13 0.68 0.10 0.64 0.80
v/c Ratio 0.67 0.44 0.66 0.72 1.03 0.09
Control Delay 78.2 68.7 16.7 90.8 56.0 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.2 68.7 16.7 90.8 56.0 3.5
LOS E E B F E A
Approach Delay 78.2 20.0 55.4
Approach LOS E B E
Queue Length 50th (ft) 146 101 478 122 ~1330 20
Queue Length 95th (ft) 219 166 551 #266 #1515 33
Internal Link Dist (ft) 1086 1303 613
Turn Bay Length (ft) 200 400
Base Capacity (vph) 283 239 2400 170 2243 1256
Starvation Cap Reductn 0 00000
Spillback Cap Reductn 0 00000
Storage Cap Reductn 0 00000
Reduced v/c Ratio 0.53 0.44 0.66 0.72 1.03 0.09
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 97 (62%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 42.5 Intersection LOS: D
Intersection Capacity Utilization 83.0% ICU Level of Service E
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/16/2024
Friday PM FB with Improvements Friday PM FB 4:10 pm 06/03/2024 Friday PM FB with Improvements Synchro 11 Report
DAVENPORT Page 3
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & Cathay Road
Lanes, Volumes, Timings
200: US 421 & Condo Club Drive 08/16/2024
Friday PM FB with Improvements Friday PM FB 4:10 pm 06/03/2024 Friday PM FB with Improvements Synchro 11 Report
DAVENPORT Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 13 0 1633 2265 23
Future Volume (vph) 0 13 0 1633 2265 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 3539 1583
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 3539 1583
Link Speed (mph) 25 55 55
Link Distance (ft) 1175 693 138
Travel Time (s) 32.0 8.6 1.7
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 14 0 1814 2517 26
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 14 0 1814 2517 26
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 35 35
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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.6% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & Condo Club Drive 08/16/2024
Friday PM FB with Improvements Friday PM FB 4:10 pm 06/03/2024 Friday PM FB with Improvements Synchro 11 Report
DAVENPORT Page 5
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 13 0 1633 2265 23
Future Vol, veh/h 0 13 0 1633 2265 23
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 14 0 1814 2517 26
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1259 - 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 0 162 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 162 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 29.4 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 162 - -
HCM Lane V/C Ratio - 0.089 - -
HCM Control Delay (s) - 29.4 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 0.3 - -
Lanes, Volumes, Timings
500: US 421 & Site Access 1 08/16/2024
Friday PM FB with Improvements Friday PM FB 4:10 pm 06/03/2024 Friday PM FB with Improvements Synchro 11 Report
DAVENPORT Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 50 0 1633 2238 59
Future Volume (vph) 0 50 0 1633 2238 59
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 0.91 0.91
Frt 0.865 0.996
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 5065 0
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 5065 0
Link Speed (mph) 30 55 55
Link Distance (ft) 1071 138 145
Travel Time (s) 24.3 1.7 1.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 56 0 1814 2487 66
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 56 0 1814 2553 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 35 35
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 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
HCM 6th TWSC
500: US 421 & Site Access 1 08/16/2024
Friday PM FB with Improvements Friday PM FB 4:10 pm 06/03/2024 Friday PM FB with Improvements Synchro 11 Report
DAVENPORT Page 7
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 50 0 1633 2238 59
Future Vol, veh/h 0 50 0 1633 2238 59
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 56 0 1814 2487 66
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1277 - 0 - 0
Stage 1 ------
Stage 2 ------
Critical Hdwy - 7.14 ----
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 135 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 135 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 49.2 0 0
HCM LOS E
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 135 - -
HCM Lane V/C Ratio - 0.412 - -
HCM Control Delay (s) - 49.2 - -
HCM Lane LOS - E - -
HCM 95th %tile Q(veh) - 1.8 - -
Lanes, Volumes, Timings
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 08/16/2024
Friday PM FB with Improvements Friday PM FB 4:10 pm 06/03/2024 Friday PM FB with Improvements Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 52 75 30 000002176 9
Future Volume (vph) 0 0 52 75 30 000002176 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.965
Satd. Flow (prot) 0 0 1611 0 1798 000003539 1583
Flt Permitted 0.965
Satd. Flow (perm) 0 0 1611 0 1798 000003539 1583
Link Speed (mph) 25 10 30 55
Link Distance (ft) 1352 103 599 116
Travel Time (s) 36.9 7.0 13.6 1.4
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) 0 0 58 83 33 000002418 10
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 58 0 116 000002418 10
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 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 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 79.2% ICU Level of Service D
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 08/16/2024
Friday PM FB with Improvements Friday PM FB 4:10 pm 06/03/2024 Friday PM FB with Improvements Synchro 11 Report
DAVENPORT Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 52 75 30 000002176 9
Future Volume (Veh/h) 0 0 52 75 30 000002176 9
Sign Control Stop Yield Free Free
Grade 0% 0% 0% 0%
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
Hourly flow rate (vph) 0 0 58 83 33 000002418 10
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2434 2418 1209 1267 2428 0 2428 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2434 2418 1209 1267 2428 0 2428 0
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 100 67 1 0 100 100 100
cM capacity (veh/h) 0 32 175 84 32 1084 192 1622
Direction, Lane # EB 1 WB 1 SB 1 SB 2 SB 3
Volume Total 58 116 1209 1209 10
Volume Left 0 83 0 0 0
Volume Right 58 0 0 0 10
cSH 175 57 1700 1700 1700
Volume to Capacity 0.33 2.03 0.71 0.71 0.01
Queue Length 95th (ft) 34 281 0 0 0
Control Delay (s) 35.5 635.1 0.0 0.0 0.0
Lane LOS E F
Approach Delay (s) 35.5 635.1 0.0
Approach LOS E F
Intersection Summary
Average Delay 29.1
Intersection Capacity Utilization 79.2% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 & US 421 SB to NB U Turn 08/16/2024
Friday PM FB with Improvements Friday PM FB 4:10 pm 06/03/2024 Friday PM FB with Improvements Synchro 11 Report
DAVENPORT Page 3
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 44 0 0 1527 0 0
Future Volume (vph) 44 0 0 1527 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Link Speed (mph) 10 55 30
Link Distance (ft) 122 110 2105
Travel Time (s) 8.3 1.4 47.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 49 0 0 1697 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 49 0 0 1697 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 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) 10 9 15 9
Sign Control Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 52.2% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
400: US 421 & US 421 SB to NB U Turn 08/16/2024
Friday PM FB with Improvements Friday PM FB 4:10 pm 06/03/2024 Friday PM FB with Improvements Synchro 11 Report
DAVENPORT Page 4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 44 0 0 1527 0 0
Future Volume (Veh/h) 44 0 0 1527 0 0
Sign Control Yield Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 49 0 0 1697 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 848 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 848 0 0
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 84 100 100
cM capacity (veh/h) 300 1084 1622
Direction, Lane # EB 1 NB 1 NB 2
Volume Total 49 848 848
Volume Left 49 0 0
Volume Right 0 0 0
cSH 300 1700 1700
Volume to Capacity 0.16 0.50 0.50
Queue Length 95th (ft) 14 0 0
Control Delay (s) 19.3 0.0 0.0
Lane LOS C
Approach Delay (s) 19.3 0.0
Approach LOS C
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 52.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements 4:10 pm 06/03/2024 Saturday FB with Improvements Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (vph) 96 38 32 44 1390 147 1974 71
Future Volume (vph) 96 38 32 44 1390 147 1974 71
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) 4% -1% 1%
Storage Length (ft) 0 0 200 400 0
Storage Lanes 1 0111
Taper Length (ft) 25 100 100
Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Frt 0.962 0.850
Flt Protected 0.965 0.950 0.950
Satd. Flow (prot) 1695 0 0 1778 3557 1761 3522 1575
Flt Permitted 0.965 0.950 0.950
Satd. Flow (perm) 1695 0 0 1778 3557 1761 3522 1575
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 25 55 55
Link Distance (ft) 1166 1383 693
Travel Time (s) 31.8 17.1 8.6
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 107 42 36 49 1544 163 2193 79
Shared Lane Traffic (%)
Lane Group Flow (vph) 149 0 0 85 1544 163 2193 79
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) 12 35 35
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.03 1.03 0.99 0.99 0.99 1.01 1.01 1.01
Turning Speed (mph) 15 9 9 15 9 9
Number of Detectors 2 111110
Detector Template Left Thru Thru
Leading Detector (ft) 35 20 40 426 40 426 0
Trailing Detector (ft) -5 0 0 420 0 420 0
Detector 1 Position(ft) -5 0 0 420 0 420 0
Detector 1 Size(ft) 40 20 40 6 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 3.0 0.0 10.0 0.0 10.0 0.0 0.0
Detector 2 Position(ft) 1
Detector 2 Size(ft) 6
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Prot Prot Prot NA Prot NA pm+ov
Protected Phases 4 552164
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements 4:10 pm 06/03/2024 Saturday FB with Improvements Synchro 11 Report
DAVENPORT Page 2
Lane Group EBL EBR NBU NBL NBT SBU SBT SBR
Permitted Phases 6
Detector Phase 4 552164
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 14.0 5.0 14.0 5.0
Minimum Split (s) 25.0 12.0 12.0 21.0 12.0 21.0 25.0
Total Split (s) 30.0 25.0 25.0 100.0 22.0 97.0 30.0
Total Split (%) 19.7% 16.4% 16.4% 65.8% 14.5% 63.8% 19.7%
Maximum Green (s) 23.0 18.0 18.0 93.0 15.0 90.0 23.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lag Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 2.0 2.0 6.0 2.0 6.0 3.0
Minimum Gap (s) 0.2 0.2 0.2 3.4 0.2 3.4 0.2
Time Before Reduce (s) 0.0 0.0 0.0 30.0 0.0 30.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 50.0 0.0 50.0 0.0
Recall Mode None None None C-Max None C-Max None
Act Effct Green (s) 20.2 20.0 98.6 18.1 96.8 122.0
Actuated g/C Ratio 0.13 0.13 0.65 0.12 0.64 0.80
v/c Ratio 0.66 0.36 0.67 0.78 0.98 0.06
Control Delay 76.4 65.2 19.0 88.8 41.5 3.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 76.4 65.2 19.0 88.8 41.5 3.2
LOS E E B F D A
Approach Delay 76.4 21.4 43.4
Approach LOS E C D
Queue Length 50th (ft) 142 78 508 156 1056 14
Queue Length 95th (ft) 215 136 588 #289 #1347 25
Internal Link Dist (ft) 1086 1303 613
Turn Bay Length (ft) 200 400
Base Capacity (vph) 278 233 2308 214 2242 1255
Starvation Cap Reductn 0 00000
Spillback Cap Reductn 0 00000
Storage Cap Reductn 0 00000
Reduced v/c Ratio 0.54 0.36 0.67 0.76 0.98 0.06
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 140 (92%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 36.1 Intersection LOS: D
Intersection Capacity Utilization 78.9% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & Cathay Road 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements 4:10 pm 06/03/2024 Saturday FB with Improvements Synchro 11 Report
DAVENPORT Page 3
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & Cathay Road
Lanes, Volumes, Timings
200: US 421 & Condo Club Drive 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements 4:10 pm 06/03/2024 Saturday FB with Improvements Synchro 11 Report
DAVENPORT Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 13 0 1633 2167 12
Future Volume (vph) 0 13 0 1633 2167 12
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 3539 1583
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 3539 1583
Link Speed (mph) 25 55 55
Link Distance (ft) 1175 693 138
Travel Time (s) 32.0 8.6 1.7
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 14 0 1814 2408 13
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 14 0 1814 2408 13
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 35 35
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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 69.9% ICU Level of Service C
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & Condo Club Drive 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements 4:10 pm 06/03/2024 Saturday FB with Improvements Synchro 11 Report
DAVENPORT Page 5
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 13 0 1633 2167 12
Future Vol, veh/h 0 13 0 1633 2167 12
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 14 0 1814 2408 13
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1204 - 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 0 176 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 176 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 27.3 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 176 - -
HCM Lane V/C Ratio - 0.082 - -
HCM Control Delay (s) - 27.3 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 0.3 - -
Lanes, Volumes, Timings
500: US 421 & Site Access 1 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements 4:10 pm 06/03/2024 Saturday FB with Improvements Synchro 11 Report
DAVENPORT Page 6
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 92 0 1633 2087 96
Future Volume (vph) 0 92 0 1633 2087 96
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 0.91 0.91
Frt 0.865 0.993
Flt Protected
Satd. Flow (prot) 0 1611 0 3539 5050 0
Flt Permitted
Satd. Flow (perm) 0 1611 0 3539 5050 0
Link Speed (mph) 30 55 55
Link Distance (ft) 1071 138 145
Travel Time (s) 24.3 1.7 1.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 102 0 1814 2319 107
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 102 0 1814 2426 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 35 35
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 Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 54.8% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
500: US 421 & Site Access 1 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements 4:10 pm 06/03/2024 Saturday FB with Improvements Synchro 11 Report
DAVENPORT Page 7
Intersection
Int Delay, s/veh 1.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 92 0 1633 2087 96
Future Vol, veh/h 0 92 0 1633 2087 96
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 102 0 1814 2319 107
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1213 - 0 - 0
Stage 1 ------
Stage 2 ------
Critical Hdwy - 7.14 ----
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 149 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 149 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 70.1 0 0
HCM LOS F
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 149 - -
HCM Lane V/C Ratio - 0.686 - -
HCM Control Delay (s) - 70.1 - -
HCM Lane LOS - F - -
HCM 95th %tile Q(veh) - 3.9 - -
Lanes, Volumes, Timings
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements 4:10 pm 06/03/2024 Saturday FB with Improvements Synchro 11 Report
DAVENPORT Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 73 79 23 000002032 16
Future Volume (vph) 0 0 73 79 23 000002032 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00
Frt 0.865 0.850
Flt Protected 0.963
Satd. Flow (prot) 0 0 1611 0 1794 000003539 1583
Flt Permitted 0.963
Satd. Flow (perm) 0 0 1611 0 1794 000003539 1583
Link Speed (mph) 25 10 30 55
Link Distance (ft) 1352 103 599 116
Travel Time (s) 36.9 7.0 13.6 1.4
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) 0 0 81 88 26 000002258 18
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 81 0 114 000002258 18
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 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 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 76.3% ICU Level of Service D
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
300: US 421 & S Ridge Blvd/US 421 NB to WB or SB 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements 4:10 pm 06/03/2024 Saturday FB with Improvements Synchro 11 Report
DAVENPORT Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 73 79 23 000002032 16
Future Volume (Veh/h) 0 0 73 79 23 000002032 16
Sign Control Stop Yield Free Free
Grade 0% 0% 0% 0%
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
Hourly flow rate (vph) 0 0 81 88 26 000002258 18
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 2271 2258 1129 1210 2276 0 2276 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2271 2258 1129 1210 2276 0 2276 0
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 100 100 59 0 34 100 100 100
cM capacity (veh/h) 10 41 198 82 40 1084 220 1622
Direction, Lane # EB 1 WB 1 SB 1 SB 2 SB 3
Volume Total 81 114 1129 1129 18
Volume Left 0 88 0 0 0
Volume Right 81 0 0 0 18
cSH 198 66 1700 1700 1700
Volume to Capacity 0.41 1.73 0.66 0.66 0.01
Queue Length 95th (ft) 46 255 0 0 0
Control Delay (s) 35.2 489.5 0.0 0.0 0.0
Lane LOS E F
Approach Delay (s) 35.2 489.5 0.0
Approach LOS E F
Intersection Summary
Average Delay 23.7
Intersection Capacity Utilization 76.3% ICU Level of Service D
Analysis Period (min) 15
Lanes, Volumes, Timings
400: US 421 & US 421 SB to NB U Turn 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements 4:10 pm 06/03/2024 Saturday FB with Improvements Synchro 11 Report
DAVENPORT Page 3
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 17 0 0 1532 0 0
Future Volume (vph) 17 0 0 1532 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt
Flt Protected 0.950
Satd. Flow (prot) 1770 0 0 3539 0 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 0 0 3539 0 0
Link Speed (mph) 10 55 30
Link Distance (ft) 122 110 2106
Travel Time (s) 8.3 1.4 47.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 19 0 0 1702 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 19 0 0 1702 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 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) 10 9 15 9
Sign Control Yield Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 52.3% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis
400: US 421 & US 421 SB to NB U Turn 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements 4:10 pm 06/03/2024 Saturday FB with Improvements Synchro 11 Report
DAVENPORT Page 4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 17 0 0 1532 0 0
Future Volume (Veh/h) 17 0 0 1532 0 0
Sign Control Yield Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 19 0 0 1702 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 851 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 851 0 0
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 94 100 100
cM capacity (veh/h) 299 1084 1622
Direction, Lane # EB 1 NB 1 NB 2
Volume Total 19 851 851
Volume Left 19 0 0
Volume Right 0 0 0
cSH 299 1700 1700
Volume to Capacity 0.06 0.50 0.50
Queue Length 95th (ft) 5 0 0
Control Delay (s) 17.9 0.0 0.0
Lane LOS C
Approach Delay (s) 17.9 0.0
Approach LOS C
Intersection Summary
Average Delay 0.2
Intersection Capacity Utilization 52.3% ICU Level of Service A
Analysis Period (min) 15
242001 Biggers Market
Queueing Analysis
SimTraffic Worksheets
Queuing and Blocking Report
Friday PM Existing 08/15/2024
Friday PM Existing Friday PM Existing SimTraffic Report
DAVENPORT Page 1
Intersection: 1: US 421
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: US 421 & Shark Eye Lane/NBL NBU
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 107 137 158 158 31
Average Queue (ft) 38 69 69 50 3
95th Queue (ft) 89 116 135 125 16
Link Distance (ft) 978 86 1062 1062
Upstream Blk Time (%) 14
Queuing Penalty (veh) 11
Storage Bay Dist (ft) 150
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 5: NBL NBU
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Friday PM Existing 08/15/2024
Friday PM Existing Friday PM Existing SimTraffic Report
DAVENPORT Page 2
Intersection: 100: US 421 & Cathay Road
Movement EB NB NB NB SB SB SB SB
Directions Served LR UL T T U T T R
Maximum Queue (ft) 273 217 338 349 425 556 514 53
Average Queue (ft) 127 87 187 155 109 341 342 14
95th Queue (ft) 230 170 318 282 227 540 524 42
Link Distance (ft) 1094 1361 1361 630 630 630
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 325
Storage Blk Time (%) 0 5 9
Queuing Penalty (veh) 3 5 7
Intersection: 200: US 421 & Condo Club Drive
Movement EB SB
Directions Served R T
Maximum Queue (ft) 52 48
Average Queue (ft) 14 2
95th Queue (ft) 40 16
Link Distance (ft) 1105 219
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 421 & S Ridge Blvd/US 421 NB to WB or SB
Movement EB WB
Directions Served R LT
Maximum Queue (ft) 110 114
Average Queue (ft) 46 90
95th Queue (ft) 89 141
Link Distance (ft) 1298 61
Upstream Blk Time (%) 58
Queuing Penalty (veh) 43
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Friday PM Existing 08/15/2024
Friday PM Existing Friday PM Existing SimTraffic Report
DAVENPORT Page 3
Intersection: 301: US 421 & US 421 NB to WB or SB
Movement NB
Directions Served L
Maximum Queue (ft) 104
Average Queue (ft) 29
95th Queue (ft) 89
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 497
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & US 421 SB to NB U Turn
Movement EB
Directions Served L
Maximum Queue (ft) 94
Average Queue (ft) 24
95th Queue (ft) 71
Link Distance (ft) 81
Upstream Blk Time (%) 1
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & US 421 SB to NB U Turn
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 69
Queuing and Blocking Report
Friday PM FNB 08/15/2024
Friday PM FNB Friday PM FNB SimTraffic Report
DAVENPORT Page 1
Intersection: 1: US 421
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: US 421 & Shark Eye Lane/NBL NBU
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 174 120 306 254 52
Average Queue (ft) 53 65 112 98 8
95th Queue (ft) 115 111 220 208 34
Link Distance (ft) 1195 68 1273 1273
Upstream Blk Time (%) 22
Queuing Penalty (veh) 17
Storage Bay Dist (ft) 150
Storage Blk Time (%) 2
Queuing Penalty (veh) 1
Intersection: 5: NBL NBU
Movement NB
Directions Served L
Maximum Queue (ft) 32
Average Queue (ft) 2
95th Queue (ft) 13
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 217
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Friday PM FNB 08/15/2024
Friday PM FNB Friday PM FNB SimTraffic Report
DAVENPORT Page 2
Intersection: 100: US 421 & Cathay Road
Movement EB NB NB NB SB SB SB SB
Directions Served LR UL T T U T T R
Maximum Queue (ft) 194 299 325 289 425 635 646 53
Average Queue (ft) 115 92 191 157 165 501 509 16
95th Queue (ft) 187 173 276 267 407 633 637 44
Link Distance (ft) 1094 1361 1361 630 630 630
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 1 3
Storage Bay Dist (ft) 200 325
Storage Blk Time (%) 5 21
Queuing Penalty (veh) 4 18
Intersection: 200: US 421 & Condo Club Drive
Movement EB SB SB
Directions Served R T T
Maximum Queue (ft) 152 97 55
Average Queue (ft) 44 5 2
95th Queue (ft) 116 36 18
Link Distance (ft) 1105 219 219
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 421 & S Ridge Blvd/US 421 NB to WB or SB
Movement EB WB
Directions Served R LT
Maximum Queue (ft) 88 138
Average Queue (ft) 35 106
95th Queue (ft) 76 138
Link Distance (ft) 1298 61
Upstream Blk Time (%) 82
Queuing Penalty (veh) 62
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Friday PM FNB 08/15/2024
Friday PM FNB Friday PM FNB SimTraffic Report
DAVENPORT Page 3
Intersection: 301: US 421 & US 421 NB to WB or SB
Movement NB
Directions Served L
Maximum Queue (ft) 324
Average Queue (ft) 150
95th Queue (ft) 312
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 497
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & US 421 SB to NB U Turn
Movement EB
Directions Served L
Maximum Queue (ft) 74
Average Queue (ft) 26
95th Queue (ft) 63
Link Distance (ft) 81
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & US 421 SB to NB U Turn
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 106
Queuing and Blocking Report
Friday PM FB 08/15/2024
Friday PM FB Friday PM FB SimTraffic Report
DAVENPORT Page 1
Intersection: 1: US 421
Movement NB NB SB SB
Directions Served R R T T
Maximum Queue (ft) 113 113 269 266
Average Queue (ft) 16 19 28 29
95th Queue (ft) 72 78 148 154
Link Distance (ft) 94 94 550 550
Upstream Blk Time (%) 4 3
Queuing Penalty (veh) 33 27
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: US 421 & Shark Eye Lane/NBL NBU
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 111 151 269 218 31
Average Queue (ft) 54 72 129 91 3
95th Queue (ft) 99 142 232 192 18
Link Distance (ft) 1099 100 976 976
Upstream Blk Time (%) 9
Queuing Penalty (veh) 7
Storage Bay Dist (ft) 150
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Intersection: 10: NBL NBU
Movement NB
Directions Served L
Maximum Queue (ft) 109
Average Queue (ft) 6
95th Queue (ft) 41
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 185
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Friday PM FB 08/15/2024
Friday PM FB Friday PM FB SimTraffic Report
DAVENPORT Page 2
Intersection: 100: US 421 & Cathay Road
Movement EB NB NB NB SB SB SB SB
Directions Served LR UL T T U T T R
Maximum Queue (ft) 177 299 332 314 425 649 638 94
Average Queue (ft) 113 83 223 184 172 463 464 28
95th Queue (ft) 173 169 327 304 372 657 647 70
Link Distance (ft) 1094 1361 1361 630 630 630
Upstream Blk Time (%) 1 2
Queuing Penalty (veh) 11 15
Storage Bay Dist (ft) 200 325
Storage Blk Time (%) 9 19
Queuing Penalty (veh) 8 20
Intersection: 200: US 421 & Condo Club Drive
Movement EB NB NB SB SB
Directions Served R TTTT
Maximum Queue (ft) 114 648 585 98 97
Average Queue (ft) 31 50 48 17 17
95th Queue (ft) 82 308 289 74 73
Link Distance (ft) 1101 630 630 80 80
Upstream Blk Time (%) 0 1 2
Queuing Penalty (veh) 2 11 12
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 421 & S Ridge Blvd/US 421 NB to WB or SB
Movement EB WB SB
Directions Served R LT T
Maximum Queue (ft) 194 127 20
Average Queue (ft) 65 111 1
95th Queue (ft) 137 121 7
Link Distance (ft) 1298 62 58
Upstream Blk Time (%) 97
Queuing Penalty (veh) 102
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Friday PM FB 08/15/2024
Friday PM FB Friday PM FB SimTraffic Report
DAVENPORT Page 3
Intersection: 301: US 421 & US 421 NB to WB or SB
Movement NB NB NB
Directions Served L T T
Maximum Queue (ft) 568 582 626
Average Queue (ft) 371 279 248
95th Queue (ft) 556 696 694
Link Distance (ft) 568 568
Upstream Blk Time (%) 0 5 5
Queuing Penalty (veh) 0 42 42
Storage Bay Dist (ft) 497
Storage Blk Time (%) 9 12
Queuing Penalty (veh) 72 13
Intersection: 400: US 421 & US 421 SB to NB U Turn
Movement EB
Directions Served L
Maximum Queue (ft) 76
Average Queue (ft) 24
95th Queue (ft) 58
Link Distance (ft) 81
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & US 421 SB to NB U Turn
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Friday PM FB 08/15/2024
Friday PM FB Friday PM FB SimTraffic Report
DAVENPORT Page 4
Intersection: 500: US 421 & Site Access 1
Movement EB NB NB SB SB
Directions Served R TTTT
Maximum Queue (ft) 310 95 96 101 118
Average Queue (ft) 104 9 10 17 21
95th Queue (ft) 236 54 55 72 85
Link Distance (ft) 1002 80 80 94 94
Upstream Blk Time (%)4311
Queuing Penalty (veh) 30 26 11 16
Storage Bay Dist (ft)
Storage Blk Time (%) 4
Queuing Penalty (veh) 31
Network Summary
Network wide Queuing Penalty: 530
Queuing and Blocking Report
Friday PM FB with Improvements 08/16/2024
Friday PM FB with Improvements Friday PM FB SimTraffic Report
DAVENPORT Page 1
Intersection: 1: US 421
Movement SB
Directions Served T
Maximum Queue (ft) 20
Average Queue (ft) 1
95th Queue (ft) 6
Link Distance (ft) 550
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: US 421 & Shark Eye Lane/NBL NBU
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 105 138 176 182 52
Average Queue (ft) 46 69 95 77 2
95th Queue (ft) 92 115 167 159 17
Link Distance (ft) 1099 100 976 976
Upstream Blk Time (%) 5
Queuing Penalty (veh) 4
Storage Bay Dist (ft) 150
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Intersection: 10: NBL NBU
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Friday PM FB with Improvements 08/16/2024
Friday PM FB with Improvements Friday PM FB SimTraffic Report
DAVENPORT Page 2
Intersection: 100: US 421 & Cathay Road
Movement EB NB NB NB SB SB SB SB
Directions Served LR UL T T U T T R
Maximum Queue (ft) 236 299 406 344 499 596 613 94
Average Queue (ft) 122 103 219 187 156 394 404 19
95th Queue (ft) 223 186 344 327 353 580 574 58
Link Distance (ft) 1094 1361 1361 630 630 630
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 200 400
Storage Blk Time (%) 9 9
Queuing Penalty (veh) 8 10
Intersection: 200: US 421 & Condo Club Drive
Movement EB SB
Directions Served R T
Maximum Queue (ft) 29 31
Average Queue (ft) 7 1
95th Queue (ft) 27 10
Link Distance (ft) 1101 80
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 421 & S Ridge Blvd/US 421 NB to WB or SB
Movement EB WB
Directions Served R LT
Maximum Queue (ft) 86 151
Average Queue (ft) 43 98
95th Queue (ft) 84 145
Link Distance (ft) 1298 62
Upstream Blk Time (%) 59
Queuing Penalty (veh) 62
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Friday PM FB with Improvements 08/16/2024
Friday PM FB with Improvements Friday PM FB SimTraffic Report
DAVENPORT Page 3
Intersection: 301: US 421 & US 421 NB to WB or SB
Movement NB NB
Directions Served L T
Maximum Queue (ft) 362 328
Average Queue (ft) 63 11
95th Queue (ft) 222 108
Link Distance (ft) 568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 597
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & US 421 SB to NB U Turn
Movement EB
Directions Served L
Maximum Queue (ft) 55
Average Queue (ft) 22
95th Queue (ft) 54
Link Distance (ft) 81
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & US 421 SB to NB U Turn
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Friday PM FB with Improvements 08/16/2024
Friday PM FB with Improvements Friday PM FB SimTraffic Report
DAVENPORT Page 4
Intersection: 500: US 421 & Site Access 1
Movement EB NB SB
Directions Served R T T
Maximum Queue (ft) 380 49 38
Average Queue (ft) 223 2 1
95th Queue (ft) 403 16 12
Link Distance (ft) 1002 80 94
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 84
Queuing and Blocking Report
Saturday Existing 08/15/2024
Saturday FNB Saturday FNB SimTraffic Report
DAVENPORT Page 1
Intersection: 1: US 421
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: US 421 & Shark Eye Lane/NBL NBU
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 286 130 251 181 30
Average Queue (ft) 57 59 82 58 1
95th Queue (ft) 148 110 180 140 10
Link Distance (ft) 1848 80 1084 1084
Upstream Blk Time (%) 8
Queuing Penalty (veh) 6
Storage Bay Dist (ft) 150
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 5: NBL NBU
Movement NB
Directions Served L
Maximum Queue (ft) 19
Average Queue (ft) 1
95th Queue (ft) 6
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 205
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Saturday Existing 08/15/2024
Saturday FNB Saturday FNB SimTraffic Report
DAVENPORT Page 2
Intersection: 100: US 421 & Cathay Road
Movement EB NB NB NB SB SB SB SB
Directions Served LR UL T T U T T R
Maximum Queue (ft) 162 115 287 237 424 516 524 43
Average Queue (ft) 94 69 176 143 126 310 330 7
95th Queue (ft) 149 116 264 232 299 526 544 27
Link Distance (ft) 1094 1361 1361 630 630 630
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 325
Storage Blk Time (%) 4 7
Queuing Penalty (veh) 3 7
Intersection: 200: US 421 & Condo Club Drive
Movement EB
Directions Served R
Maximum Queue (ft) 31
Average Queue (ft) 14
95th Queue (ft) 38
Link Distance (ft) 1105
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 421 & S Ridge Blvd/US 421 NB to WB or SB
Movement EB WB
Directions Served R LT
Maximum Queue (ft) 129 114
Average Queue (ft) 40 41
95th Queue (ft) 89 88
Link Distance (ft) 1182 61
Upstream Blk Time (%) 8
Queuing Penalty (veh) 4
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Saturday Existing 08/15/2024
Saturday FNB Saturday FNB SimTraffic Report
DAVENPORT Page 3
Intersection: 301: US 421 & US 421 NB to WB or SB
Movement NB
Directions Served L
Maximum Queue (ft) 39
Average Queue (ft) 1
95th Queue (ft) 13
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 497
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & US 421 SB to NB U Turn
Movement EB
Directions Served L
Maximum Queue (ft) 51
Average Queue (ft) 11
95th Queue (ft) 36
Link Distance (ft) 81
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & US 421 SB to NB U Turn
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 20
Queuing and Blocking Report
Saturday FNB 08/15/2024
Saturday FNB Saturday FNB SimTraffic Report
DAVENPORT Page 1
Intersection: 1: US 421
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: US 421 & Shark Eye Lane/NBL NBU
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 149 158 222 257 224
Average Queue (ft) 56 72 97 87 9
95th Queue (ft) 121 142 199 200 77
Link Distance (ft) 1640 107 1502 1502
Upstream Blk Time (%) 7
Queuing Penalty (veh) 5
Storage Bay Dist (ft) 125
Storage Blk Time (%) 2
Queuing Penalty (veh) 1
Intersection: 5: NBL NBU
Movement NB
Directions Served L
Maximum Queue (ft) 38
Average Queue (ft) 2
95th Queue (ft) 14
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 178
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Saturday FNB 08/15/2024
Saturday FNB Saturday FNB SimTraffic Report
DAVENPORT Page 2
Intersection: 100: US 421 & Cathay Road
Movement EB NB NB NB SB SB SB SB
Directions Served LR UL T T U T T R
Maximum Queue (ft) 213 157 375 377 425 620 630 53
Average Queue (ft) 102 62 191 159 158 378 403 11
95th Queue (ft) 172 120 292 264 366 603 604 40
Link Distance (ft) 1094 1361 1361 630 630 630
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 1
Storage Bay Dist (ft) 200 325
Storage Blk Time (%) 5 11
Queuing Penalty (veh) 4 12
Intersection: 200: US 421 & Condo Club Drive
Movement EB SB SB
Directions Served R T T
Maximum Queue (ft) 31 146 142
Average Queue (ft) 9 7 6
95th Queue (ft) 31 56 49
Link Distance (ft) 1105 219 219
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 421 & S Ridge Blvd/US 421 NB to WB or SB
Movement EB WB
Directions Served R LT
Maximum Queue (ft) 132 114
Average Queue (ft) 60 50
95th Queue (ft) 114 105
Link Distance (ft) 1182 61
Upstream Blk Time (%) 16
Queuing Penalty (veh) 9
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Saturday FNB 08/15/2024
Saturday FNB Saturday FNB SimTraffic Report
DAVENPORT Page 3
Intersection: 301: US 421 & US 421 NB to WB or SB
Movement NB
Directions Served L
Maximum Queue (ft) 104
Average Queue (ft) 9
95th Queue (ft) 49
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 497
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & US 421 SB to NB U Turn
Movement EB
Directions Served L
Maximum Queue (ft) 31
Average Queue (ft) 9
95th Queue (ft) 33
Link Distance (ft) 81
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & US 421 SB to NB U Turn
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 31
Queuing and Blocking Report
Saturday FB 08/15/2024
Saturday FB Saturday FB SimTraffic Report
DAVENPORT Page 1
Intersection: 1: US 421
Movement NB
Directions Served R
Maximum Queue (ft) 24
Average Queue (ft) 1
95th Queue (ft) 8
Link Distance (ft) 94
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: US 421 & Shark Eye Lane/NBL NBU
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 174 152 247 260 219
Average Queue (ft) 60 98 113 109 9
95th Queue (ft) 131 157 228 222 74
Link Distance (ft) 1168 101 1362 1362
Upstream Blk Time (%) 23
Queuing Penalty (veh) 17
Storage Bay Dist (ft) 120
Storage Blk Time (%) 3
Queuing Penalty (veh) 1
Intersection: 9: NBL NBU
Movement NB
Directions Served L
Maximum Queue (ft) 45
Average Queue (ft) 5
95th Queue (ft) 25
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 184
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Saturday FB 08/15/2024
Saturday FB Saturday FB SimTraffic Report
DAVENPORT Page 2
Intersection: 100: US 421 & Cathay Road
Movement EB NB NB NB SB SB SB SB
Directions Served LR UL T T U T T R
Maximum Queue (ft) 241 299 372 387 425 643 676 53
Average Queue (ft) 130 80 241 199 362 449 446 14
95th Queue (ft) 220 167 334 304 500 671 673 42
Link Distance (ft) 1094 1361 1361 630 630 630
Upstream Blk Time (%) 1 2
Queuing Penalty (veh) 8 12
Storage Bay Dist (ft) 200 325
Storage Blk Time (%) 10 59 9
Queuing Penalty (veh) 8 585 13
Intersection: 200: US 421 & Condo Club Drive
Movement EB SB SB
Directions Served R T T
Maximum Queue (ft) 29 97 100
Average Queue (ft) 9 12 10
95th Queue (ft) 31 58 56
Link Distance (ft) 1101 80 80
Upstream Blk Time (%) 1 1
Queuing Penalty (veh) 5 4
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 421 & S Ridge Blvd/US 421 NB to WB or SB
Movement EB WB
Directions Served R LT
Maximum Queue (ft) 152 115
Average Queue (ft) 68 61
95th Queue (ft) 129 115
Link Distance (ft) 1298 62
Upstream Blk Time (%) 19
Queuing Penalty (veh) 19
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Saturday FB 08/15/2024
Saturday FB Saturday FB SimTraffic Report
DAVENPORT Page 3
Intersection: 301: US 421 & US 421 NB to WB or SB
Movement NB
Directions Served L
Maximum Queue (ft) 106
Average Queue (ft) 6
95th Queue (ft) 42
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 497
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & US 421 SB to NB U Turn
Movement EB
Directions Served L
Maximum Queue (ft) 31
Average Queue (ft) 11
95th Queue (ft) 35
Link Distance (ft) 81
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & US 421 SB to NB U Turn
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Saturday FB 08/15/2024
Saturday FB Saturday FB SimTraffic Report
DAVENPORT Page 4
Intersection: 500: US 421 & Site Access 1
Movement EB SB SB
Directions Served R T T
Maximum Queue (ft) 307 77 95
Average Queue (ft) 124 7 8
95th Queue (ft) 259 42 46
Link Distance (ft) 1002 94 94
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 1
Storage Bay Dist (ft)
Storage Blk Time (%) 1
Queuing Penalty (veh) 8
Network Summary
Network wide Queuing Penalty: 682
Queuing and Blocking Report
Saturday FB with Improvements 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements SimTraffic Report
DAVENPORT Page 1
Intersection: 1: US 421
Movement NB SB
Directions Served R T
Maximum Queue (ft) 32 28
Average Queue (ft) 1 1
95th Queue (ft) 11 9
Link Distance (ft) 94 550
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 2: US 421 & Shark Eye Lane/NBL NBU
Movement EB WB SB SB SB
Directions Served R LT T T R
Maximum Queue (ft) 192 152 230 268 53
Average Queue (ft) 70 77 103 82 3
95th Queue (ft) 135 130 202 187 20
Link Distance (ft) 1168 101 1362 1362
Upstream Blk Time (%) 12
Queuing Penalty (veh) 9
Storage Bay Dist (ft) 120
Storage Blk Time (%) 2
Queuing Penalty (veh) 1
Intersection: 9: NBL NBU
Movement NB
Directions Served L
Maximum Queue (ft) 37
Average Queue (ft) 1
95th Queue (ft) 12
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 184
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Saturday FB with Improvements 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements SimTraffic Report
DAVENPORT Page 2
Intersection: 100: US 421 & Cathay Road
Movement EB NB NB NB SB SB SB SB
Directions Served LR UL T T U T T R
Maximum Queue (ft) 259 300 346 307 198 592 634 66
Average Queue (ft) 115 80 230 195 119 350 370 17
95th Queue (ft) 211 188 335 303 177 522 531 49
Link Distance (ft) 1094 1361 1361 630 630 630
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 200 400
Storage Blk Time (%) 11 5
Queuing Penalty (veh) 8 7
Intersection: 200: US 421 & Condo Club Drive
Movement EB SB
Directions Served R T
Maximum Queue (ft) 50 19
Average Queue (ft) 9 1
95th Queue (ft) 34 6
Link Distance (ft) 1101 80
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 421 & S Ridge Blvd/US 421 NB to WB or SB
Movement EB WB
Directions Served R LT
Maximum Queue (ft) 192 115
Average Queue (ft) 70 81
95th Queue (ft) 148 136
Link Distance (ft) 1298 62
Upstream Blk Time (%) 34
Queuing Penalty (veh) 35
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Saturday FB with Improvements 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements SimTraffic Report
DAVENPORT Page 3
Intersection: 301: US 421 & US 421 NB to WB or SB
Movement NB
Directions Served L
Maximum Queue (ft) 106
Average Queue (ft) 16
95th Queue (ft) 60
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 597
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 421 & US 421 SB to NB U Turn
Movement EB
Directions Served L
Maximum Queue (ft) 32
Average Queue (ft) 13
95th Queue (ft) 38
Link Distance (ft) 81
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 401: US 421 & US 421 SB to NB U Turn
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
Saturday FB with Improvements 08/16/2024
Saturday FB with Improvements Saturday FB with Improvements SimTraffic Report
DAVENPORT Page 4
Intersection: 500: US 421 & Site Access 1
Movement EB SB SB
Directions Served R T T
Maximum Queue (ft) 386 94 99
Average Queue (ft) 280 3 3
95th Queue (ft) 457 31 33
Link Distance (ft) 1002 94 94
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 61
242001 Biggers Market
Turning Movement Counts
Count Number: SITE 3 FRIDAY
County: NEW HANOVER
Division: 03
Location: US 421 AND CATHAY
RD.
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 05-31-2024
Time: 4:00PM-6:00PM
Video Time Used: 4:00PM-
6:00PM (05-31)
Total Volume: 7,568
Weather: SUNNY
1. School in Session: YES
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: MICHAEL JONSON
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: 03-0676
7. Intersection Controlled By: TARAFFIC SIGNAL
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: NO
11. Construction Present: NO
12. Traffic Problems Observed: NONE
LOCATION OF COUNT SITE: SITE 3 FRIDAY
North
US 421 (CAROLINA BEACH RD.)
T-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
CA
T
H
A
Y
R
D
.
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
If Yes Distance:
Northbound Approach:
Looking Back Northbound:
Northbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Eastbound Approach:
Looking Back Eastbound:
Eastbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
SIGNAL CABINET:
File Name : SITE 3 FRIDAY
Site Code : #3 FRI
Start Date : 5/31/2024
Page No : 1
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
CATHAY RD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 FRIDAY
Site Code : #3 FRI
Start Date : 5/31/2024
Page No : 2
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
CATHAY RD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 15 465 23 0 503 0 0 0 0 0 18 369 0 22 409 17 0 7 0 24 936
04:15 PM 10 488 25 0 523 0 0 0 0 0 11 443 0 9 463 15 0 6 0 21 1007
04:30 PM 22 464 25 0 511 0 0 0 0 0 12 358 0 8 378 23 0 13 0 36 925
04:45 PM 17 516 14 0 547 0 0 0 0 0 9 339 0 11 359 17 0 6 0 23 929
Total 64 1933 87 0 2084 0 0 0 0 0 50 1509 0 50 1609 72 0 32 0 104 3797
05:00 PM 17 507 29 0 553 0 0 0 0 0 12 344 0 18 374 18 0 14 0 32 959
05:15 PM 29 486 28 0 543 0 0 0 0 0 9 364 0 9 382 23 0 7 0 30 955
05:30 PM 21 534 20 0 575 0 0 0 0 0 13 339 0 14 366 34 0 8 0 42 983
05:45 PM 13 457 20 0 490 0 0 0 0 0 9 333 0 15 357 20 0 7 0 27 874
Total 80 1984 97 0 2161 0 0 0 0 0 43 1380 0 56 1479 95 0 36 0 131 3771
06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 144 3917 184 0 4245 0 0 0 0 0 93 2889 0 106 3088 167 0 68 0 235 7568
Apprch %3.4 92.3 4.3 0 0 0 0 0 3 93.6 0 3.4 71.1 0 28.9 0
Total %1.9 51.8 2.4 0 56.1 0 0 0 0 0 1.2 38.2 0 1.4 40.8 2.2 0 0.9 0 3.1
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 FRIDAY
Site Code : #3 FRI
Start Date : 5/31/2024
Page No : 3
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH RD.)
C
A
T
H
A
Y
R
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
184
Thru
3917
SB
U-TURNS
144
Peds
0
InOut Total
3056 4245 7301
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
14
4
0
14
4
Left
93
Thru
2889
Right
0
NB
U-TURNS
106
Out TotalIn
3985 3088 7073
Le
f
t
16
7
Th
r
u
0
Ri
g
h
t
68
Pe
d
s
0
To
t
a
l
Ou
t
In
27
7
23
5
51
2
5/31/2024 06:00 AM
5/31/2024 06:45 PM
ALL VEHICLES
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 FRIDAY
Site Code : #3 FRI
Start Date : 5/31/2024
Page No : 4
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
CATHAY RD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 12:00 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 06:00 AM
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000
US 421 (CAROLINA BEACH RD.)
C
A
T
H
A
Y
R
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
0
Thru
0
SB
U-TURNS
0
Peds
0
InOut Total
0 0 0
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
0
0
0
Left
0
Thru
0
Right
0
NB
U-TURNS
0
Out TotalIn
0 0 0
Le
f
t
0
Th
r
u
0
Ri
g
h
t
0
Pe
d
s
0
To
t
a
l
Ou
t
In
0
0
0
Peak Hour Begins at 06:00 AM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 FRIDAY
Site Code : #3 FRI
Start Date : 5/31/2024
Page No : 5
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
CATHAY RD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 17 516 14 0 547 0 0 0 0 0 9 339 0 11 359 17 0 6 0 23 929
05:00 PM 17 507 29 0 553 0 0 0 0 0 12 344 0 18 374 18 0 14 0 32 959
05:15 PM 29 486 28 0 543 0 0 0 0 0 9 364 0 9 382 23 0 7 0 30 955
05:30 PM 21 534 20 0 575 0 0 0 0 0 13 339 0 14 366 34 0 8 0 42 983
Total Volume 84 2043 91 0 2218 0 0 0 0 0 43 1386 0 52 1481 92 0 35 0 127 3826
% App. Total 3.8 92.1 4.1 0 0 0 0 0 2.9 93.6 0 3.5 72.4 0 27.6 0
PHF .724 .956 .784 .000 .964 .000 .000 .000 .000 .000 .827 .952 .000 .722 .969 .676 .000 .625 .000 .756 .973
US 421 (CAROLINA BEACH RD.)
C
A
T
H
A
Y
R
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
91
Thru
2043
SB
U-TURNS
84
Peds
0
InOut Total
1478 2218 3696
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
84
0
84
Left
43
Thru
1386
Right
0
NB
U-TURNS
52
Out TotalIn
2078 1481 3559
Le
f
t
92
Th
r
u
0
Ri
g
h
t
35
Pe
d
s
0
To
t
a
l
Ou
t
In
13
4
12
7
26
1
Peak Hour Begins at 04:45 PM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 FRIDAY
Site Code : #3 FRI
Start Date : 5/31/2024
Page No : 6
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
SOUTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 FRIDAY
Site Code : #3 FRI
Start Date : 5/31/2024
Page No : 7
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
NORTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 FRIDAY
Site Code : #3 FRI
Start Date : 5/31/2024
Page No : 8
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
EASTBOUND: CATHAY RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 FRIDAY
Site Code : #3 FRI
Start Date : 5/31/2024
Page No : 9
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Count Number: SITE 3 SATURDAY
County: NEW HANOVER
Division: 03
Location: US 421 AND CATHAY
RD.
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 06-01-2024
Time: 11:00AM-1:00PM
Video Time Used: 11:00AM-
1:00PM (06-01)
Total Volume: 7,130
Weather: SUNNY
1. School in Session: NO
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: MICHAEL JONSON
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: 03-0676
7. Intersection Controlled By: TARAFFIC SIGNAL
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: NO
11. Construction Present: NO
12. Traffic Problems Observed: NONE
LOCATION OF COUNT SITE: SITE 3 FRIDAY
North
US 421 (CAROLINA BEACH RD.)
T-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
CA
T
H
A
Y
R
D
.
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
If Yes Distance:
Northbound Approach:
Looking Back Northbound:
Northbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Eastbound Approach:
Looking Back Eastbound:
Eastbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
SIGNAL CABINET:
File Name : SITE 3 SATURDAY
Site Code : #3 SAT
Start Date : 6/1/2024
Page No : 1
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
CATHAY RD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 29 459 12 0 500 0 0 0 0 0 14 330 0 4 348 28 0 12 0 40 888
11:15 AM 17 487 14 0 518 0 0 0 0 0 12 336 0 6 354 29 0 5 0 34 906
11:30 AM 32 461 24 0 517 0 0 0 0 0 10 300 0 8 318 21 0 7 0 28 863
11:45 AM 23 495 9 0 527 0 0 0 0 0 9 371 0 9 389 14 0 12 0 26 942
Total 101 1902 59 0 2062 0 0 0 0 0 45 1337 0 27 1409 92 0 36 0 128 3599
12:00 PM 28 475 14 0 517 0 0 0 0 0 13 332 0 9 354 21 0 14 0 35 906
12:15 PM 34 485 8 0 527 0 0 0 0 0 5 297 0 10 312 19 0 14 0 33 872
12:30 PM 29 462 11 0 502 0 0 0 0 0 12 294 0 13 319 24 0 6 0 30 851
12:45 PM 37 458 6 0 501 0 0 0 0 0 9 349 0 8 366 31 0 4 0 35 902
Total 128 1880 39 0 2047 0 0 0 0 0 39 1272 0 40 1351 95 0 38 0 133 3531
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SATURDAY
Site Code : #3 SAT
Start Date : 6/1/2024
Page No : 2
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
CATHAY RD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 229 3782 98 0 4109 0 0 0 0 0 84 2609 0 67 2760 187 0 74 0 261 7130
Apprch %5.6 92 2.4 0 0 0 0 0 3 94.5 0 2.4 71.6 0 28.4 0
Total %3.2 53 1.4 0 57.6 0 0 0 0 0 1.2 36.6 0 0.9 38.7 2.6 0 1 0 3.7
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SATURDAY
Site Code : #3 SAT
Start Date : 6/1/2024
Page No : 3
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH RD.)
C
A
T
H
A
Y
R
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
98
Thru
3782
SB
U-TURNS
229
Peds
0
InOut Total
2796 4109 6905
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
22
9
0
22
9
Left
84
Thru
2609
Right
0
NB
U-TURNS
67
Out TotalIn
3856 2760 6616
Le
f
t
18
7
Th
r
u
0
Ri
g
h
t
74
Pe
d
s
0
To
t
a
l
Ou
t
In
18
2
26
1
44
3
6/1/2024 06:00 AM
6/1/2024 06:45 PM
ALL VEHICLES
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SATURDAY
Site Code : #3 SAT
Start Date : 6/1/2024
Page No : 4
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
CATHAY RD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 12:00 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 11:15 AM
11:15 AM 17 487 14 0 518 0 0 0 0 0 12 336 0 6 354 29 0 5 0 34 906
11:30 AM 32 461 24 0 517 0 0 0 0 0 10 300 0 8 318 21 0 7 0 28 863
11:45 AM 23 495 9 0 527 0 0 0 0 0 9 371 0 9 389 14 0 12 0 26 942
12:00 PM 28 475 14 0 517 0 0 0 0 0 13 332 0 9 354 21 0 14 0 35 906
Total Volume 100 1918 61 0 2079 0 0 0 0 0 44 1339 0 32 1415 85 0 38 0 123 3617
% App. Total 4.8 92.3 2.9 0 0 0 0 0 3.1 94.6 0 2.3 69.1 0 30.9 0
PHF .781 .969 .635 .000 .986 .000 .000 .000 .000 .000 .846 .902 .000 .889 .909 .733 .000 .679 .000 .879 .960
US 421 (CAROLINA BEACH RD.)
C
A
T
H
A
Y
R
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
61
Thru
1918
SB
U-TURNS
100
Peds
0
InOut Total
1424 2079 3503
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
10
0
0
10
0
Left
44
Thru
1339
Right
0
NB
U-TURNS
32
Out TotalIn
1956 1415 3371
Le
f
t
85
Th
r
u
0
Ri
g
h
t
38
Pe
d
s
0
To
t
a
l
Ou
t
In
10
5
12
3
22
8
Peak Hour Begins at 11:15 AM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SATURDAY
Site Code : #3 SAT
Start Date : 6/1/2024
Page No : 5
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
CATHAY RD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 28 475 14 0 517 0 0 0 0 0 13 332 0 9 354 21 0 14 0 35 906
12:15 PM 34 485 8 0 527 0 0 0 0 0 5 297 0 10 312 19 0 14 0 33 872
12:30 PM 29 462 11 0 502 0 0 0 0 0 12 294 0 13 319 24 0 6 0 30 851
12:45 PM 37 458 6 0 501 0 0 0 0 0 9 349 0 8 366 31 0 4 0 35 902
Total Volume 128 1880 39 0 2047 0 0 0 0 0 39 1272 0 40 1351 95 0 38 0 133 3531
% App. Total 6.3 91.8 1.9 0 0 0 0 0 2.9 94.2 0 3 71.4 0 28.6 0
PHF .865 .969 .696 .000 .971 .000 .000 .000 .000 .000 .750 .911 .000 .769 .923 .766 .000 .679 .000 .950 .974
US 421 (CAROLINA BEACH RD.)
C
A
T
H
A
Y
R
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
39
Thru
1880
SB
U-TURNS
128
Peds
0
InOut Total
1367 2047 3414
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
12
8
0
12
8
Left
39
Thru
1272
Right
0
NB
U-TURNS
40
Out TotalIn
1918 1351 3269
Le
f
t
95
Th
r
u
0
Ri
g
h
t
38
Pe
d
s
0
To
t
a
l
Ou
t
In
78
13
3
21
1
Peak Hour Begins at 12:00 PM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SATURDAY
Site Code : #3 SAT
Start Date : 6/1/2024
Page No : 6
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
SOUTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SATURDAY
Site Code : #3 SAT
Start Date : 6/1/2024
Page No : 7
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
NORTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SATURDAY
Site Code : #3 SAT
Start Date : 6/1/2024
Page No : 8
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
EASTBOUND: CATHAY RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SATURDAY
Site Code : #3 SAT
Start Date : 6/1/2024
Page No : 9
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Count Number: SITE 3 SUNDAY
County: NEW HANOVER
Division: 03
Location: US 421 AND CATHAY
RD.
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 06-02-2024
Time: 11:00AM-1:00PM
Video Time Used: 11:00AM-
1:00PM (06-02)
Total Volume: 6,957
Weather: SUNNY
1. School in Session: NO
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: MICHAEL JONSON
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: 03-0676
7. Intersection Controlled By: TARAFFIC SIGNAL
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: NO
11. Construction Present: NO
12. Traffic Problems Observed: NONE
LOCATION OF COUNT SITE: SITE 3 FRIDAY
North
US 421 (CAROLINA BEACH RD.)
T-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
CA
T
H
A
Y
R
D
.
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
If Yes Distance:
Northbound Approach:
Looking Back Northbound:
Northbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Eastbound Approach:
Looking Back Eastbound:
Eastbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
SIGNAL CABINET:
File Name : SITE 3 SUNDAY
Site Code : #3 SUN
Start Date : 6/2/2024
Page No : 1
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
CATHAY RD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 20 418 10 0 448 0 0 0 0 0 20 368 0 6 394 20 0 9 0 29 871
11:15 AM 15 413 17 0 445 0 0 0 0 0 14 361 0 16 391 19 0 15 0 34 870
11:30 AM 28 364 29 0 421 0 0 0 0 0 8 312 0 10 330 31 0 9 0 40 791
11:45 AM 30 464 19 0 513 0 0 0 0 0 11 485 0 11 507 19 0 11 0 30 1050
Total 93 1659 75 0 1827 0 0 0 0 0 53 1526 0 43 1622 89 0 44 0 133 3582
12:00 PM 22 342 10 0 374 0 0 0 0 0 16 313 0 3 332 25 0 10 0 35 741
12:15 PM 27 444 18 0 489 0 0 0 0 0 15 425 0 14 454 14 0 18 0 32 975
12:30 PM 19 350 13 0 382 0 0 0 0 0 9 352 0 19 380 22 0 16 0 38 800
12:45 PM 27 410 9 0 446 0 0 0 0 0 11 372 0 6 389 18 0 6 0 24 859
Total 95 1546 50 0 1691 0 0 0 0 0 51 1462 0 42 1555 79 0 50 0 129 3375
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SUNDAY
Site Code : #3 SUN
Start Date : 6/2/2024
Page No : 2
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
CATHAY RD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 188 3205 125 0 3518 0 0 0 0 0 104 2988 0 85 3177 168 0 94 0 262 6957
Apprch %5.3 91.1 3.6 0 0 0 0 0 3.3 94.1 0 2.7 64.1 0 35.9 0
Total %2.7 46.1 1.8 0 50.6 0 0 0 0 0 1.5 42.9 0 1.2 45.7 2.4 0 1.4 0 3.8
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SUNDAY
Site Code : #3 SUN
Start Date : 6/2/2024
Page No : 3
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH RD.)
C
A
T
H
A
Y
R
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
125
Thru
3205
SB
U-TURNS
188
Peds
0
InOut Total
3156 3518 6674
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
18
8
0
18
8
Left
104
Thru
2988
Right
0
NB
U-TURNS
85
Out TotalIn
3299 3177 6476
Le
f
t
16
8
Th
r
u
0
Ri
g
h
t
94
Pe
d
s
0
To
t
a
l
Ou
t
In
22
9
26
2
49
1
6/2/2024 06:00 AM
6/2/2024 06:45 PM
ALL VEHICLES
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SUNDAY
Site Code : #3 SUN
Start Date : 6/2/2024
Page No : 4
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
CATHAY RD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 12:00 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 11:00 AM
11:00 AM 20 418 10 0 448 0 0 0 0 0 20 368 0 6 394 20 0 9 0 29 871
11:15 AM 15 413 17 0 445 0 0 0 0 0 14 361 0 16 391 19 0 15 0 34 870
11:30 AM 28 364 29 0 421 0 0 0 0 0 8 312 0 10 330 31 0 9 0 40 791
11:45 AM 30 464 19 0 513 0 0 0 0 0 11 485 0 11 507 19 0 11 0 30 1050
Total Volume 93 1659 75 0 1827 0 0 0 0 0 53 1526 0 43 1622 89 0 44 0 133 3582
% App. Total 5.1 90.8 4.1 0 0 0 0 0 3.3 94.1 0 2.7 66.9 0 33.1 0
PHF .775 .894 .647 .000 .890 .000 .000 .000 .000 .000 .663 .787 .000 .672 .800 .718 .000 .733 .000 .831 .853
US 421 (CAROLINA BEACH RD.)
C
A
T
H
A
Y
R
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
75
Thru
1659
SB
U-TURNS
93
Peds
0
InOut Total
1615 1827 3442
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
93
0
93
Left
53
Thru
1526
Right
0
NB
U-TURNS
43
Out TotalIn
1703 1622 3325
Le
f
t
89
Th
r
u
0
Ri
g
h
t
44
Pe
d
s
0
To
t
a
l
Ou
t
In
12
8
13
3
26
1
Peak Hour Begins at 11:00 AM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SUNDAY
Site Code : #3 SUN
Start Date : 6/2/2024
Page No : 5
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
CATHAY RD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 22 342 10 0 374 0 0 0 0 0 16 313 0 3 332 25 0 10 0 35 741
12:15 PM 27 444 18 0 489 0 0 0 0 0 15 425 0 14 454 14 0 18 0 32 975
12:30 PM 19 350 13 0 382 0 0 0 0 0 9 352 0 19 380 22 0 16 0 38 800
12:45 PM 27 410 9 0 446 0 0 0 0 0 11 372 0 6 389 18 0 6 0 24 859
Total Volume 95 1546 50 0 1691 0 0 0 0 0 51 1462 0 42 1555 79 0 50 0 129 3375
% App. Total 5.6 91.4 3 0 0 0 0 0 3.3 94 0 2.7 61.2 0 38.8 0
PHF .880 .870 .694 .000 .865 .000 .000 .000 .000 .000 .797 .860 .000 .553 .856 .790 .000 .694 .000 .849 .865
US 421 (CAROLINA BEACH RD.)
C
A
T
H
A
Y
R
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
50
Thru
1546
SB
U-TURNS
95
Peds
0
InOut Total
1541 1691 3232
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
95
0
95
Left
51
Thru
1462
Right
0
NB
U-TURNS
42
Out TotalIn
1596 1555 3151
Le
f
t
79
Th
r
u
0
Ri
g
h
t
50
Pe
d
s
0
To
t
a
l
Ou
t
In
10
1
12
9
23
0
Peak Hour Begins at 12:00 PM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SUNDAY
Site Code : #3 SUN
Start Date : 6/2/2024
Page No : 6
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
SOUTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SUNDAY
Site Code : #3 SUN
Start Date : 6/2/2024
Page No : 7
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
NORTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SUNDAY
Site Code : #3 SUN
Start Date : 6/2/2024
Page No : 8
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
EASTBOUND: CATHAY RD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 3 SUNDAY
Site Code : #3 SUN
Start Date : 6/2/2024
Page No : 9
US 421 AND CATHAY RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Count Number: SITE 1 FRIDAY
County: NEW HANOVER
Division: 03
Location: US 421 AND CONDO
CLUB DR.
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 05-31-2024
Time: 4:00PM-6:00PM
Video Time Used: 4:00PM-
6:00PM (05-31)
Total Volume: 7,458
Weather: SUNNY
1. School in Session: YES
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: JENNIFER LEIKEN
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: N/A
7. Intersection Controlled By: STOP SIGN
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: NO
11. Construction Present: NO
12. Traffic Problems Observed: NONE
LOCATION OF COUNT SITE: SITE 1 FRIDAY
North
US 421 CAROLINA BEACH RD.
T-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 CAROLINA BEACH RD.
CO
N
D
O
C
L
U
B
D
R
.
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
If Yes Distance:
Northbound Approach:
Looking Back Northbound:
Northbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Eastbound Approach:
Looking Back Eastbound:
Eastbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 1 FRIDAY
Site Code : #1 FRI
Start Date : 5/31/2024
Page No : 1
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
US 421 CAROLINA BEACH
RD.
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 CAROLINA BEACH
RD.
NORTHBOUND
CONDO CLUB DR.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 FRIDAY
Site Code : #1 FRI
Start Date : 5/31/2024
Page No : 2
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
US 421 CAROLINA BEACH
RD.
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 CAROLINA BEACH
RD.
NORTHBOUND
CONDO CLUB DR.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 496 1 0 497 0 0 0 0 0 0 401 0 0 401 0 0 4 0 4 902
04:15 PM 0 520 5 0 525 0 0 0 0 0 0 468 0 0 468 0 0 1 0 1 994
04:30 PM 0 504 4 0 508 0 0 0 0 0 0 403 0 0 403 0 0 4 0 4 915
04:45 PM 0 541 3 0 544 0 0 0 0 0 0 373 0 0 373 0 0 2 0 2 919
Total 0 2061 13 0 2074 0 0 0 0 0 0 1645 0 0 1645 0 0 11 0 11 3730
05:00 PM 0 550 4 0 554 0 0 0 0 0 0 379 0 0 379 0 0 2 0 2 935
05:15 PM 0 531 8 0 539 0 0 0 0 0 0 416 0 0 416 0 0 6 0 6 961
05:30 PM 0 571 8 0 579 0 0 0 0 0 0 394 0 0 394 0 0 3 0 3 976
05:45 PM 0 483 2 0 485 0 0 0 0 0 0 366 0 0 366 0 0 5 0 5 856
Total 0 2135 22 0 2157 0 0 0 0 0 0 1555 0 0 1555 0 0 16 0 16 3728
06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 0 4196 35 0 4231 0 0 0 0 0 0 3200 0 0 3200 0 0 27 0 27 7458
Apprch %0 99.2 0.8 0 0 0 0 0 0 100 0 0 0 0 100 0
Total %0 56.3 0.5 0 56.7 0 0 0 0 0 0 42.9 0 0 42.9 0 0 0.4 0 0.4
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 FRIDAY
Site Code : #1 FRI
Start Date : 5/31/2024
Page No : 3
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
US 421 CAROLINA BEACH RD.
C
O
N
D
O
C
L
U
B
D
R
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 CAROLINA BEACH RD.
Right
35
Thru
4196
Left
0
Peds
0
InOut Total
3200 4231 7431
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
0
0
0
Left
0
Thru
3200
Right
0
Peds
0
Out TotalIn
4223 3200 7423
Le
f
t
0
Th
r
u
0
Ri
g
h
t
27
Pe
d
s
0
To
t
a
l
Ou
t
In
35
27
62
5/31/2024 06:00 AM
5/31/2024 06:45 PM
ALL VEHICLES
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 FRIDAY
Site Code : #1 FRI
Start Date : 5/31/2024
Page No : 4
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
US 421 CAROLINA BEACH
RD.
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 CAROLINA BEACH
RD.
NORTHBOUND
CONDO CLUB DR.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 12:00 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 06:00 AM
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000
US 421 CAROLINA BEACH RD.
C
O
N
D
O
C
L
U
B
D
R
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 CAROLINA BEACH RD.
Right
0
Thru
0
Left
0
Peds
0
InOut Total
0 0 0
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
0
0
0
Left
0
Thru
0
Right
0
Peds
0
Out TotalIn
0 0 0
Le
f
t
0
Th
r
u
0
Ri
g
h
t
0
Pe
d
s
0
To
t
a
l
Ou
t
In
0
0
0
Peak Hour Begins at 06:00 AM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 FRIDAY
Site Code : #1 FRI
Start Date : 5/31/2024
Page No : 5
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
US 421 CAROLINA BEACH
RD.
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 CAROLINA BEACH
RD.
NORTHBOUND
CONDO CLUB DR.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 541 3 0 544 0 0 0 0 0 0 373 0 0 373 0 0 2 0 2 919
05:00 PM 0 550 4 0 554 0 0 0 0 0 0 379 0 0 379 0 0 2 0 2 935
05:15 PM 0 531 8 0 539 0 0 0 0 0 0 416 0 0 416 0 0 6 0 6 961
05:30 PM 0 571 8 0 579 0 0 0 0 0 0 394 0 0 394 0 0 3 0 3 976
Total Volume 0 2193 23 0 2216 0 0 0 0 0 0 1562 0 0 1562 0 0 13 0 13 3791
% App. Total 0 99 1 0 0 0 0 0 0 100 0 0 0 0 100 0
PHF .000 .960 .719 .000 .957 .000 .000 .000 .000 .000 .000 .939 .000 .000 .939 .000 .000 .542 .000 .542 .971
US 421 CAROLINA BEACH RD.
C
O
N
D
O
C
L
U
B
D
R
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 CAROLINA BEACH RD.
Right
23
Thru
2193
Left
0
Peds
0
InOut Total
1562 2216 3778
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
0
0
0
Left
0
Thru
1562
Right
0
Peds
0
Out TotalIn
2206 1562 3768
Le
f
t
0
Th
r
u
0
Ri
g
h
t
13
Pe
d
s
0
To
t
a
l
Ou
t
In
23
13
36
Peak Hour Begins at 04:45 PM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 FRIDAY
Site Code : #1 FRI
Start Date : 5/31/2024
Page No : 6
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
SOUTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 FRIDAY
Site Code : #1 FRI
Start Date : 5/31/2024
Page No : 7
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NORTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 FRIDAY
Site Code : #1 FRI
Start Date : 5/31/2024
Page No : 8
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
EASTBOUND: CONDO CLUB DR.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 FRIDAY
Site Code : #1 FRI
Start Date : 5/31/2024
Page No : 9
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Count Number: SITE 1 SATURDAY
County: NEW HANOVER
Division: 03
Location: US 421 AND CONDO
CLUB DR.
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 06-01-2024
Time: 11:00AM-1:00PM
Video Time Used: 11:00AM-
1:00PM (06-01)
Total Volume: 7,133
Weather: SUNNY
1. School in Session: NO
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: JENNIFER LEIKEN
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: N/A
7. Intersection Controlled By: STOP SIGN
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: NO
11. Construction Present: NO
12. Traffic Problems Observed: NONE
LOCATION OF COUNT SITE: SITE 1 FRIDAY
North
US 421 CAROLINA BEACH RD.
T-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 CAROLINA BEACH RD.
CO
N
D
O
C
L
U
B
D
R
.
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
If Yes Distance:
Northbound Approach:
Looking Back Northbound:
Northbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Eastbound Approach:
Looking Back Eastbound:
Eastbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 1 SATURDAY
Site Code : #1 SAT
Start Date : 6/1/2024
Page No : 1
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
US 421 CAROLINA BEACH
RD.
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 CAROLINA BEACH
RD.
NORTHBOUND
CONDO CLUB DR.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 0 489 3 0 492 0 0 0 0 0 0 387 0 0 387 0 0 7 0 7 886
11:15 AM 0 511 4 0 515 0 0 0 0 0 0 382 0 0 382 0 0 4 0 4 901
11:30 AM 0 512 4 0 516 0 0 0 0 0 0 353 0 0 353 0 0 3 0 3 872
11:45 AM 0 518 4 0 522 0 0 0 0 0 0 408 0 0 408 0 0 4 0 4 934
Total 0 2030 15 0 2045 0 0 0 0 0 0 1530 0 0 1530 0 0 18 0 18 3593
12:00 PM 0 513 0 0 513 0 0 0 0 0 0 381 0 0 381 0 0 2 0 2 896
12:15 PM 0 520 4 0 524 0 0 0 0 0 0 350 0 0 350 0 0 3 0 3 877
12:30 PM 0 499 1 0 500 0 0 0 0 0 0 347 0 0 347 0 0 1 0 1 848
12:45 PM 0 497 2 0 499 0 0 0 0 0 0 417 0 0 417 0 0 3 0 3 919
Total 0 2029 7 0 2036 0 0 0 0 0 0 1495 0 0 1495 0 0 9 0 9 3540
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SATURDAY
Site Code : #1 SAT
Start Date : 6/1/2024
Page No : 2
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
US 421 CAROLINA BEACH
RD.
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 CAROLINA BEACH
RD.
NORTHBOUND
CONDO CLUB DR.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 0 4059 22 0 4081 0 0 0 0 0 0 3025 0 0 3025 0 0 27 0 27 7133
Apprch %0 99.5 0.5 0 0 0 0 0 0 100 0 0 0 0 100 0
Total %0 56.9 0.3 0 57.2 0 0 0 0 0 0 42.4 0 0 42.4 0 0 0.4 0 0.4
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SATURDAY
Site Code : #1 SAT
Start Date : 6/1/2024
Page No : 3
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
US 421 CAROLINA BEACH RD.
C
O
N
D
O
C
L
U
B
D
R
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 CAROLINA BEACH RD.
Right
22
Thru
4059
Left
0
Peds
0
InOut Total
3025 4081 7106
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
0
0
0
Left
0
Thru
3025
Right
0
Peds
0
Out TotalIn
4086 3025 7111
Le
f
t
0
Th
r
u
0
Ri
g
h
t
27
Pe
d
s
0
To
t
a
l
Ou
t
In
22
27
49
6/1/2024 06:00 AM
6/1/2024 06:45 PM
ALL VEHICLES
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SATURDAY
Site Code : #1 SAT
Start Date : 6/1/2024
Page No : 4
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
US 421 CAROLINA BEACH
RD.
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 CAROLINA BEACH
RD.
NORTHBOUND
CONDO CLUB DR.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 12:00 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 11:15 AM
11:15 AM 0 511 4 0 515 0 0 0 0 0 0 382 0 0 382 0 0 4 0 4 901
11:30 AM 0 512 4 0 516 0 0 0 0 0 0 353 0 0 353 0 0 3 0 3 872
11:45 AM 0 518 4 0 522 0 0 0 0 0 0 408 0 0 408 0 0 4 0 4 934
12:00 PM 0 513 0 0 513 0 0 0 0 0 0 381 0 0 381 0 0 2 0 2 896
Total Volume 0 2054 12 0 2066 0 0 0 0 0 0 1524 0 0 1524 0 0 13 0 13 3603
% App. Total 0 99.4 0.6 0 0 0 0 0 0 100 0 0 0 0 100 0
PHF .000 .991 .750 .000 .989 .000 .000 .000 .000 .000 .000 .934 .000 .000 .934 .000 .000 .813 .000 .813 .964
US 421 CAROLINA BEACH RD.
C
O
N
D
O
C
L
U
B
D
R
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 CAROLINA BEACH RD.
Right
12
Thru
2054
Left
0
Peds
0
InOut Total
1524 2066 3590
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
0
0
0
Left
0
Thru
1524
Right
0
Peds
0
Out TotalIn
2067 1524 3591
Le
f
t
0
Th
r
u
0
Ri
g
h
t
13
Pe
d
s
0
To
t
a
l
Ou
t
In
12
13
25
Peak Hour Begins at 11:15 AM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SATURDAY
Site Code : #1 SAT
Start Date : 6/1/2024
Page No : 5
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
US 421 CAROLINA BEACH
RD.
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 CAROLINA BEACH
RD.
NORTHBOUND
CONDO CLUB DR.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 0 513 0 0 513 0 0 0 0 0 0 381 0 0 381 0 0 2 0 2 896
12:15 PM 0 520 4 0 524 0 0 0 0 0 0 350 0 0 350 0 0 3 0 3 877
12:30 PM 0 499 1 0 500 0 0 0 0 0 0 347 0 0 347 0 0 1 0 1 848
12:45 PM 0 497 2 0 499 0 0 0 0 0 0 417 0 0 417 0 0 3 0 3 919
Total Volume 0 2029 7 0 2036 0 0 0 0 0 0 1495 0 0 1495 0 0 9 0 9 3540
% App. Total 0 99.7 0.3 0 0 0 0 0 0 100 0 0 0 0 100 0
PHF .000 .975 .438 .000 .971 .000 .000 .000 .000 .000 .000 .896 .000 .000 .896 .000 .000 .750 .000 .750 .963
US 421 CAROLINA BEACH RD.
C
O
N
D
O
C
L
U
B
D
R
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 CAROLINA BEACH RD.
Right
7
Thru
2029
Left
0
Peds
0
InOut Total
1495 2036 3531
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
0
0
0
Left
0
Thru
1495
Right
0
Peds
0
Out TotalIn
2038 1495 3533
Le
f
t
0
Th
r
u
0
Ri
g
h
t
9
Pe
d
s
0
To
t
a
l
Ou
t
In
7
9
16
Peak Hour Begins at 12:00 PM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SATURDAY
Site Code : #1 SAT
Start Date : 6/1/2024
Page No : 6
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
SOUTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SATURDAY
Site Code : #1 SAT
Start Date : 6/1/2024
Page No : 7
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NORTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SATURDAY
Site Code : #1 SAT
Start Date : 6/1/2024
Page No : 8
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
EASTBOUND: CONDO CLUB DR.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SATURDAY
Site Code : #1 SAT
Start Date : 6/1/2024
Page No : 9
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Count Number: SITE 1 SUNDAY
County: NEW HANOVER
Division: 03
Location: US 421 AND CONDO
CLUB DR.
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 06-02-2024
Time: 11:00AM-1:00PM
Video Time Used: 11:00AM-
1:00PM (06-02)
Total Volume: 6,853
Weather: SUNNY
1. School in Session: NO
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: JENNIFER LEIKEN
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: N/A
7. Intersection Controlled By: STOP SIGN
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: NO
11. Construction Present: NO
12. Traffic Problems Observed: NONE
LOCATION OF COUNT SITE: SITE 1 FRIDAY
North
US 421 CAROLINA BEACH RD.
T-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 CAROLINA BEACH RD.
CO
N
D
O
C
L
U
B
D
R
.
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
If Yes Distance:
Northbound Approach:
Looking Back Northbound:
Northbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Eastbound Approach:
Looking Back Eastbound:
Eastbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 1 SUNDAY
Site Code : #1 SUN
Start Date : 6/2/2024
Page No : 1
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
US 421 CAROLINA BEACH
RD.
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 CAROLINA BEACH
RD.
NORTHBOUND
CONDO CLUB DR.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 0 439 0 0 439 0 0 0 0 0 0 408 0 0 408 0 0 4 0 4 851
11:15 AM 0 439 2 0 441 0 0 0 0 0 0 395 0 0 395 0 0 2 0 2 838
11:30 AM 0 412 2 0 414 0 0 0 0 0 0 371 0 0 371 0 0 8 0 8 793
11:45 AM 0 507 1 0 508 0 0 0 0 0 0 534 0 0 534 0 0 0 0 0 1042
Total 0 1797 5 0 1802 0 0 0 0 0 0 1708 0 0 1708 0 0 14 0 14 3524
12:00 PM 0 369 2 0 371 0 0 0 0 0 0 360 0 0 360 0 0 2 0 2 733
12:15 PM 0 481 4 0 485 0 0 0 0 0 0 466 0 0 466 0 0 6 0 6 957
12:30 PM 0 372 2 0 374 0 0 1 0 1 0 393 1 0 394 0 0 6 0 6 775
12:45 PM 0 443 3 0 446 0 0 0 0 0 0 417 0 0 417 0 0 1 0 1 864
Total 0 1665 11 0 1676 0 0 1 0 1 0 1636 1 0 1637 0 0 15 0 15 3329
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SUNDAY
Site Code : #1 SUN
Start Date : 6/2/2024
Page No : 2
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
Groups Printed- ALL VEHICLES
US 421 CAROLINA BEACH
RD.
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 CAROLINA BEACH
RD.
NORTHBOUND
CONDO CLUB DR.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 0 3462 16 0 3478 0 0 1 0 1 0 3344 1 0 3345 0 0 29 0 29 6853
Apprch %0 99.5 0.5 0 0 0 100 0 0 100 0 0 0 0 100 0
Total %0 50.5 0.2 0 50.8 0 0 0 0 0 0 48.8 0 0 48.8 0 0 0.4 0 0.4
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SUNDAY
Site Code : #1 SUN
Start Date : 6/2/2024
Page No : 3
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
US 421 CAROLINA BEACH RD.
C
O
N
D
O
C
L
U
B
D
R
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 CAROLINA BEACH RD.
Right
16
Thru
3462
Left
0
Peds
0
InOut Total
3345 3478 6823
Ri
g
h
t
1
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
1
1
2
Left
0
Thru
3344
Right
1
Peds
0
Out TotalIn
3491 3345 6836
Le
f
t
0
Th
r
u
0
Ri
g
h
t
29
Pe
d
s
0
To
t
a
l
Ou
t
In
16
29
45
6/2/2024 06:00 AM
6/2/2024 06:45 PM
ALL VEHICLES
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SUNDAY
Site Code : #1 SUN
Start Date : 6/2/2024
Page No : 4
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
US 421 CAROLINA BEACH
RD.
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 CAROLINA BEACH
RD.
NORTHBOUND
CONDO CLUB DR.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 12:00 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 11:00 AM
11:00 AM 0 439 0 0 439 0 0 0 0 0 0 408 0 0 408 0 0 4 0 4 851
11:15 AM 0 439 2 0 441 0 0 0 0 0 0 395 0 0 395 0 0 2 0 2 838
11:30 AM 0 412 2 0 414 0 0 0 0 0 0 371 0 0 371 0 0 8 0 8 793
11:45 AM 0 507 1 0 508 0 0 0 0 0 0 534 0 0 534 0 0 0 0 0 1042
Total Volume 0 1797 5 0 1802 0 0 0 0 0 0 1708 0 0 1708 0 0 14 0 14 3524
% App. Total 0 99.7 0.3 0 0 0 0 0 0 100 0 0 0 0 100 0
PHF .000 .886 .625 .000 .887 .000 .000 .000 .000 .000 .000 .800 .000 .000 .800 .000 .000 .438 .000 .438 .845
US 421 CAROLINA BEACH RD.
C
O
N
D
O
C
L
U
B
D
R
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 CAROLINA BEACH RD.
Right
5
Thru
1797
Left
0
Peds
0
InOut Total
1708 1802 3510
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
0
0
0
Left
0
Thru
1708
Right
0
Peds
0
Out TotalIn
1811 1708 3519
Le
f
t
0
Th
r
u
0
Ri
g
h
t
14
Pe
d
s
0
To
t
a
l
Ou
t
In
5
14
19
Peak Hour Begins at 11:00 AM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SUNDAY
Site Code : #1 SUN
Start Date : 6/2/2024
Page No : 5
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
US 421 CAROLINA BEACH
RD.
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 CAROLINA BEACH
RD.
NORTHBOUND
CONDO CLUB DR.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 0 369 2 0 371 0 0 0 0 0 0 360 0 0 360 0 0 2 0 2 733
12:15 PM 0 481 4 0 485 0 0 0 0 0 0 466 0 0 466 0 0 6 0 6 957
12:30 PM 0 372 2 0 374 0 0 1 0 1 0 393 1 0 394 0 0 6 0 6 775
12:45 PM 0 443 3 0 446 0 0 0 0 0 0 417 0 0 417 0 0 1 0 1 864
Total Volume 0 1665 11 0 1676 0 0 1 0 1 0 1636 1 0 1637 0 0 15 0 15 3329
% App. Total 0 99.3 0.7 0 0 0 100 0 0 99.9 0.1 0 0 0 100 0
PHF .000 .865 .688 .000 .864 .000 .000 .250 .000 .250 .000 .878 .250 .000 .878 .000 .000 .625 .000 .625 .870
US 421 CAROLINA BEACH RD.
C
O
N
D
O
C
L
U
B
D
R
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 CAROLINA BEACH RD.
Right
11
Thru
1665
Left
0
Peds
0
InOut Total
1637 1676 3313
Ri
g
h
t
1
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
1
1
2
Left
0
Thru
1636
Right
1
Peds
0
Out TotalIn
1680 1637 3317
Le
f
t
0
Th
r
u
0
Ri
g
h
t
15
Pe
d
s
0
To
t
a
l
Ou
t
In
11
15
26
Peak Hour Begins at 12:00 PM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SUNDAY
Site Code : #1 SUN
Start Date : 6/2/2024
Page No : 6
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
SOUTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SUNDAY
Site Code : #1 SUN
Start Date : 6/2/2024
Page No : 7
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
NORTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SUNDAY
Site Code : #1 SUN
Start Date : 6/2/2024
Page No : 8
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
EASTBOUND: CONDO CLUB DR.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1 SUNDAY
Site Code : #1 SUN
Start Date : 6/2/2024
Page No : 9
US 421 AND CONDO CLUB RD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: JENNIFER LEIKEN
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Count Number: SITE 2 FRIDAY
County: NEW HANOVER
Division: 03
Location: US 421 AND SOUTH
RIDGE BLVD.
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 05-31-2024
Time: 4:00PM-6:00PM
Video Time Used: 4:00PM-
6:00PM (05-31)
Total Volume: 7,486
Weather: SUNNY
1. School in Session: YES
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: MICHAEL JOHNSON
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: N/A
7. Intersection Controlled By: STOP SIGN
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: NO
11. Construction Present: NO
12. Traffic Problems Observed: NONE
LOCATION OF COUNT SITE: SITE 2 FRIDAY
North
US 421 (CAROLINA BEACH RD.)
T-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
SO
U
T
H
R
I
D
G
E
B
L
V
D
.
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
If Yes Distance:
Northbound Approach:
Looking Back Northbound:
Northbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Eastbound Approach:
Looking Back Eastbound:
Eastbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 2 FRIDAY
Site Code : #2 FRI
Start Date : 5/31/2024
Page No : 1
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
SOUTH RIDGE BLVD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 FRIDAY
Site Code : #2 FRI
Start Date : 5/31/2024
Page No : 2
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
SOUTH RIDGE BLVD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 9 485 3 0 497 0 0 0 0 0 6 392 0 3 401 0 0 10 0 10 908
04:15 PM 9 518 4 0 531 0 0 0 0 0 10 455 0 3 468 0 0 7 0 7 1006
04:30 PM 9 484 6 0 499 0 0 0 0 0 7 388 0 8 403 0 0 18 0 18 920
04:45 PM 9 527 2 0 538 0 0 0 0 0 8 358 0 7 373 0 0 10 0 10 921
Total 36 2014 15 0 2065 0 0 0 0 0 31 1593 0 21 1645 0 0 45 0 45 3755
05:00 PM 14 529 4 0 547 0 0 0 0 0 9 359 0 11 379 0 0 15 0 15 941
05:15 PM 9 522 1 0 532 0 0 0 0 0 4 402 0 10 416 0 0 10 0 10 958
05:30 PM 12 547 2 0 561 0 0 0 0 0 9 368 0 17 394 0 0 16 0 16 971
05:45 PM 10 472 2 0 484 0 0 0 0 0 5 357 0 4 366 0 0 11 0 11 861
Total 45 2070 9 0 2124 0 0 0 0 0 27 1486 0 42 1555 0 0 52 0 52 3731
06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 81 4084 24 0 4189 0 0 0 0 0 58 3079 0 63 3200 0 0 97 0 97 7486
Apprch %1.9 97.5 0.6 0 0 0 0 0 1.8 96.2 0 2 0 0 100 0
Total %1.1 54.6 0.3 0 56 0 0 0 0 0 0.8 41.1 0 0.8 42.7 0 0 1.3 0 1.3
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 FRIDAY
Site Code : #2 FRI
Start Date : 5/31/2024
Page No : 3
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH RD.)
S
O
U
T
H
R
I
D
G
E
B
L
V
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
24
Thru
4084
SB
U-TURNS
81
Peds
0
InOut Total
3079 4189 7268
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
81
0
81
Left
58
Thru
3079
Right
0
NB
U-TURNS
63
Out TotalIn
4181 3200 7381
Le
f
t
0
Th
r
u
0
Ri
g
h
t
97
Pe
d
s
0
To
t
a
l
Ou
t
In
82
97
17
9
5/31/2024 06:00 AM
5/31/2024 06:45 PM
ALL VEHICLES
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 FRIDAY
Site Code : #2 FRI
Start Date : 5/31/2024
Page No : 4
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
SOUTH RIDGE BLVD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 12:00 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 06:00 AM
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000
US 421 (CAROLINA BEACH RD.)
S
O
U
T
H
R
I
D
G
E
B
L
V
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
0
Thru
0
SB
U-TURNS
0
Peds
0
InOut Total
0 0 0
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
0
0
0
Left
0
Thru
0
Right
0
NB
U-TURNS
0
Out TotalIn
0 0 0
Le
f
t
0
Th
r
u
0
Ri
g
h
t
0
Pe
d
s
0
To
t
a
l
Ou
t
In
0
0
0
Peak Hour Begins at 06:00 AM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 FRIDAY
Site Code : #2 FRI
Start Date : 5/31/2024
Page No : 5
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
SOUTH RIDGE BLVD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 9 527 2 0 538 0 0 0 0 0 8 358 0 7 373 0 0 10 0 10 921
05:00 PM 14 529 4 0 547 0 0 0 0 0 9 359 0 11 379 0 0 15 0 15 941
05:15 PM 9 522 1 0 532 0 0 0 0 0 4 402 0 10 416 0 0 10 0 10 958
05:30 PM 12 547 2 0 561 0 0 0 0 0 9 368 0 17 394 0 0 16 0 16 971
Total Volume 44 2125 9 0 2178 0 0 0 0 0 30 1487 0 45 1562 0 0 51 0 51 3791
% App. Total 2 97.6 0.4 0 0 0 0 0 1.9 95.2 0 2.9 0 0 100 0
PHF .786 .971 .563 .000 .971 .000 .000 .000 .000 .000 .833 .925 .000 .662 .939 .000 .000 .797 .000 .797 .976
US 421 (CAROLINA BEACH RD.)
S
O
U
T
H
R
I
D
G
E
B
L
V
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
9
Thru
2125
SB
U-TURNS
44
Peds
0
InOut Total
1487 2178 3665
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
44
0
44
Left
30
Thru
1487
Right
0
NB
U-TURNS
45
Out TotalIn
2176 1562 3738
Le
f
t
0
Th
r
u
0
Ri
g
h
t
51
Pe
d
s
0
To
t
a
l
Ou
t
In
39
51
90
Peak Hour Begins at 04:45 PM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 FRIDAY
Site Code : #2 FRI
Start Date : 5/31/2024
Page No : 6
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
SOUTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 FRIDAY
Site Code : #2 FRI
Start Date : 5/31/2024
Page No : 7
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
NORTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 FRIDAY
Site Code : #2 FRI
Start Date : 5/31/2024
Page No : 8
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
EASTBOUND: SOUTH RIDGE BLVD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 FRIDAY
Site Code : #2 FRI
Start Date : 5/31/2024
Page No : 9
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Count Number: SITE 2 SATURDAY
County: NEW HANOVER
Division: 03
Location: US 421 AND SOUTH
RIDGE BLVD.
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 06-01-2024
Time: 11:00AM-1:00PM
Video Time Used: 11:00AM-
1:00PM (06-01)
Total Volume: 7,129
Weather: SUNNY
1. School in Session: NO
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: MICHAEL JOHNSON
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: N/A
7. Intersection Controlled By: STOP SIGN
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: NO
11. Construction Present: NO
12. Traffic Problems Observed: NONE
LOCATION OF COUNT SITE: SITE 2 FRIDAY
North
US 421 (CAROLINA BEACH RD.)
T-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
SO
U
T
H
R
I
D
G
E
B
L
V
D
.
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
If Yes Distance:
Northbound Approach:
Looking Back Northbound:
Northbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Eastbound Approach:
Looking Back Eastbound:
Eastbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 2 SATURDAY
Site Code : #2 SAT
Start Date : 6/1/2024
Page No : 1
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
SOUTH RIDGE BLVD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 8 479 6 0 493 0 0 0 0 0 9 374 0 4 387 0 0 10 0 10 890
11:15 AM 3 490 5 0 498 0 0 0 0 0 7 366 0 9 382 0 0 16 0 16 896
11:30 AM 7 496 4 0 507 0 0 0 0 0 6 339 0 8 353 0 0 12 0 12 872
11:45 AM 3 486 4 0 493 0 0 0 0 0 6 393 0 9 408 0 0 27 0 27 928
Total 21 1951 19 0 1991 0 0 0 0 0 28 1472 0 30 1530 0 0 65 0 65 3586
12:00 PM 4 492 3 0 499 0 0 0 0 0 4 372 0 5 381 0 0 17 0 17 897
12:15 PM 6 499 4 0 509 0 0 0 0 0 2 342 0 6 350 0 0 19 0 19 878
12:30 PM 5 481 2 0 488 0 0 0 0 0 8 327 0 12 347 0 0 8 0 8 843
12:45 PM 9 475 6 0 490 0 0 0 0 0 13 396 0 8 417 0 0 18 0 18 925
Total 24 1947 15 0 1986 0 0 0 0 0 27 1437 0 31 1495 0 0 62 0 62 3543
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SATURDAY
Site Code : #2 SAT
Start Date : 6/1/2024
Page No : 2
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
SOUTH RIDGE BLVD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 45 3898 34 0 3977 0 0 0 0 0 55 2909 0 61 3025 0 0 127 0 127 7129
Apprch %1.1 98 0.9 0 0 0 0 0 1.8 96.2 0 2 0 0 100 0
Total %0.6 54.7 0.5 0 55.8 0 0 0 0 0 0.8 40.8 0 0.9 42.4 0 0 1.8 0 1.8
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SATURDAY
Site Code : #2 SAT
Start Date : 6/1/2024
Page No : 3
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH RD.)
S
O
U
T
H
R
I
D
G
E
B
L
V
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
34
Thru
3898
SB
U-TURNS
45
Peds
0
InOut Total
2909 3977 6886
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
45
0
45
Left
55
Thru
2909
Right
0
NB
U-TURNS
61
Out TotalIn
4025 3025 7050
Le
f
t
0
Th
r
u
0
Ri
g
h
t
12
7
Pe
d
s
0
To
t
a
l
Ou
t
In
89
12
7
21
6
6/1/2024 06:00 AM
6/1/2024 06:45 PM
ALL VEHICLES
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SATURDAY
Site Code : #2 SAT
Start Date : 6/1/2024
Page No : 4
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
SOUTH RIDGE BLVD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 12:00 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 11:15 AM
11:15 AM 3 490 5 0 498 0 0 0 0 0 7 366 0 9 382 0 0 16 0 16 896
11:30 AM 7 496 4 0 507 0 0 0 0 0 6 339 0 8 353 0 0 12 0 12 872
11:45 AM 3 486 4 0 493 0 0 0 0 0 6 393 0 9 408 0 0 27 0 27 928
12:00 PM 4 492 3 0 499 0 0 0 0 0 4 372 0 5 381 0 0 17 0 17 897
Total Volume 17 1964 16 0 1997 0 0 0 0 0 23 1470 0 31 1524 0 0 72 0 72 3593
% App. Total 0.9 98.3 0.8 0 0 0 0 0 1.5 96.5 0 2 0 0 100 0
PHF .607 .990 .800 .000 .985 .000 .000 .000 .000 .000 .821 .935 .000 .861 .934 .000 .000 .667 .000 .667 .968
US 421 (CAROLINA BEACH RD.)
S
O
U
T
H
R
I
D
G
E
B
L
V
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
16
Thru
1964
SB
U-TURNS
17
Peds
0
InOut Total
1470 1997 3467
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
17
0
17
Left
23
Thru
1470
Right
0
NB
U-TURNS
31
Out TotalIn
2036 1524 3560
Le
f
t
0
Th
r
u
0
Ri
g
h
t
72
Pe
d
s
0
To
t
a
l
Ou
t
In
39
72
11
1
Peak Hour Begins at 11:15 AM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SATURDAY
Site Code : #2 SAT
Start Date : 6/1/2024
Page No : 5
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
SOUTH RIDGE BLVD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 4 492 3 0 499 0 0 0 0 0 4 372 0 5 381 0 0 17 0 17 897
12:15 PM 6 499 4 0 509 0 0 0 0 0 2 342 0 6 350 0 0 19 0 19 878
12:30 PM 5 481 2 0 488 0 0 0 0 0 8 327 0 12 347 0 0 8 0 8 843
12:45 PM 9 475 6 0 490 0 0 0 0 0 13 396 0 8 417 0 0 18 0 18 925
Total Volume 24 1947 15 0 1986 0 0 0 0 0 27 1437 0 31 1495 0 0 62 0 62 3543
% App. Total 1.2 98 0.8 0 0 0 0 0 1.8 96.1 0 2.1 0 0 100 0
PHF .667 .975 .625 .000 .975 .000 .000 .000 .000 .000 .519 .907 .000 .646 .896 .000 .000 .816 .000 .816 .958
US 421 (CAROLINA BEACH RD.)
S
O
U
T
H
R
I
D
G
E
B
L
V
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
15
Thru
1947
SB
U-TURNS
24
Peds
0
InOut Total
1437 1986 3423
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
24
0
24
Left
27
Thru
1437
Right
0
NB
U-TURNS
31
Out TotalIn
2009 1495 3504
Le
f
t
0
Th
r
u
0
Ri
g
h
t
62
Pe
d
s
0
To
t
a
l
Ou
t
In
42
62
10
4
Peak Hour Begins at 12:00 PM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SATURDAY
Site Code : #2 SAT
Start Date : 6/1/2024
Page No : 6
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
SOUTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SATURDAY
Site Code : #2 SAT
Start Date : 6/1/2024
Page No : 7
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
NORTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SATURDAY
Site Code : #2 SAT
Start Date : 6/1/2024
Page No : 8
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
EASTBOUND: SOUTH RIDGE BLVD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SATURDAY
Site Code : #2 SAT
Start Date : 6/1/2024
Page No : 9
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Count Number: SITE 2 SUNDAY
County: NEW HANOVER
Division: 03
Location: US 421 AND SOUTH
RIDGE BLVD.
Location Type: 3-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 06-02-2024
Time: 11:00AM-1:00PM
Video Time Used: 11:00AM-
1:00PM (06-02)
Total Volume: 6,868
Weather: SUNNY
1. School in Session: NO
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: MICHAEL JOHNSON
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: N/A
7. Intersection Controlled By: STOP SIGN
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: NO
11. Construction Present: NO
12. Traffic Problems Observed: NONE
LOCATION OF COUNT SITE: SITE 2 FRIDAY
North
US 421 (CAROLINA BEACH RD.)
T-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
SO
U
T
H
R
I
D
G
E
B
L
V
D
.
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’:
Traffic Signal Within 300’:
Railroad Within 300’:
If Yes Distance:
Northbound Approach:
Looking Back Northbound:
Northbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Eastbound Approach:
Looking Back Eastbound:
Eastbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 2 SUNDAY
Site Code : #2 SUN
Start Date : 6/2/2024
Page No : 1
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
SOUTH RIDGE BLVD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 6 430 4 0 440 0 0 0 0 0 5 400 0 3 408 0 0 8 0 8 856
11:15 AM 5 427 7 0 439 0 0 0 0 0 6 385 0 4 395 0 0 11 0 11 845
11:30 AM 4 391 8 0 403 0 0 0 0 0 8 354 0 9 371 0 0 14 0 14 788
11:45 AM 6 490 3 0 499 0 0 0 0 0 4 524 0 6 534 0 0 15 0 15 1048
Total 21 1738 22 0 1781 0 0 0 0 0 23 1663 0 22 1708 0 0 48 0 48 3537
12:00 PM 3 341 6 0 350 0 0 0 0 0 7 344 0 9 360 0 0 21 0 21 731
12:15 PM 8 468 7 0 483 0 0 0 0 0 9 453 0 4 466 0 0 14 0 14 963
12:30 PM 9 350 5 0 364 0 0 0 0 0 4 381 0 8 393 0 0 18 0 18 775
12:45 PM 5 427 3 0 435 0 0 0 0 0 7 400 0 10 417 0 0 10 0 10 862
Total 25 1586 21 0 1632 0 0 0 0 0 27 1578 0 31 1636 0 0 63 0 63 3331
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SUNDAY
Site Code : #2 SUN
Start Date : 6/2/2024
Page No : 2
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
SOUTH RIDGE BLVD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 46 3324 43 0 3413 0 0 0 0 0 50 3241 0 53 3344 0 0 111 0 111 6868
Apprch %1.3 97.4 1.3 0 0 0 0 0 1.5 96.9 0 1.6 0 0 100 0
Total %0.7 48.4 0.6 0 49.7 0 0 0 0 0 0.7 47.2 0 0.8 48.7 0 0 1.6 0 1.6
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SUNDAY
Site Code : #2 SUN
Start Date : 6/2/2024
Page No : 3
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH RD.)
S
O
U
T
H
R
I
D
G
E
B
L
V
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
43
Thru
3324
SB
U-TURNS
46
Peds
0
InOut Total
3241 3413 6654
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
46
0
46
Left
50
Thru
3241
Right
0
NB
U-TURNS
53
Out TotalIn
3435 3344 6779
Le
f
t
0
Th
r
u
0
Ri
g
h
t
11
1
Pe
d
s
0
To
t
a
l
Ou
t
In
93
11
1
20
4
6/2/2024 06:00 AM
6/2/2024 06:45 PM
ALL VEHICLES
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SUNDAY
Site Code : #2 SUN
Start Date : 6/2/2024
Page No : 4
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
SOUTH RIDGE BLVD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:00 AM to 12:00 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 11:00 AM
11:00 AM 6 430 4 0 440 0 0 0 0 0 5 400 0 3 408 0 0 8 0 8 856
11:15 AM 5 427 7 0 439 0 0 0 0 0 6 385 0 4 395 0 0 11 0 11 845
11:30 AM 4 391 8 0 403 0 0 0 0 0 8 354 0 9 371 0 0 14 0 14 788
11:45 AM 6 490 3 0 499 0 0 0 0 0 4 524 0 6 534 0 0 15 0 15 1048
Total Volume 21 1738 22 0 1781 0 0 0 0 0 23 1663 0 22 1708 0 0 48 0 48 3537
% App. Total 1.2 97.6 1.2 0 0 0 0 0 1.3 97.4 0 1.3 0 0 100 0
PHF .875 .887 .688 .000 .892 .000 .000 .000 .000 .000 .719 .793 .000 .611 .800 .000 .000 .800 .000 .800 .844
US 421 (CAROLINA BEACH RD.)
S
O
U
T
H
R
I
D
G
E
B
L
V
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
22
Thru
1738
SB
U-TURNS
21
Peds
0
InOut Total
1663 1781 3444
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
21
0
21
Left
23
Thru
1663
Right
0
NB
U-TURNS
22
Out TotalIn
1786 1708 3494
Le
f
t
0
Th
r
u
0
Ri
g
h
t
48
Pe
d
s
0
To
t
a
l
Ou
t
In
45
48
93
Peak Hour Begins at 11:00 AM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SUNDAY
Site Code : #2 SUN
Start Date : 6/2/2024
Page No : 5
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
US 421 (CAROLINA BEACH
RD.)
SOUTHBOUND
T-INTERSECTION
WESTBOUND
US 421 (CAROLINA BEACH
RD.)
NORTHBOUND
SOUTH RIDGE BLVD.
EASTBOUND
Start Time SB U -
TURNS
Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right NB U-
TURNS
App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 3 341 6 0 350 0 0 0 0 0 7 344 0 9 360 0 0 21 0 21 731
12:15 PM 8 468 7 0 483 0 0 0 0 0 9 453 0 4 466 0 0 14 0 14 963
12:30 PM 9 350 5 0 364 0 0 0 0 0 4 381 0 8 393 0 0 18 0 18 775
12:45 PM 5 427 3 0 435 0 0 0 0 0 7 400 0 10 417 0 0 10 0 10 862
Total Volume 25 1586 21 0 1632 0 0 0 0 0 27 1578 0 31 1636 0 0 63 0 63 3331
% App. Total 1.5 97.2 1.3 0 0 0 0 0 1.7 96.5 0 1.9 0 0 100 0
PHF .694 .847 .750 .000 .845 .000 .000 .000 .000 .000 .750 .871 .000 .775 .878 .000 .000 .750 .000 .750 .865
US 421 (CAROLINA BEACH RD.)
S
O
U
T
H
R
I
D
G
E
B
L
V
D
.
T
-
I
N
T
E
R
S
E
C
T
I
O
N
US 421 (CAROLINA BEACH RD.)
Right
21
Thru
1586
SB
U-TURNS
25
Peds
0
InOut Total
1578 1632 3210
Ri
g
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
Ou
t
To
t
a
l
In
25
0
25
Left
27
Thru
1578
Right
0
NB
U-TURNS
31
Out TotalIn
1649 1636 3285
Le
f
t
0
Th
r
u
0
Ri
g
h
t
63
Pe
d
s
0
To
t
a
l
Ou
t
In
48
63
11
1
Peak Hour Begins at 12:00 PM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SUNDAY
Site Code : #2 SUN
Start Date : 6/2/2024
Page No : 6
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
SOUTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SUNDAY
Site Code : #2 SUN
Start Date : 6/2/2024
Page No : 7
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
NORTHBOUND: US 421
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SUNDAY
Site Code : #2 SUN
Start Date : 6/2/2024
Page No : 8
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
EASTBOUND: SOUTH RIDGE BLVD.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2 SUNDAY
Site Code : #2 SUN
Start Date : 6/2/2024
Page No : 9
US 421 AND SOUTH RIDGE BLVD.
CAROLINA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
242001 Biggers Market
Supporting Documentation
CVAF Flow Rate Adjusted Flow Rate Turning Demand
AM Peak 0.92 2176 Friday PM Pea 2002 105
PM Peak 0.92 0 PM Peak 00
Peak Hour Volumes Peak Hour Volumes
US 421 AT S RIDGE NB/SB U-TURN
Friday PM Peak
SIGNAL WARRANT ANALYSIS
INTERSECTIONS WITH TWO OR THREE
APPROACHES
CVAF Flow Rate Adjusted Flow Rate Turning Demand
AM Peak 0.92 0 AM Peak 00
PM Peak 0.92 2032 Saturday Peak 1869 102
Peak Hour Volumes Peak Hour Volumes
US 421 AT S RIDGE NB/SB U-TURN
AM Peak Saturday Peak
SIGNAL WARRANT ANALYSIS
INTERSECTIONS WITH TWO OR THREE
APPROACHES
Opposing Lefts Opposing Rights
Friday 00 Friday 1149 59
Saturday 00 Saturday 1092 96
Volumes VolumesPeak Hour Peak Hour
Friday Peak Hour, Vr
Saturday Peak Hour, Vr
Friday Peak Hour, Vl
Saturday Peak Hour, Vl
TURN LANE WARRANT SUMMARY SITE ACCESS 1 AT CAROLINA BEACH
ROAD