Traffic Impact Analysis2TR
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Seabreeze Village
New Hanover County, NC
PREPARED FOR: SOCOL, LLC.
June 15, 2023
220284
J DAVEI\PORT
Transportation I mpact Analysis
Seabreeze Village
New Hanover County, NC
Prepared for SOCOL, LLC
June 15,2023
Analysis Drafting, and Graphics by:
John Davenport. lll
AJ Anastopoulo. PE
Reviewed by: AJ Anastopoulo, P.E.
Don Bennett, P.E.
Sealed by: AJ Anastopoulo, P.E.
This report is printed on recycled paper with 30% postconsumer content.
All paper is FSC Certified. The entire document, including binding, is
100% recyclable.
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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.
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6/15/2023 220284 Seabreeze Village i
EXECUTIVE SUMMARY
The proposed Seabreeze Village development is located east of US 421 (Carolina Beach Road)
between S Seabreeze Road and N Seabreeze Road in New Hanover County, NC. The proposed
project is expected to be built in two phases. Phase 1 will consist of up to 6,100 square feet of
convenience store with 12 vehicle fuel pumps and a 5,000-square foot fast food restaurant with
drive-thru. Phase 2 is currently assumed to consist of up to 7,200 square feet of retail space,
5,000 square feet of small office, and 5,000 square feet of medical office. Two full movement
access points are proposed, one on S Seabreeze Road and one on N Seabreeze Road. The
expected build-out year for this development is 2024 for Phase 1 and 2025 for Phase 2.
Information regarding the property was provided by SOCOL, LLC.
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). At full buildout, this site has a trip
generation potential of 7,323 daily trips, 389 net trips in the AM peak hour, and 284 net trips in
the PM 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.
6/15/2023 220284 Seabreeze Village ii
Table A – Recommended Improvements
INTERSECTION RECOMMENDATIONS
US 421 and S Seabreeze Road
• Install a two-way left-turn lane from the
westbound approach to US 421 and S Seabreeze
Road to Site Access 1 on S Seabreeze Road.
(Phase I)
• Optimize signal timing. (Phase I)
US 421 and N Seabreeze Road • No improvements recommended.
S Seabreeze Road and Site
Access 1
• Install a two-way left-turn lane from the
westbound approach to US 421 and S Seabreeze
Road to Site Access 1 on S Seabreeze Road.
(Phase I)
• Design site access to NCDOT and local
standards.
N Seabreeze Road and Site
Access 2
• Design site access to NCDOT and 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
DAVENPORT and the client.
FIGURE A RECOMMENDED IMPROVEMENTS
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
15
0
'
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
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S Seabreeze
Road
US
4
2
1
Ca
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i
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a
B
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R
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d
30
0
'
10
0
'
30
0
'
30
0
'
25'
SIGNAL
TWLTL
TWLTL
Design site accesses and
connections in accordance with
NCDOT and local standards
Si
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A
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s
2
Si
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s
s
1
Add two-way left-turn lane from
site access to US 421 signal
TWLTL
Opitimize signal
timing
6/15/2023 220284 Seabreeze Village iv
Table of Contents
EXECUTIVE SUMMARY ................................................................................................. i
Figure A: Recommendations ................................................................................................. iii
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
4.3 Trip Generation ................................................................................................................ 11
4.4 Trip Distribution ................................................................................................................ 11
4.5 Future Build Volumes ...................................................................................................... 11
Figure 5A – 2024 Future No Build Volumes ........................................................................ 9
Figure 5B – 2025 Future No Build Volumes ........................................................................ 9
Figure 6A – Primary Trip Distribution .................................................................................. 14
Figure 6B – Pass-By Trip Distribution ................................................................................. 15
Figure 7A – 2024 Primary Site Trips ................................................................................... 16
Figure 7B – 2025 Primary Site Trips ................................................................................... 17
Figure 8A – 2024 Pass-By Trips .......................................................................................... 17
Figure 8B – 2025 Pass-By Trips .......................................................................................... 17
Figure 9A – 2024 Future Build Volumes ............................................................................ 17
Figure 9B – 2025 Future Build Volumes ............................................................................ 17
5.0 Capacity Analysis ................................................................................................. 22
5.1 Level of Service Evaluation Criteria .............................................................................. 22
5.2 Queueing Evaluation ....................................................................................................... 22
5.3 Level of Service and Queueing Results ....................................................................... 23
6.0 Summary and Conclusion .................................................................................... 34
Figure 10 – Recommended Improvements ........................................................................ 35
Appendix ...................................................................................................................... 36
6/15/2023 220284 Seabreeze Village 1
1.0 Introduction
The proposed Seabreeze Village development is located east of US 421 (Carolina Beach Road)
between South Seabreeze Road and North Seabreeze Road in New Hanover County, NC. The
proposed project is expected to be built in two phases. Phase 1 will consist of up to 6,100 square
feet of convenience store with 12 vehicle fuel pumps and a 5,000-square foot fast food restaurant
with drive-thru. Phase 2 is currently assumed to consist of up to 7,200 square feet of retail space,
5,000 square feet of small office, and 5,000 square feet of medical office. Two full movement
access points are proposed, one on South Seabreeze Road and one on North Seabreeze Road.
The expected build-out year for this development is 2024 for Phase 1 and 2025 for Phase 2.
Information regarding the property was provided by SOCOL, LLC.
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) and South Seabreeze Road (signalized)
2. US 421 (Carolina Beach Road) and North Seabreeze Road (unsignalized)
3. US 421 (Carolina Beach Road) and Site Access 1 (unsignalized)
4. US 421 (Carolina Beach Road) and Site Access 2 (unsignalized)
These intersections were analyzed during the AM and PM peaks for the following conditions:
• 2023 Existing Conditions
• 2024 Future No Build Conditions (Phase 1)
• 2024 Future Build Conditions (Phase 1)
• 2024 Future Build Conditions + Improvements (Phase 1)
• 2025 Future No Build Conditions (Full Build)
• 2025 Future Build Conditions (Full Build)
• 2025 Future Build Conditions (Full Build) with Improvements (if required)
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with
the Wilmington Metropolitan Planning Organization (WMPO) and North Carolina Department of
Transportation (NCDOT). It was conducted according to the standards and best practices of the
transportation engineering profession.
FIGURE 1
CONCEPTUAL SITE PLAN
Seabreeze Village
Project Number 220284
FIGURE 2A
SITE LOCATION MAP SITE INDICATOR
N
SITE
FIGURE 2B
PROPOSED STUDY
INTERSECTIONS
N
1
3
4
STUDY INTERSECTIONS
EXISTING
PROPOSED
2
6/15/2023 220284 Seabreeze Village 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 # AADT
(vpd)
Typical
Cross
Section
Pavement
Width
Speed
Limit
(MPH)
Maintained
By
Carolina Beach
Road US 421 31,000 4-lane
divided
11-foot
lanes 45 NCDOT
S Seabreeze
Road SR 1531 400 2-lane
undivided 9-foot lanes 55 NCDOT
N Seabreeze
Road SR 1528 Not
reported
2-lane
undivided 8-foot lanes 55 NCDOT
River Road SR 1576 3,800 2-lane
undivided
10-foot
lanes 55 NCDOT
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. The traffic volumes were not balanced between the study intersections since
the existing driveways and land uses account for the imbalance. Per NCDOT Division 3 TIA
guidelines, the peak hour of the controlling intersection was used for all study intersections. The
controlling intersection is US 421 at S Seabreeze Road/River Road with an AM peak hour from
7:45 – 8:45 and a PM peak hour from 4:00 – 5:00. 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
Seabreeze Road/River Road (signalized) Wednesday, March 29, 2023 7-9 AM, 4-6 PM
US 421 (Carolina Beach Road) at N
Seabreeze Road (unsignalized) Wednesday, March 29, 2023 7-9 AM, 4-6 PM
*** 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.
FIGURE 3EXISTING LANE GEOMETRY
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
TRAFFIC MOVEMENT
BLACK = EXISTING
ROADWAY
STOP
LEGEND
2019 AADTXXXX
15
0
'
N Seabreeze
Road
US
4
2
1
Ca
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a
B
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R
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SPEED
LIMIT
55
31
,
0
0
0
SPEED
LIMIT
45
S Seabreeze
Road
US
4
2
1
Ca
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30
0
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10
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'
30
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'
30
0
'
25'
400
SIGNAL
SPEED
LIMIT
45
*** 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.
FIGURE 4EXISTING VOLUMES
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
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B
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R
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SIGNAL
5
/
9
10
4
2
/
1
1
5
4
12
5
/
1
5
2
21 / 5
2 / 2
3 / 2
41
/
6
7
96
0
/
1
1
4
8
30
/
8
0
36 / 31
1 / 3
148 / 196
10
/
4
10
8
9
/
1
1
8
6
4 / 310
3
1
/
1
2
9
0
AM / PM PEAKS
*A minimum of 4 vehicles per hour is analyzed for each
movement per NCDOT Congestion Management Guidelines
6/15/2023 220284 Seabreeze Village 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. Per the approved scoping document, there are no approved developments
to consider for this study site.
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 approved scoping document, there are no committed improvements to be included 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 2024 and 2025 future no build traffic volumes were computed by applying a one percent (1%)
compounded annual growth rate to the 2023 existing traffic volumes. Figures 5A and 5B show
the 2024 and 2025 future no build traffic volumes for AM and PM peaks.
*** 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.
FIGURE 5A2024 FUTURE NO BUILDVOLUMES
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
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S Seabreeze
Road
US
4
2
1
Ca
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a
B
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a
c
h
R
o
a
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SIGNAL
6
/
1
0
10
5
3
/
1
1
6
6
12
7
/
1
5
4
22 / 6
3 / 3
4 / 3
42
/
6
8
97
0
/
1
1
6
0
31
/
8
1
37 / 32
2 / 4
150 / 198
11
/
5
11
0
0
/
1
1
9
8
5 / 410
4
2
/
1
3
0
3
AM / PM PEAKS
*A minimum of 4 vehicles per hour is analyzed for each
movement per NCDOT Congestion Management Guidelines
*** 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.
FIGURE 5B2025 FUTURE NO BUILDVOLUMES
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
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i
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a
B
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a
c
h
R
o
a
d
SIGNAL
6
/
1
0
10
6
3
/
1
1
7
8
12
8
/
1
5
6
22 / 6
3 / 3
4 / 3
42
/
6
9
98
0
/
1
1
7
2
31
/
8
2
37 / 32
2 / 4
151 / 200
11
/
5
11
1
1
/
1
2
1
0
5 / 410
5
2
/
1
3
1
6
AM / PM PEAKS
*A minimum of 4 vehicles per hour is analyzed for each
movement per NCDOT Congestion Management Guidelines
6/15/2023 220284 Seabreeze Village 11
4.3 Trip Generation
Full build of the proposed development will contain a gas station with convenience store, a fast-
food restaurant, office space, and retail space. Phase 1 for this development will consist of only
the fast-food restaurant and the gas station with convenience store. The trip generation potential
of this site was projected based on the 11th Edition of the Institute of Transportation Engineers
(ITE) Trip Generation Manual and guidance from NCDOT Congestion Management on the
selection of appropriate variables. Table 4.2 presents the results.
Internal capture is defined as trips that visit different land uses while remaining within the site.
The NCHRP 684 Internal Trip Capture Estimation Tool was used to calculate the reduction in the
number of primary (external) trips. Primary trips are new trips on the external roadways.
Pass-by trips are defined as trips already on the adjacent street that will turn into the site, and
then exit to continue in the direction they were originally traveling. Pass-by rates were applied to
the retail and restaurant land uses. Pass-by reduction was capped at ten percent of the AADT of
the roadway.
4.4 Trip Distribution and Assignment
Site trips for this proposed development were distributed based on the existing traffic patterns
and engineering judgment. The primary trip distribution model is shown in Figure 6A. The
directional distribution for new primary site trips is:
• 80% entering and 50% exiting from Site Access 1 on South Seabreeze Road
• 20% entering and 50% exiting from Site Access 2 on North Seabreeze Road
• 10% to/from the west on River Road
• 50% to/from the north on Carolina Beach Road
• 40% to/from the south on Carolina Beach Road
Pass-by trip distribution is shown in Figure 6B.
4.5 Future Build Volumes
Site trip volumes were added to the future no build volumes to compute the 2024 and 2025 Future
Build volumes. Both pass-by and internal capture trip reductions were applied for the AM and PM
peak periods. Site trips are shown in Figures 7A and 7B for Phase I and full build, and pass-by
trips are shown in Figures 8A and 8B for Phase 1 and full build. Future Build volumes are shown
in Figures 9A and 9B.
6/15/2023 220284 Seabreeze Village 12
Table 4.2 - ITE Trip Generation – Phase I
Average Weekday Driveway Volumes 24-Hour AM Peak Hour PM Peak Hour Two-Way
Land Use ITE Land
Code Size Method Volume Enter Exit Enter Exit
Fast-Food Restaurant
without Drive-Through
Window
934 5.0
1,000
SF
GFA
Adjacent - Rate 2,337 114 109 86 79
Gas Station/
Convenience Store (9-
15 VFP)
945 6.1
1,000
SF
GFA
Adjacent – Rate 4,273 172 173 166 167
Total Unadjusted Trips 6,610 286 282 252 246
Proposed Pass-by Reduction for
LUC 934*
50% AM
55% PM - 56 56 45 45
Proposed Pass-by Reduction
applied to LUC 945**
76% AM
75% PM - 131 131 125 125
Total Pass-By Trips - 104*** 104*** 120*** 120***
Total Adjusted Trips (External) 6,610 182 178 132 126
*Related ITE Land Use Codes allow pass-by per Congestion Management Guidelines:
934 Fast-Food Restaurant with Drive-Through Window, 1,000 GFA, Adjacent, Pass-by AM=50%, PM=55%
**Related ITE Land Use Codes allow pass-by per Congestion Management Guidelines:
945 Gasoline/Service Station with Convenience Market, Veh. Fueling Pos., Adjacent, Pass-by AM=76%, PM=75%
***Pass-by trips are capped at 10% of the adjacent street traffic. 10% of adjacent traffic is 208 in the AM peak and 240 in the PM peak.
6/15/2023 220284 Seabreeze Village 13
Table 4.3 - ITE Trip Generation – Full Build
Average Weekday Driveway Volumes 24-Hour AM Peak Hour PM Peak Hour Two-Way
Land Use ITE Land
Code Size Method Volume Enter Exit Enter Exit
Fast-Food Restaurant
without Drive-Through
Window
934 5.0
1,000
SF
GFA
Adjacent - Rate 2,337 114 109 86 79
Gas Station/
Convenience Store (9-
15 VFP)
945 6.1
1,000
SF
GFA
Adjacent – Rate 4,273 172 173 166 167
Strip Retail Plaza
(<40K) 822 7.2
1,000
SF
GFA
Adjacent –
Equation 534 14 9 31 31
Small Office Building 712 5.0
1,000
SF
GFA
Adjacent – Rate 72 7 1 4 7
Medical-Dental Office
Building 720 5.0
1,000
SF
GFA
Adjacent -
Equation 107 13 3 5 12
Total Unadjusted Trips 7,323 320 295 292 296
Internal Capture Overall %(1),(2) -- 2.9% 10.9%
Internal Capture: Office Reduction -- -4 -3 -4 -4
Internal Capture: Retail Reduction -- -2 -2 -18 -10
Internal Capture: Restaurant Reduction -3 -4 -10 -18
Total Internal Trips Reduction -- -9 -9 -32 -32
Total External Trips 311 286 260 264
Proposed Pass-by Reduction for
LUC 934*
50% AM
55% PM - 54 54 38 38
Proposed Pass-by Reduction
applied to LUC 945**
76% AM
75% PM - 131 131 125 125
Total Pass-By Trips - 104*** 104*** 120*** 120***
Total Adjusted Trips (External) 7,323 207 182 140 144
*Related ITE Land Use Codes allow pass-by per Congestion Management Guidelines:
934 Fast-Food Restaurant with Drive-Through Window, 1,000 GFA, Adjacent, Pass-by AM=50%, PM=55%
**Related ITE Land Use Codes allow pass-by per Congestion Management Guidelines:
945 Gasoline/Service Station with Convenience Market, Veh. Fueling Pos., Adjacent, Pass-by AM=76%, PM=75%
***Pass-by trips are capped at 10% of the adjacent street traffic. 10% of adjacent traffic is 208 in the AM peak and 240 in the PM peak.
*** 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.
FIGURE 6APRIMARY TRIP DISTRIBUTION
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
20
%
I
N
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
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i
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a
B
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a
c
h
R
o
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d
SIGNAL
Si
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A
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s
s
2
Si
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A
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s
s
1
0
50%
10%
40%
DESTINATION
NODE%
20
%
I
N
20
%
I
N
65
%
O
U
T
35% OUT
80% IN
20% IN
10% OUT
40% OUT
50
%
I
N
10% IN
35
%
O
U
T
50
%
I
N
15% OUT
15
%
O
U
T
*** 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.
FIGURE 6BPASS-BY TRIP DISTRIBUTION
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
-5
0
%
I
N
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
Si
t
e
A
c
c
e
s
s
2
Si
t
e
A
c
c
e
s
s
1
0
%
50
%
I
N
20
%
I
N
50
%
O
U
T
50% OUT
80% IN
20% IN
30% OUT
30
%
I
N
50
%
O
U
T
-3
0
%
I
N
-5
0
%
I
N
20% OUT
*** 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.
FIGURE 7APHASE I PRIMARY SITE TRIPS
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
36
/
2
6
36
/
2
6
0
/
0
27 / 19
18 / 13
71 / 50
91
/
6
6
0
/
0
0
/
0
0 / 0
19 / 14
0 / 0
36
/
2
6
27
/
1
9
62 / 4491
/
6
6
Si
t
e
A
c
c
e
s
s
2
AM / PM PEAKS
Si
t
e
A
c
c
e
s
s
1
0
0
146 / 106
0 / 0
0 / 0
0 / 011
6
/
8
2
0
/
0
0
/
0
62
/
4
4
0 / 0
0 / 0
0 / 0
36 / 26
*** 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.
FIGURE 7BFULL BUILD PRIMARY SITE TRIPS
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
41
/
2
8
41
/
2
8
0
/
0
27 / 22
18 / 14
73 / 58
10
4
/
7
0
0
/
0
0
/
0
0 / 0
21 / 14
0 / 0
41
/
2
8
27
/
2
2
64 / 5010
4
/
7
0
Si
t
e
A
c
c
e
s
s
2
AM / PM PEAKS
Si
t
e
A
c
c
e
s
s
1
0
0
166 / 112
0 / 0
0 / 0
0 / 011
8
/
9
4
0
/
0
0
/
0
64
/
5
0
0 / 0
0 / 0
0 / 0
41 / 28
*** 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.
FIGURE 8APHASE I PASS-BY TRIPS
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
52
/
6
0
-5
2
/
-
6
0
0
/
0
21 / 24
0 / 0
31 / 36
31
/
3
6
-3
1
/
-
3
6
0
/
0
0 / 0
0 / 0
0 / 0
21
/
2
4
-5
2
/
-
6
0
52 / 600
/
0
Si
t
e
A
c
c
e
s
s
2
AM / PM PEAKS
Si
t
e
A
c
c
e
s
s
1
0
0
83 / 96
0 / 0
0 / 0
0 / 052
/
6
0
0
/
0
0
/
0
52
/
6
0
0 / 0
0 / 0
0 / 0
21 / 24
*** 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.
FIGURE 8BFULL BUILD PASS-BY TRIPS
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
52
/
6
0
-5
2
/
-
6
0
0
/
0
21 / 24
0 / 0
31 / 36
31
/
3
6
-3
1
/
-
3
6
0
/
0
0 / 0
0 / 0
0 / 0
21
/
2
4
-5
2
/
-
6
0
52 / 600
/
0
Si
t
e
A
c
c
e
s
s
2
AM / PM PEAKS
Si
t
e
A
c
c
e
s
s
1
0
0
83 / 96
0 / 0
0 / 0
0 / 052
/
6
0
0
/
0
0
/
0
52
/
6
0
0 / 0
0 / 0
0 / 0
21 / 24
*** 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.
FIGURE 9A2024 FUTURE BUILD VOLUMES
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
94
/
9
6
10
3
7
/
1
1
3
2
12
7
/
1
5
4
70 / 49
21 / 16
106 / 89
16
4
/
1
7
0
93
9
/
1
1
2
4
31
/
8
1
37 / 32
21 / 18
150 / 198
68
/
5
5
10
7
5
/
1
1
5
7
119 / 10811
3
3
/
1
3
6
9
Si
t
e
A
c
c
e
s
s
2
AM / PM PEAKS
Si
t
e
A
c
c
e
s
s
1
0
0
229 / 202
48 / 80
0 / 0
27 / 1016
8
/
1
4
2
0
/
0
0
/
0
11
4
/
1
0
4
5 / 4
0 / 0
11 / 5
57 / 50
*A minimum of 4 vehicles per hour is
analyzed for each movement per NCDOT
Congestion Management Guidelines
*** 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.
FIGURE 9B2025 FUTURE BUILD VOLUMES
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
0
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
99
/
9
8
10
5
2
/
1
1
4
6
12
8
/
1
5
6
70 / 52
21 / 17
108 / 97
17
7
/
1
7
5
94
9
/
1
1
3
6
31
/
8
2
37 / 32
23 / 18
151 / 200
73
/
5
7
10
8
6
/
1
1
7
2
121 / 11411
5
6
/
1
3
8
6
Si
t
e
A
c
c
e
s
s
2
AM / PM PEAKS
Si
t
e
A
c
c
e
s
s
1
0
0
249 / 208
48 / 81
0 / 0
27 / 1017
0
/
1
5
4
0
/
0
0
/
0
11
6
/
1
1
0
5 / 4
0 / 0
11 / 5
62 / 52
*A minimum of 4 vehicles per hour is
analyzed for each movement per NCDOT
Congestion Management Guidelines
6/15/2023 220284 Seabreeze Village 22
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
6/15/2023 220284 Seabreeze Village 23
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 5.9.
US 421 (Carolina Beach Road) and S Seabreeze Road/River Road (signalized)
The overall intersection operates at LOS B in the AM peak hours and LOS C in the PM peak
hours in existing scenarios. In the 2024 and 2025 no build and build scenarios, the intersection
operates at LOS C in the AM and PM peak hours. The overall intersection delay increases by
over 25 percent; therefore, it is recommended to install a two-way left-turn lane between this
intersection and the site access on S Seabreeze Road. It is also recommended to optimize signal
timings. These improvements are recommended for Phase I. No additional improvements are
recommended at full build.
6/15/2023 220284 Seabreeze Village 24
Table 5.2 - LOS and Queueing US 421 and S Seabreeze Road
Scenario Overall LOS Eastbound Westbound Northbound Southbound
AM Peak Hour
2023
Existing
B (16.2)
LT R LTR L T R L T R
C
(24.6)
C
(30.9) B (12.4) A
(8.2)
B
(13.8)
B
(10.4)
A
(5.9)
B
(17.6)
B
(11.6)
C (29.6) C (23.7) B (13.2) B (17.0)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 44 128 34 44 281 7 18 269 24
Max Queue (ft) 199 125 42 88 150 12 51 146 47
2024 Future
No Build
C (20.4)
LT R LTR L T R L T R
C
(29.1)
C
(35.9) B (12.4) D
(36.5)
B
(14.6)
B
(11.5)
D
(36.2)
C
(21.2)
B
(14.0)
C (34.5) C (28.1) B (16.9) C (21.6)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 51 150 39 139 340 9 60 330 28
Max Queue (ft) 146 125 43 152 189 17 51 223 41
2024 Future
Build
C (28.4)
LT R LTR L T R L T R
C
(29.9)
C
(33.6) B (12.4) D
(44.5)
C
(26.9)
B
(17.1)
D
(45.4)
C
(22.9)
B
(15.7)
C (32.6) D (41.0) C (28.0) C (25.9)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 69 155 209 148 383 71 #206 335 29
Max Queue (ft) 131 118 172 154 303 200 272 296 84
2024 Future
Build with
Improvement
C (25.1)
LT R L TR L T R L T R
C
(32.1)
D
(39.1)
D
(42.9)
C
(33.1)
D
(39.6)
C
(22.7)
B
(14.7)
D
(39.6)
B
(19.2)
B
(13.5)
D (37.1) D (38.4) C (23.8) C (22.0)
Available Storage (ft) FULL 25 TWLTL FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 70 156 120 100 143 358 66 #195 313 28
Max Queue (ft) 245 125 192 84 176 274 200 198 247 69
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 25
Table 5.2 - LOS and Queueing US 421 and S Seabreeze Road (cont.)
Scenario Overall LOS Eastbound Westbound Northbound Southbound
AM Peak Hour
2025 Future
No Build
C (20.5)
LT R LTR L T R L T R
C
(29.4)
C
(36.3) B (12.4) D
(37.1)
B
(14.7)
B
(11.5)
D
(36.7)
C
(21.2)
B
(13.9)
C (34.9) C (28.4) B (17.0) C (21.6)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 52 151 39 141 346 9 59 335 28
Max Queue (ft) 190 125 62 90 215 17 72 245 66
2025 Future
Build
C (28.9)
LT R LTR L T R L T R
C
(30.4)
C
(34.0) B (12.4) D
(45.3)
C
(27.1)
B
(17.2)
D
(48.6)
C
(23.0)
B
(15.6)
C (33.0) D (41.0) C (28.1) C (26.7)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 72 158 212 150 391 74 #234 339 29
Max Queue (ft) 174 125 187 151 279 200 196 254 72
2025 Future
Build with
Improvement
C (25.4)
LT R L TR L T R L T R
C
(32.6)
D
(39.6)
D
(43.9)
C
(33.5)
D
(40.4)
C
(22.8)
B
(14.7)
D
(42.0)
B
(19.2)
B
(13.4)
D (37.6) D (39.2) C (23.9) C (22.6)
Available Storage (ft) FULL 25 TWLTL FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 72 159 124 101 146 367 70 #222 318 28
Max Queue (ft) 135 83 107 75 90 169 60 133 180 23
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 26
Table 5.3 - LOS and Queueing US 421 and S Seabreeze Road
Scenario Overall LOS Eastbound Westbound Northbound Southbound
PM Peak Hour
2023
Existing
C (20.5)
LT R LTR L T R L T R
C
(27.6)
C
(37.3) B (12.4) B
(18.6)
B
(17.5)
B
(11.2)
A
(8.4)
C
(21.7)
B
(13.6)
D (35.9) C (27.0) B (17.6) C (20.5)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 45 198 22 98 372 11 31 407 59
Max Queue (ft) 199 125 42 88 150 12 51 146 47
2024 Future
No Build
C (25.8)
LT R LTR L T R L T R
C
(32.8)
D
(44.6) B (12.4) D
(48.4)
B
(19.4)
B
(13.1)
D
(45.6)
C
(25.5)
B
(15.1)
D (42.8) C (31.7) C (22.7) C (25.9)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 53 223 26 #211 445 13 96 447 61
Max Queue (ft) 304 125 17 239 349 0 94 248 49
2024 Future
Build
C (29.1)
LT R LTR L T R L T R
C
(32.7)
D
(43.8) B (12.4) D
(47.2)
B
(25.6)
B
(15.6)
D
(48.5)
C
(24.9)
B
(15.3)
D (41.5) D (41.7) C (27.3) C (27.3)
Available Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 66 218 175 #205 431 71 #238 428 61
Max Queue (ft) 290 125 276 154 326 200 197 243 70
2024 Future
Build with
Improvement
C (28.8)
LT R L TR L T R L T R
C
(32.5)
D
(43.8)
D
(38.7)
C
(32.7)
D
(47.2)
C
(25.6)
B
(15.6)
D
(48.5)
C
(24.9)
B
(15.3)
D (41.5) D (36.2) C (27.3) C (27.3)
Available Storage (ft) FULL 25 TWLTL FULL 300 FULL 100 300 FULL 300
95th% Queue (ft) 66 218 110 80 #205 431 71 #238 428 61
Max Queue (ft) 241 125 195 102 154 283 200 284 278 70
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 27
Table 5.3 - LOS and Queueing US 421 and S Seabreeze Road (cont.)
Scenario Overall
LOS Eastbound Westbound Northbound Southbound
PM Peak Hour
2025 Future
No Build
C (26.1)
LT R LTR L T R L T R
C (33.1) D (45.3) B (12.4) D
(49.4)
B
(19.5)
B
(13.1)
D
(46.3)
C
(25.7)
B
(15.1)
D (43.5) C (32.1) C (22.9) C (26.1)
Available
Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th%
Queue (ft) 52 227 26 #215 452 13 97 454 62
Max Queue
(ft) 239 125 41 149 335 17 136 247 49
2025 Future
Build
C (29.6)
LT R LTR L T R L T R
C (33.1) D (44.3) B (12.4) D
(48.0)
C
(25.8)
B
(15.6)
D
(50.1)
C
(25.2)
B
(15.3)
D (42.0) D (43.9) C (27.6) C (27.7)
Available
Storage (ft) FULL 25 FULL 300 FULL 100 300 FULL 300
95th%
Queue (ft) 67 222 191 #211 438 72 #248 433 62
Max Queue
(ft) 195 125 156 242 316 200 182 316 90
2025 Future
Build with
Improvement
C (28.9)
LT R L TR L T R L T R
C (32.2) D (43.4) D
(38.9)
C
(32.6)
D
(47.0)
C
(25.6)
B
(15.7)
D
(48.3)
C
(25.0)
B
(15.5)
D (41.1) D (36.2) C (27.3) C (27.3)
Available
Storage (ft) FULL 25 TWLT
L FULL 300 FULL 100 300 FULL 300
95th%
Queue (ft) 65 219 115 83 #206 426 71 #236 421 62
Max Queue
(ft) 362 125 109 123 263 287 200 178 306 89
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 28
US 421 (Carolina Beach Road) and N Seabreeze Road (unsignalized)
The westbound approach operates at LOS B in existing, 2024 no build, and 2025 no build
conditions in both peak hours. Under 2024 build conditions, the westbound approach is expected
to operate at LOS C during the AM and LOS B during the PM peak hours with less than a 25
percent increase in delay on the westbound approach. Under 2025 build conditions, the
intersection will operate at LOS C during the AM and PM peak hours with less than a 25 percent
increase in delay on the westbound approach. There is an existing 150-foot northbound right-turn
lane. No improvements are recommended.
Table 5.4 - LOS and Queueing US 421 and N Seabreeze Road
Scenario LOS of Worst Approach Westbound Northbound
AM Peak Hour
2023 Existing
B (13.2)
WB Approach
R T R
A (5.0) A (0.0) A (0.0)
B (13.2) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 14 0 0
2024 Future No Build
B (13.3)
WB Approach
R T
A (0.0) A (0.0)
B (13.3) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 39 0 0
2024 Future Build
C (16.4)
WB Approach
R T R
A (0.0) A (0.0)
B (16.4) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 131 0 0
2025 Future No Build
B (13.4)
WB Approach
R T
A (0.0) A (0.0)
B (13.4) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 14 0 0
2025 Future Build
C (16.7)
WB Approach
R T R
A (0.0) A (0.0)
C (16.7) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 90 0 0
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 29
Table 5.5 - LOS and Queueing US 421 and N Seabreeze Road
Scenario LOS of Worst Approach Westbound Northbound
PM Peak Hour
2023 Existing
B (13.2)
WB Approach
R T R
B (10.3) A (0.0) A (0.0)
B (13.2) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 13 0 0
2024 Future No Build
B (14.1)
WB Approach
R T R
A (0.0) A (0.0)
B (14.1) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 13
2024 Future Build
B (17.1)
WB Approach
R T R
A (0.0) A (0.0)
B (17.1) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 30 0 0
Max Queue (ft) 149 0 0
2025 Future No Build
B (14.1)
WB Approach
R T R
A (0.0) A (0.0)
B (14.1) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 0 0 0
Max Queue (ft) 14 0 0
2025 Future Build
C (17.6)
WB Approach
R T R
A (0.0) A (0.0)
C (17.6) A (0.0)
Available Storage (ft) FULL FULL 150
95th% Queue (ft) 33 0 0
Max Queue (ft) 109 0 0
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 30
S Seabreeze Road at Site Access 1 (unsignalized)
Under 2024 and 2025 build conditions, the southbound approach is expected to operate at LOS
A in the AM and PM peak hours. The need for left- and right-turn lanes was reviewed based on
the NCDOT Policy on Street and Driveway Access to North Carolina Highways. Based on
projected volumes, the nomograph plots below the lines where a turn lane would be warranted
due to the very low opposing volumes. Due to the high volume of left-turns, it is recommended to
install a two-way left-turn lane between this site access and the westbound approach to the
intersection of US 421 and S Seabreeze Road. The site access should be designed in accordance
with applicable NCDOT standards. This improvement is recommended for Phase I. No additional
improvements are recommended at full build.
Table 5.6 - LOS and Queueing S Seabreeze Road and Site Access 1
Scenario LOS of Worst
Approach Eastbound Westbound Southbound
AM Peak Hour
2024 Future Build
A (9.4)
SB Approach
LT TR LR
A (6.4) A (0.0) A (9.4)
B (19.2) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 18 0 20
Max Queue (ft) 76 0 96
2024 Future Build with Improvement
A (9.4)
SB Approach
LT TR LR
A (6.4) A (0.0) A (9.4)
C (22.1) A (0.0)
Available Storage (ft) TWLTL FULL FULL
95th% Queue (ft) 15 0 18
Max Queue (ft) 31 0 97
2025 Future Build
A (9.5)
SB Approach
LT TR LR
A (6.5) A (0.0) A (9.5)
C (22.1) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 16 0 18
Max Queue (ft) 56 0 137
2025 Future Build with Improvement
A (9.5)
SB Approach
LT TR LR
A (6.5) A (0.0) A (9.5)
C (22.1) A (0.0)
Available Storage (ft) TWLTL FULL FULL
95th% Queue (ft) 16 0 18
Max Queue (ft) 74 0 72
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 31
Table 5.7 - LOS and Queueing S Seabreeze Road and Site Access 1
Scenario LOS of Worst
Approach Eastbound Westbound Southbound
PM Peak Hour
2024 Future Build
A (9.2)
SB Approach
LT TR LR
A (5.5) A (0.0) A (9.2)
C (22.1) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 13 0 17
Max Queue (ft) 31 0 76
2024 Future Build with Improvement
A (9.2)
SB Approach
LT TR LR
A (5.5) A (0.0) A (9.4)
C (22.1) A (0.0)
Available Storage (ft) TWLTL FULL FULL
95th% Queue (ft) 13 0 18
Max Queue (ft) 0 0 56
2025 Future Build
A (9.2)
SB Approach
TR TR T
A (5.5) A (0.0) A (9.2)
C (23.2) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 13 0 18
Max Queue (ft) 127 0 78
2025 Future Build with Improvement
A (9.2)
SB Approach
TR TR T
A (5.5) A (0.0) A (9.2)
C (23.2) A (0.0)
Available Storage (ft) TWLTL FULL FULL
95th% Queue (ft) 13 0 18
Max Queue (ft) 94 0 74
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 32
N Seabreeze Road at Site Access 2 (unsignalized)
Under 2024 and 2025 build conditions, the northbound approach is expected to operate at LOS
A in the AM and PM peak hours. The need for left- and right-turn lanes was reviewed based on
the NCDOT Policy on Street and Driveway Access to North Carolina Highways. Based on
projected volumes, auxiliary lanes were not warranted. No turn lanes are warranted since this
road is expected to have less than 4,000 vehicles per day. The site access should be designed
in accordance with applicable NCDOT standards. No other improvements are recommended.
Table 5.8 - LOS and Queueing N Seabreeze Road and Site Access 2
Scenario LOS of Worst
Approach Eastbound Westbound Northbound
AM Peak Hour
2024 Future Build
A (9.4)
NB Approach
LT TR LR
A (0.0) A (0.0) A (9.4)
B (19.2) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 0 0 13
Max Queue (ft) 0 24 78
2025 Future Build
A (9.4)
NB Approach
LT TR LR
A (0.0) A (3.3) A (9.4)
C (22.1) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 0 0 13
Max Queue (ft) 0 0 78
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
6/15/2023 220284 Seabreeze Village 33
Table 5.9 - LOS and Queueing N Seabreeze Road and Site Access 2
Scenario LOS of Worst
Approach Eastbound Westbound Northbound
PM Peak Hour
2024 Future Build
A (9.3)
NB Approach
LT TR LR
A (0.0) A (3.7) A (9.3)
C (22.1) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 0 0 10
Max Queue (ft) 0 0 55
2025 Future Build
A (9.3)
NB Approach
TR TR T
A (0.0) A (3.7) A (9.3)
C (23.2) A (0.0)
Available Storage (ft) FULL FULL FULL
95th% Queue (ft) 0 0 13
Max Queue (ft) 0 0 78
#: 95th percentile volume exceeds capacity, queue may be longer.
m: Volume for 95th percentile queue is metered by upstream signal.
SimTraffic causes the queue results to be reported as storage plus taper
Max queue exceeds available storage
.
6/15/2023 220284 Seabreeze Village 34
6.0 Summary and Conclusion
The proposed Seabreeze Village development is located east of US 421 (Carolina Beach Road)
between S Seabreeze Road and N Seabreeze Road in New Hanover County, NC. The proposed
project is expected to be built in two phases. Phase 1 will consist of up to 6,100 square feet of
convenience store with 12 vehicle fuel pumps and a 5,000-square foot fast food restaurant with
drive-thru. Phase 2 is currently assumed to consist of up to 7,200 square feet of retail space,
5,000 square feet of small office, and 5,000 square feet of medical office. Two full movement
access points are proposed, one on S Seabreeze Road and one on N Seabreeze Road. The
expected build-out year for this development is 2024 for Phase 1 and 2025 for Phase 2.
Information regarding the property was provided by SOCOL, LLC.
The Transportation Impact Analysis (TIA) was performed based on the scope agreed upon with
the Wilmington Metropolitan Planning Organization (WMPO) and North Carolina Department of
Transportation (NCDOT). This site has a full build trip generation potential of 7,323 daily trips,
389 net trips in the AM peak hour, and 284 net trips in the PM 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 10. With the
recommended improvements in place, the anticipated transportation impacts of the proposed
development can be accommodated.
Table 6.1 – Recommended Improvements
INTERSECTION RECOMMENDATIONS
US 421 and S Seabreeze Road
• Install a two-way left-turn lane from the
westbound approach to US 421 and S Seabreeze
Road to Site Access 1 on S Seabreeze Road.
(Phase I)
• Optimize signal timing. (Phase I)
US 421 and N Seabreeze Road • No improvements recommended.
S Seabreeze Road and Site
Access 1
• Install a two-way left-turn lane from the
westbound approach to US 421 and S Seabreeze
Road to Site Access 1 on S Seabreeze Road.
(Phase I)
• Design site access to NCDOT and local
standards.
N Seabreeze Road and Site
Access 2
• Design site access to NCDOT and 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
DAVENPORT and the client.
FIGURE 10 RECOMMENDED IMPROVEMENTS
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
15
0
'
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
30
0
'
10
0
'
30
0
'
30
0
'
25'
SIGNAL
TWLTL
TWLTL
Design site accesses and
connections in accordance with
NCDOT and local standards
Si
t
e
A
c
c
e
s
s
2
Si
t
e
A
c
c
e
s
s
1
Add two-way left-turn lane from
site access to US 421 signal
TWLTL
Opitimize signal
timing
6/15/2023 220284 Seabreeze Village 36
Appendix
6/15/2023 220284 Seabreeze Village
Approved Scoping Documents
March 29, 2023
Mr. AJ Anastopoulo, PE
DAVENPORT
5917 Oleander Drive, Suite 206
Wilmington, NC 28403
RE: Approved Scope for the Traffic Impact Analysis (TIA) associated with the proposed
Seabreeze Village commercial development in New Hanover County, NC.
Dear Mr. Anastopoulo:
Based on the information provided and conversations held to date, it is our understanding that the proposed
Seabreeze Village commercial development will be built out in two (2) phases and consists of the following
land uses:
Phase 1 (build year 2024):
o ITE Land Use Code 934 – 5,000 SF of Fast-food Restaurant with drive-thru
o ITE Land Use Code 945 – 6,100 SF of Convenience Store/Fueling station (15 fueling positions)
Full Build (build year 2025):
o ITE Land Use Code 712 – 5,000 SF of Small Office Building
o ITE Land Use Code 720 – 5,000 SF of Medical-Dental Office Building
o ITE Land Use Code 822 – 7,200 SF of Strip Retail Plaza (<40ksf)
o ITE Land Use Code 934 – 5,000 SF of Fast-food Restaurant with drive-thru
o ITE Land Use Code 945 – 6,100 SF of Convenience Store/Fueling station (15 fueling positions)
On the following pages please find the scope to be used in the Traffic Impact Analysis:
Seabreeze Village Traffic Impact Analysis (TIA) scope (New Hanover County)
Page 2 of 3
1. Data Collection – Analysis Parameters:
a. Study Intersections
For existing intersections, provide turning movement counts, including pedestrians for weekday
during school (T, W,TH) morning (7:00am-9:00am) and afternoon (4:00pm-6:00pm) peak periods:
1. US Highway 421 and South Seabreeze Road (signalized)
2. US Highway 421 and North Seabreeze Road (unsignalized)
3. South Seabreeze Road and Site Access 1
4. North Seabreeze Road and Site Access 2
b. Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions:
i. Site Trip Generation Estimate
1. Trip Generation
o Use 11th Edition of ITE Trip Generation Manual
2. Site Trip Distribution
o The site access operations must be submitted and approved before use in TIA.
3. Adjacent Development (approved but not yet built):
o None
4. Background Traffic Assumptions
o Phase 1 build year – 2024
o Full Build year - 2025
o Growth Rate – 1% per year
Capacity Analysis: Weekday AM & PM Peak Hour b. Technical Analysis to use current signal timing and existing geometry and lane configurations.
i. 2023 Existing Conditions
ii. 2024 Phase 1 Future No-Build
[Existing + 1% background growth]
iii. 2024 Phase 1 Build Conditions
[Existing + 1% background growth + site trips]
iv. 2024 Phase 1 Build Conditions w/ Mitigation
[Existing + 1% background growth + site trips + improvements]
ii. 2025 Future No-Build
[Existing + 1% background growth]
iii. 2025 Full Build Conditions
[Existing + 1% background growth + site trips]
iv. 2025 Full Build Conditions w/ Mitigation
[Existing + 1% background growth + site trips + improvements]
Page 2 4/13/2023
DAVENPORT Project No. 220284
Home Office: Wilmington Regional Office: Serving the Southeast since 2002
119 Brookstown Ave. Suite PH1 5917 Oleander Drive, Suite 206
Winston-Salem, NC 27101 Wilmington, NC 28403
Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377
Trip Generation – ITE Trip Generation 11th Edition - Graphs attached
Weekday
24 Hour
Two-Way
Land Use ITE Land
Code
Data
Source Volume Enter Exit Enter Exit
Fast-Food
Restaurant with
Drive-Through
934 5.0
1000 SF
GFA (1)
Adjacent -
Rate(2)2,337 114 109 86 79
Gas Station/
Convenience
S tore (9-15 VFP)
945 6.1
1000 SF
GFA
Adjacent -
Rate(2)4,273 172 173 166 167
6,610 286 282 252 246
--56 56 45 45
--131 131 125 125
--187 187 170 170
6,610 99 95 82 76
Pass-by LUC 934 50% AM / 55% PM
Size
Table 1.0 - ITE Trip Generation- Phase I
Average Weekday Driveway Volumes AM Peak Hour PM Peak Hour
Total Adjusted (Primary) Trips
(1) NCODT Congestion Management recommends seats as variable. GFA used in absence of known seats.
(2) NCODT Congestion Management recommends local data during adjacent street peak hour. In absence of
local data, rate for adjacent street peak hour used.
Unadjusted Trips
Total Pass-by trips
Pass-by LUC 945 76% AM / 75% PM
Page 3 4/13/2023
DAVENPORT Project No. 220284
Home Office: Wilmington Regional Office: Serving the Southeast since 2002
119 Brookstown Ave. Suite PH1 5917 Oleander Drive, Suite 206
Winston-Salem, NC 27101 Wilmington, NC 28403
Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377
Proposed site trip directional distribution – proposed distribution figures attached
Approved developments – n/a unless instructed otherwise
Committed Improvements by others – n/a unless instructed otherwise
Other Remarks – n/a
Weekday
24 Hour
Two-Way
Land Use ITE Land
Code
Data
Source Volume Enter Exit Enter Exit
Fast-Food
Restaurant with
Drive-Through
934 5.0
1000 SF
GFA (1)
Adjacent -
Rate(2)2,337 114 109 86 79
Gas Station/
Convenience
S tore (9-15 VFP)
945 6.1
1000 SF
GFA
Adjacent -
Rate(2)4,273 172 173 166 167
Strip Retail
Plaza (<40K)822 7.2
1000 SF
GFA
Adjacent -
Equation(2)534 14 9 31 31
Small Office
Building 712 5.0
1000 SF
GFA (3)
Adjacent -
Rate 72 7 1 4 7
Medical-Dental
Office Building 720 5.0
1000 SF
GFA
Adjacent -
Equation 107 13 3 5 12
7,323 320 295 292 296
--
-- -4 -3 -4 -4
-- -2 -2 -18 -10
-- -3 -4 -10 -18
-- -9 -9 -32 -32
--311 286 260 264
--54 54 38 38
--131 131 125 125
--185 185 163 163
7,323 126 101 97 101
Total Adjusted (Primary) Trips( ) g g
(2) NCODT Congestion Management recommends local data during adjacent street peak hour. In absence of
local data, rate (934 and 945) or rate (822) for adjacent street peak hour used.
(3) NCODT Congestion Management recommends employees as variable. GFA used in absence of known
employees.
Total External Trips
Unadjusted Trips
Internal Capture Overall %2.9%10.9%
Total Pass-by trips
Pass-by LUC 945 76% AM / 75% PM
Internal Capture: Restaurant Reduction
Total Internal Trips Reduction
Internal Capture: Office Reduction
Internal Capture: Retail Reduction
Pass-by LUC 934 50% AM / 55% PM
Size
Table 2.0 - ITE Trip Generation- Full Build
Average Weekday Driveway Volumes AM Peak Hour PM Peak Hour
*** 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.
FIGURE 6APRIMARY TRIP DISTRIBUTION
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
20
%
I
N
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
Si
t
e
A
c
c
e
s
s
2
Si
t
e
A
c
c
e
s
s
1
0
50%
10%
40%
DESTINATION
NODE%
20
%
I
N
20
%
I
N
50
%
O
U
T
50% OUT
80% IN
20% IN
10% OUT
40% OUT
50
%
I
N
10% IN
50
%
O
U
T
50
%
I
N
*** 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.
FIGURE 6BPASS-BY TRIP DISTRIBUTION
SEABREEZE VILLAGE
WILMINGTON, NC
PROJECT NUMBER 220284
TRAFFIC MOVEMENT
BLACK = EXISTING
BLUE = PROPOSED
ROADWAY
STOP
LEGEND
-5
0
%
I
N
N Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
S Seabreeze
Road
US
4
2
1
Ca
r
o
l
i
n
a
B
e
a
c
h
R
o
a
d
SIGNAL
Si
t
e
A
c
c
e
s
s
2
Si
t
e
A
c
c
e
s
s
1
0
%
50
%
I
N
20
%
I
N
30
%
O
U
T
70% OUT
80% IN
20% IN
30% OUT
30
%
I
N
70
%
O
U
T
-3
0
%
I
N
-2
0
%
I
N
Future No Build Synchro Review
TIA Name and date: Seabreeze Village
Reviewer: BAC
Date Reviewed: 5/1/23
Check parameters of study against the approved TIA Scope and Congestion Management guidelines. Use
Blue ink for items that check off and Red ink for items that potentially need correction/revision or determine the TIA to be invalid and a resubmittal necessary.
Intersections
Intersection 1: US 421 (Carolina Beach Rd) at SR 1531 (S. Seabreeze Rd) / SR 1576 (River Rd)
Lane Settings
• Are all entered volumes a minimum of 4 vph? (There should be no values of 0, 1, 2, or 3 for the
most accurate calculations)
o Volumes lower than 4 used for both AM and PM
• Is the model showing the correct lane configuration at each approach?
o Yes
• If entered, is the grade correct for each approach?
o Yes
• Are the correct number of storage lanes entered and are they the correct lengths?
o Yes
• Is the right turn set to channelized where necessary?
o N/A
• Is Right Turn on Red (RTOR) used?
Eliminate all RTOR phasing (existing and future). Congestion Management guidelines state “do not
analyze right turn on red at any proposed intersection approaches to ensure that adequate storage
is provided.”
o No
Timing Settings
• Are the turn types correct and associated with the correct phases? Eliminate all PT+PM left-turn phasing in future conditions. Congestion Management guidelines
state that analysis of Protected-only phasing in future conditions will identify required storage in the event that Protected-only phasing is necessary.
Existing Permissive left-turn phasing should remain Permissive in future conditions, except where Protected-only phasing is being analyzed as an improvement to the intersection in Future +
Improvement condition.
o Yes
• Is the lost time greater than or equal to 5 seconds?
o Yes
• Check for Recall Mode on Signalized Intersection.
If simulating ‘free run’ operation (actuated-uncoordinated), use Min Recall on main street phase.
If simulating ‘Coordinated Mode’ (Actuated-Coordinate), use C-Max.”
o Yes
Phasing Settings
• Is the control type correct?
o Yes
• Is the cycle length correct?
o Yes
• Is the offset correct?
o Yes
• Check “Referenced to” and “Reference Phase.”
o Yes
• Check the times for minimum initial, maximum split, yellow time, all-red time, vehicle extension,
minimum gap, time before reduce, time to reduce, walk time, and flash don’t walk.
Yellow times should either match the signal plans or be entered as a default of Y=5 s.
All-Red times should either match the signal plans or be entered as a default of R=2 s.
o Yes
• Are the correct phases marked as pedestrian phases?
o N/A
Detector Settings
• Do the size and distance from the stop bar match the included signal plans?
o NBL and SBL Detector 1 Size should be 40 ft.
o WB Detector 2 Position should be 0.
• Are the leading and trailing detectors correct?
o NBL and SBL Leading Detector should be 40 ft.
• Is the detector type correct?
o Yes
• Are the detector channels, extend, and queue correct?
o Yes
• Are the detector delays correct?
o Yes
Roads
1. Road 1: US 421 (Carolina Beach Rd)
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o N/A
2. Road 2: SR 1531 (S. Seabreeze Rd)
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o Yes
3. Road 3: SR 1576 (River Rd)
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o Yes
Intersection 2: US 421 (Carolina Beach Rd) at SR 1528 (N. Seabreeze Rd)
Lane Settings
• Are all entered volumes a minimum of 4 vph? (There should be no values of 0, 1, 2, or 3 for the
most accurate calculations)
o Yes
• Is the model showing the correct lane configuration at each approach?
o Yes
• If entered, is the grade correct for each approach?
o N/A
• Are the correct number of storage lanes entered and are they the correct lengths?
o Yes
• Is the right turn set to channelized where necessary?
o No
• Is Right Turn on Red (RTOR) used?
Eliminate all RTOR phasing (existing and future). Congestion Management guidelines state “do not
analyze right turn on red at any proposed intersection approaches to ensure that adequate storage
is provided.”
o N/A
Roads
4. Road 1: US 421 (Carolina Beach Rd)
• Is the speed limit correct?
o Yes
• If this road is a Y line, is it at least 1000 feet?
o N/A
5. Road 2: SR 1528 (N. Seabreeze Rd)
• Is the speed limit correct?
o Speed Limit should be 55 mph.
• If this road is a Y line, is it at least 1000 feet?
o Yes
6/15/2023 220284 Seabreeze Village
Capacity Analysis
Synchro Worksheets
6/15/2023 220284 Seabreeze Village
Existing Conditions
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/11/2023
Scenario 1 2:12 pm 03/22/2023 AM Existing Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 36 4 148 4 4 21 125 1042 5 41 960 30
Future Volume (vph) 36 4 148 4 4 21 125 1042 5 41 960 30
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) -1% 0% -1% 0%
Storage Length (ft) 0 25 0 0 300 100 300 300
Storage Lanes 0 1 0 0 1 1 1 1
Taper Length (ft) 25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.900 0.850 0.850
Flt Protected 0.957 0.994 0.950 0.950
Satd. Flow (prot) 0 1792 1591 0 1666 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.737 0.966 0.154 0.193
Satd. Flow (perm) 0 1380 1591 0 1619 0 288 3557 1591 360 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft) 1427 3972 3376 597
Travel Time (s) 21.6 49.2 51.2 9.0
Peak Hour Factor 0.90 0.90 0.90 0.92 0.90 0.92 0.90 0.92 0.92 0.92 0.92 0.90
Adj. Flow (vph) 40 4 164 4 4 23 139 1133 5 45 1043 33
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 44 164 0 31 0 139 1133 5 45 1043 33
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) 0 0 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft) 20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft) 0
Detector 2 Size(ft) 15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA pm+pt NA Perm pm+pt NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/11/2023
Scenario 1 2:12 pm 03/22/2023 AM Existing Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 2 6 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%) 21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.7 23.7 23.7 23.6 23.6 14.7 83.9 83.9 14.4 83.9 83.9
Yellow Time (s) 4.6 4.6 4.6 5.2 5.2 3.0 4.6 4.6 3.0 4.6 4.6
All-Red Time (s) 1.7 1.7 1.7 1.2 1.2 2.3 1.5 1.5 2.6 1.5 1.5
Lost Time Adjust (s) -1.3 -1.3 -1.4 -0.3 -1.1 -1.1 -0.6 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 12.9 12.9 12.9 39.5 34.7 34.7 35.9 28.1 28.1
Actuated g/C Ratio 0.20 0.20 0.20 0.61 0.54 0.54 0.55 0.43 0.43
v/c Ratio 0.16 0.52 0.10 0.38 0.59 0.01 0.12 0.68 0.05
Control Delay 24.6 30.9 23.7 8.2 13.8 10.4 5.9 17.6 11.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.6 30.9 23.7 8.2 13.8 10.4 5.9 17.6 11.6
LOS CC C ABBABB
Approach Delay 29.6 23.7 13.2 17.0
Approach LOS C C B B
Queue Length 50th (ft) 14 57 10 18 177 1 5 159 7
Queue Length 95th (ft) 44 128 34 44 281 7 18 269 24
Internal Link Dist (ft) 1347 3892 3296 517
Turn Bay Length (ft) 25 300 100 300 300
Base Capacity (vph) 545 629 640 538 3557 1591 565 3539 1583
Starvation Cap Reductn 0 0 0 000000
Spillback Cap Reductn 0 0 0 000000
Storage Cap Reductn 0 0 0 000000
Reduced v/c Ratio 0.08 0.26 0.05 0.26 0.32 0.00 0.08 0.29 0.02
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 64.7
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.68
Intersection Signal Delay: 16.2 Intersection LOS: B
Intersection Capacity Utilization 56.0% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/11/2023
Scenario 1 2:12 pm 03/22/2023 AM Existing Synchro 11 Report
Page 3
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM Existing Synchro 11 Report
Page 1
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 4 1089 10 0 1031
Future Volume (vph) 0 4 1089 10 0 1031
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph) 55 45 55
Link Distance (ft) 3573 597 3547
Travel Time (s) 44.3 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 4 1210 11 0 1146
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 4 1210 11 0 1146
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.1% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM Existing Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 4 1089 10 0 1031
Future Vol, veh/h 0 4 1089 10 0 1031
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 4 1210 11 0 1146
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 605 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 0 441 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 441 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 13.2 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 441 -
HCM Lane V/C Ratio - - 0.01 -
HCM Control Delay (s) - - 13.2 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/11/2023
Scenario 1 2:12 pm 03/22/2023 PM Existing Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 31 4 196 4 4 5 152 1154 9 67 1148 80
Future Volume (vph) 31 4 196 4 4 5 152 1154 9 67 1148 80
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) -1% 0% -1% 0%
Storage Length (ft) 0 25 0 0 300 100 300 300
Storage Lanes 0 1 0 0 1 1 1 1
Taper Length (ft) 25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.948 0.850 0.850
Flt Protected 0.957 0.985 0.950 0.950
Satd. Flow (prot) 0 1792 1591 0 1739 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.782 0.938 0.101 0.138
Satd. Flow (perm) 0 1464 1591 0 1656 0 189 3557 1591 257 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft) 1427 3972 3376 597
Travel Time (s) 21.6 49.2 51.2 9.0
Peak Hour Factor 0.90 0.90 0.90 0.92 0.90 0.92 0.90 0.92 0.92 0.92 0.92 0.90
Adj. Flow (vph) 34 4 218 4 4 5 169 1254 10 73 1248 89
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 38 218 0 13 0 169 1254 10 73 1248 89
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) 0 0 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft) 20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft) 0
Detector 2 Size(ft) 15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA pm+pt NA Perm pm+pt NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/11/2023
Scenario 1 2:12 pm 03/22/2023 PM Existing Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 2 6 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%) 21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.7 23.7 23.7 23.6 23.6 14.7 83.9 83.9 14.4 83.9 83.9
Yellow Time (s) 4.6 4.6 4.6 5.2 5.2 3.0 4.6 4.6 3.0 4.6 4.6
All-Red Time (s) 1.7 1.7 1.7 1.2 1.2 2.3 1.5 1.5 2.6 1.5 1.5
Lost Time Adjust (s) -1.3 -1.3 -1.4 -0.3 -1.1 -1.1 -0.6 -1.1 -1.1
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 17.3 17.3 17.3 47.8 40.4 40.4 43.7 35.8 35.8
Actuated g/C Ratio 0.22 0.22 0.22 0.61 0.52 0.52 0.56 0.46 0.46
v/c Ratio 0.12 0.62 0.04 0.56 0.68 0.01 0.25 0.77 0.12
Control Delay 27.6 37.3 27.0 18.6 17.5 11.2 8.4 21.7 13.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.6 37.3 27.0 18.6 17.5 11.2 8.4 21.7 13.6
LOS CD C BBBACB
Approach Delay 35.9 27.0 17.6 20.5
Approach LOS D C B C
Queue Length 50th (ft) 15 94 5 27 237 2 11 246 23
Queue Length 95th (ft) 45 198 22 98 372 11 31 407 59
Internal Link Dist (ft) 1347 3892 3296 517
Turn Bay Length (ft) 25 300 100 300 300
Base Capacity (vph) 486 528 550 438 3442 1539 466 3424 1532
Starvation Cap Reductn 0 0 0 000000
Spillback Cap Reductn 0 0 0 000000
Storage Cap Reductn 0 0 0 000000
Reduced v/c Ratio 0.08 0.41 0.02 0.39 0.36 0.01 0.16 0.36 0.06
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 77.8
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 20.5 Intersection LOS: C
Intersection Capacity Utilization 62.2% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/11/2023
Scenario 1 2:12 pm 03/22/2023 PM Existing Synchro 11 Report
Page 3
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM Existing Synchro 11 Report
Page 1
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 4 1089 10 0 1031
Future Volume (vph) 0 4 1089 10 0 1031
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph) 55 45 55
Link Distance (ft) 3573 597 3547
Travel Time (s) 44.3 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 4 1210 11 0 1146
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 4 1210 11 0 1146
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.1% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM Existing Synchro 11 Report
Page 2
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 4 1089 10 0 1031
Future Vol, veh/h 0 4 1089 10 0 1031
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 4 1210 11 0 1146
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 605 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 0 441 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 441 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 13.2 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 441 -
HCM Lane V/C Ratio - - 0.01 -
HCM Control Delay (s) - - 13.2 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
6/15/2023 220284 Seabreeze Village
Future No Build Conditions
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FNB Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 37 4 150 4 4 22 127 1053 6 42 970 31
Future Volume (vph) 37 4 150 4 4 22 127 1053 6 42 970 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) -1% 0% -1% 0%
Storage Length (ft) 0 25 0 0 300 100 300 300
Storage Lanes 0 1 0 0 1 1 1 1
Taper Length (ft) 25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.899 0.850 0.850
Flt Protected 0.956 0.994 0.950 0.950
Satd. Flow (prot) 0 1790 1591 0 1665 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.735 0.967 0.950 0.950
Satd. Flow (perm) 0 1376 1591 0 1619 0 1778 3557 1591 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft) 1427 3972 3376 597
Travel Time (s) 21.6 49.2 51.2 9.0
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
Adj. Flow (vph) 41 4 167 4 4 24 141 1170 7 47 1078 34
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 45 167 0 32 0 141 1170 7 47 1078 34
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) 0 0 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft) 20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft) 0
Detector 2 Size(ft) 15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FNB Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%) 21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.0 23.0 23.0 23.0 23.0 13.0 83.0 83.0 13.0 83.0 83.0
Yellow Time (s) 5.0 5.0 5.0 5.0 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 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -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 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 14.7 14.7 14.7 12.8 42.0 42.0 9.8 32.1 32.1
Actuated g/C Ratio 0.20 0.20 0.20 0.17 0.56 0.56 0.13 0.43 0.43
v/c Ratio 0.17 0.54 0.10 0.47 0.59 0.01 0.20 0.71 0.05
Control Delay 29.1 35.9 28.1 36.5 14.6 11.5 36.2 21.2 14.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.1 35.9 28.1 36.5 14.6 11.5 36.2 21.2 14.0
LOS C D C D B B D C B
Approach Delay 34.5 28.1 16.9 21.6
Approach LOS C C B C
Queue Length 50th (ft) 17 69 12 58 206 2 20 208 9
Queue Length 95th (ft) 51 150 39 139 340 9 60 330 28
Internal Link Dist (ft) 1347 3892 3296 517
Turn Bay Length (ft) 25 300 100 300 300
Base Capacity (vph) 471 545 555 365 3487 1560 364 3469 1552
Starvation Cap Reductn 0 0 0 000000
Spillback Cap Reductn 0 0 0 000000
Storage Cap Reductn 0 0 0 000000
Reduced v/c Ratio 0.10 0.31 0.06 0.39 0.34 0.00 0.13 0.31 0.02
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 75
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 20.4 Intersection LOS: C
Intersection Capacity Utilization 56.4% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FNB Synchro 11 Report
Page 3
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FNB Synchro 11 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 5 1100 11 0 1042
Future Volume (vph) 0 5 1100 11 0 1042
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph) 55 45 55
Link Distance (ft) 3573 597 3547
Travel Time (s) 44.3 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 6 1222 12 0 1158
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 6 1222 12 0 1158
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.4% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FNB Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 5 1100 11 0 1042
Future Vol, veh/h 0 5 1100 11 0 1042
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
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 6 1222 12 0 1158
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 611 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 0 437 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 437 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 13.3 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 437 -
HCM Lane V/C Ratio - - 0.013 -
HCM Control Delay (s) - - 13.3 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FNB Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 32 4 198 4 4 6 154 1166 10 68 1160 81
Future Volume (vph) 32 4 198 4 4 6 154 1166 10 68 1160 81
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) -1% 0% -1% 0%
Storage Length (ft) 0 25 0 0 300 100 300 300
Storage Lanes 0 1 0 0 1 1 1 1
Taper Length (ft) 25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.937 0.850 0.850
Flt Protected 0.957 0.987 0.950 0.950
Satd. Flow (prot) 0 1792 1591 0 1723 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.772 0.945 0.950 0.950
Satd. Flow (perm) 0 1445 1591 0 1649 0 1778 3557 1591 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft) 1427 3972 3376 597
Travel Time (s) 21.6 49.2 51.2 9.0
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
Adj. Flow (vph) 36 4 220 4 4 7 171 1296 11 76 1289 90
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 40 220 0 15 0 171 1296 11 76 1289 90
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) 0 0 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft) 20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft) 0
Detector 2 Size(ft) 15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FNB Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%) 21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.0 23.0 23.0 23.0 23.0 13.0 83.0 83.0 13.0 83.0 83.0
Yellow Time (s) 5.0 5.0 5.0 5.0 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 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -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 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 19.2 19.2 19.2 14.8 49.1 49.1 11.0 41.6 41.6
Actuated g/C Ratio 0.21 0.21 0.21 0.16 0.54 0.54 0.12 0.46 0.46
v/c Ratio 0.13 0.65 0.04 0.59 0.68 0.01 0.36 0.80 0.12
Control Delay 32.8 44.6 31.7 48.4 19.4 13.1 45.6 25.5 15.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.8 44.6 31.7 48.4 19.4 13.1 45.6 25.5 15.1
LOS C D C D B B D C B
Approach Delay 42.8 31.7 22.7 25.9
Approach LOS DCCC
Queue Length 50th (ft) 19 117 7 93 290 3 41 322 29
Queue Length 95th (ft) 53 223 26 #211 445 13 96 447 61
Internal Link Dist (ft) 1347 3892 3296 517
Turn Bay Length (ft) 25 300 100 300 300
Base Capacity (vph) 407 448 464 300 3236 1447 299 3220 1440
Starvation Cap Reductn 0 0 0 000000
Spillback Cap Reductn 0 0 0 000000
Storage Cap Reductn 0 0 0 000000
Reduced v/c Ratio 0.10 0.49 0.03 0.57 0.40 0.01 0.25 0.40 0.06
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 91
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 25.8 Intersection LOS: C
Intersection Capacity Utilization 62.7% ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FNB Synchro 11 Report
Page 3
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FNB Synchro 11 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 4 1198 5 0 1303
Future Volume (vph) 0 4 1198 5 0 1303
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph) 55 45 55
Link Distance (ft) 3573 597 3547
Travel Time (s) 44.3 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 4 1331 6 0 1448
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 4 1331 6 0 1448
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 43.1% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FNB Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 4 1198 5 0 1303
Future Vol, veh/h 0 4 1198 5 0 1303
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 4 1331 6 0 1448
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 666 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 0 402 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 402 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 14.1 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 402 -
HCM Lane V/C Ratio - - 0.011 -
HCM Control Delay (s) - - 14.1 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FNB Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 37 4 151 4 4 22 128 1063 6 42 980 31
Future Volume (vph) 37 4 151 4 4 22 128 1063 6 42 980 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) -1% 0% -1% 0%
Storage Length (ft) 0 25 0 0 300 100 300 300
Storage Lanes 0 1 0 0 1 1 1 1
Taper Length (ft) 25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.899 0.850 0.850
Flt Protected 0.956 0.994 0.950 0.950
Satd. Flow (prot) 0 1790 1591 0 1665 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.736 0.967 0.950 0.950
Satd. Flow (perm) 0 1378 1591 0 1619 0 1778 3557 1591 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft) 1427 3972 3376 597
Travel Time (s) 21.6 49.2 51.2 9.0
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
Adj. Flow (vph) 41 4 168 4 4 24 142 1181 7 47 1089 34
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 45 168 0 32 0 142 1181 7 47 1089 34
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) 0 0 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft) 20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft) 0
Detector 2 Size(ft) 15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FNB Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%) 21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.0 23.0 23.0 23.0 23.0 13.0 83.0 83.0 13.0 83.0 83.0
Yellow Time (s) 5.0 5.0 5.0 5.0 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 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -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 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 14.8 14.8 14.8 12.9 42.7 42.7 9.8 32.8 32.8
Actuated g/C Ratio 0.19 0.19 0.19 0.17 0.56 0.56 0.13 0.43 0.43
v/c Ratio 0.17 0.54 0.10 0.47 0.59 0.01 0.21 0.71 0.05
Control Delay 29.4 36.3 28.4 37.1 14.7 11.5 36.7 21.2 13.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.4 36.3 28.4 37.1 14.7 11.5 36.7 21.2 13.9
LOS C D C D B B D C B
Approach Delay 34.9 28.4 17.0 21.6
Approach LOS C C B C
Queue Length 50th (ft) 18 72 12 60 211 2 20 213 9
Queue Length 95th (ft) 52 151 39 141 346 9 59 335 28
Internal Link Dist (ft) 1347 3892 3296 517
Turn Bay Length (ft) 25 300 100 300 300
Base Capacity (vph) 467 539 549 361 3482 1557 360 3464 1550
Starvation Cap Reductn 0 0 0 000000
Spillback Cap Reductn 0 0 0 000000
Storage Cap Reductn 0 0 0 000000
Reduced v/c Ratio 0.10 0.31 0.06 0.39 0.34 0.00 0.13 0.31 0.02
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 75.9
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 20.5 Intersection LOS: C
Intersection Capacity Utilization 56.6% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FNB Synchro 11 Report
Page 3
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FNB Synchro 11 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 5 1111 11 0 1052
Future Volume (vph) 0 5 1111 11 0 1052
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph) 55 45 55
Link Distance (ft) 3573 597 3547
Travel Time (s) 44.3 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 6 1234 12 0 1169
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 6 1234 12 0 1169
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.7% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FNB Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 5 1111 11 0 1052
Future Vol, veh/h 0 5 1111 11 0 1052
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
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 6 1234 12 0 1169
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 617 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 0 433 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 433 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 13.4 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 433 -
HCM Lane V/C Ratio - - 0.013 -
HCM Control Delay (s) - - 13.4 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FNB Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 32 4 200 4 4 6 156 1178 10 69 1172 82
Future Volume (vph) 32 4 200 4 4 6 156 1178 10 69 1172 82
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) -1% 0% -1% 0%
Storage Length (ft) 0 25 0 0 300 100 300 300
Storage Lanes 0 1 0 0 1 1 1 1
Taper Length (ft) 25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.937 0.850 0.850
Flt Protected 0.957 0.987 0.950 0.950
Satd. Flow (prot) 0 1792 1591 0 1723 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.772 0.945 0.950 0.950
Satd. Flow (perm) 0 1445 1591 0 1649 0 1778 3557 1591 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft) 1427 3972 3376 597
Travel Time (s) 21.6 49.2 51.2 9.0
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
Adj. Flow (vph) 36 4 222 4 4 7 173 1309 11 77 1302 91
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 40 222 0 15 0 173 1309 11 77 1302 91
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) 0 0 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft) 20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft) 0
Detector 2 Size(ft) 15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FNB Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%) 21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.0 23.0 23.0 23.0 23.0 13.0 83.0 83.0 13.0 83.0 83.0
Yellow Time (s) 5.0 5.0 5.0 5.0 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 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -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 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 19.5 19.5 19.5 14.8 49.9 49.9 11.0 42.4 42.4
Actuated g/C Ratio 0.21 0.21 0.21 0.16 0.54 0.54 0.12 0.46 0.46
v/c Ratio 0.13 0.66 0.04 0.60 0.68 0.01 0.36 0.80 0.12
Control Delay 33.1 45.3 32.1 49.4 19.5 13.1 46.3 25.7 15.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.1 45.3 32.1 49.4 19.5 13.1 46.3 25.7 15.1
LOS C D C D B B D C B
Approach Delay 43.5 32.1 22.9 26.1
Approach LOS DCCC
Queue Length 50th (ft) 19 121 7 97 300 3 43 332 30
Queue Length 95th (ft) 52 227 26 #215 452 13 97 454 62
Internal Link Dist (ft) 1347 3892 3296 517
Turn Bay Length (ft) 25 300 100 300 300
Base Capacity (vph) 402 442 458 296 3212 1436 295 3195 1429
Starvation Cap Reductn 0 0 0 000000
Spillback Cap Reductn 0 0 0 000000
Storage Cap Reductn 0 0 0 000000
Reduced v/c Ratio 0.10 0.50 0.03 0.58 0.41 0.01 0.26 0.41 0.06
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 92.1
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 26.1 Intersection LOS: C
Intersection Capacity Utilization 63.1% ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FNB Synchro 11 Report
Page 3
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FNB Synchro 11 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 4 1210 5 0 1316
Future Volume (vph) 0 4 1210 5 0 1316
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph) 55 45 55
Link Distance (ft) 3573 597 3547
Travel Time (s) 44.3 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 4 1344 6 0 1462
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 4 1344 6 0 1462
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 43.4% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FNB Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 4 1210 5 0 1316
Future Vol, veh/h 0 4 1210 5 0 1316
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 4 1344 6 0 1462
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 672 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 0 398 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 398 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 14.1 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 398 -
HCM Lane V/C Ratio - - 0.011 -
HCM Control Delay (s) - - 14.1 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
6/15/2023 220284 Seabreeze Village
Future Build Conditions
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 37 21 150 106 21 70 127 1037 94 164 939 31
Future Volume (vph) 37 21 150 106 21 70 127 1037 94 164 939 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) -1% 0% -1% 0%
Storage Length (ft) 0 25 0 0 300 100 300 300
Storage Lanes 0 1 0 0 1 1 1 1
Taper Length (ft) 25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.952 0.850 0.850
Flt Protected 0.969 0.974 0.950 0.950
Satd. Flow (prot) 0 1814 1591 0 1727 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.737 0.797 0.950 0.950
Satd. Flow (perm) 0 1380 1591 0 1413 0 1778 3557 1591 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft) 1427 361 3376 597
Travel Time (s) 21.6 4.5 51.2 9.0
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
Adj. Flow (vph) 41 23 167 118 23 78 141 1152 104 182 1043 34
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 64 167 0 219 0 141 1152 104 182 1043 34
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) 0 0 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft) 20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft) 0
Detector 2 Size(ft) 15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%) 21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.0 23.0 23.0 23.0 23.0 13.0 83.0 83.0 13.0 83.0 83.0
Yellow Time (s) 5.0 5.0 5.0 5.0 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 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -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 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 21.0 21.0 21.0 13.1 36.2 36.2 15.2 38.3 38.3
Actuated g/C Ratio 0.24 0.24 0.24 0.15 0.41 0.41 0.17 0.44 0.44
v/c Ratio 0.19 0.44 0.65 0.53 0.78 0.16 0.59 0.67 0.05
Control Delay 29.9 33.6 41.0 44.5 26.9 17.1 45.4 22.9 15.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.9 33.6 41.0 44.5 26.9 17.1 45.4 22.9 15.7
LOS C C D D C B D C B
Approach Delay 32.6 41.0 28.0 25.9
Approach LOS CDCC
Queue Length 50th (ft) 28 78 109 73 288 36 95 244 11
Queue Length 95th (ft) 69 155 209 148 383 71 #206 335 29
Internal Link Dist (ft) 1347 281 3296 517
Turn Bay Length (ft) 25 300 100 300 300
Base Capacity (vph) 399 460 408 308 3338 1493 307 3321 1485
Starvation Cap Reductn 0 0 0 000000
Spillback Cap Reductn 0 0 0 000000
Storage Cap Reductn 0 0 0 000000
Reduced v/c Ratio 0.16 0.36 0.54 0.46 0.35 0.07 0.59 0.31 0.02
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 87.7
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 28.4 Intersection LOS: C
Intersection Capacity Utilization 68.2% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB Synchro 11 Report
Page 3
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB Synchro 11 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 119 1075 68 0 1133
Future Volume (vph) 0 119 1075 68 0 1133
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph) 55 45 55
Link Distance (ft) 421 597 3547
Travel Time (s) 5.2 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 132 1194 76 0 1259
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 132 1194 76 0 1259
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 43.8% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 119 1075 68 0 1133
Future Vol, veh/h 0 119 1075 68 0 1133
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
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 0 132 1194 76 0 1259
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 597 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 0 446 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 446 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 16.4 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 446 -
HCM Lane V/C Ratio - - 0.296 -
HCM Control Delay (s) - - 16.4 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 1.2 -
Lanes, Volumes, Timings
300: S Seabreeze Road & Site Access 1 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB Synchro 11 Report
Page 6
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 229 48 27 4 4 168
Future Volume (vph) 229 48 27 4 4 168
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.984 0.868
Flt Protected 0.960 0.999
Satd. Flow (prot) 0 1788 1833 0 1615 0
Flt Permitted 0.960 0.999
Satd. Flow (perm) 0 1788 1833 0 1615 0
Link Speed (mph) 30 55 30
Link Distance (ft) 361 2803 1273
Travel Time (s) 8.2 34.7 28.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 254 53 30 4 4 187
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 307 34 0 191 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.2% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
300: S Seabreeze Road & Site Access 1 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB Synchro 11 Report
Page 7
Intersection
Int Delay, s/veh 7.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 229 48 27 4 4 168
Future Vol, veh/h 229 48 27 4 4 168
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 254 53 30 4 4 187
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 34 0 - 0 593 32
Stage 1 - - - - 32 -
Stage 2 - - - - 561 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1578 - - - 468 1042
Stage 1 - - - - 991 -
Stage 2 - - - - 571 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1578 - - - 390 1042
Mov Cap-2 Maneuver - - - - 390 -
Stage 1 - - - - 826 -
Stage 2 - - - - 571 -
Approach EB WB SB
HCM Control Delay, s 6.4 0 9.4
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1578 - - - 1003
HCM Lane V/C Ratio 0.161 - - - 0.191
HCM Control Delay (s) 7.7 0 - - 9.4
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.6 - - - 0.7
Lanes, Volumes, Timings
400: Site Access 2 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB Synchro 11 Report
Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 11 57 4 5 114 4
Future Volume (vph) 11 57 4 5 114 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.887 0.996
Flt Protected 0.980 0.954
Satd. Flow (prot) 1652 0 0 1825 1770 0
Flt Permitted 0.980 0.954
Satd. Flow (perm) 1652 0 0 1825 1770 0
Link Speed (mph) 30 55 30
Link Distance (ft) 421 2784 1328
Travel Time (s) 9.6 34.5 30.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 12 63 4 6 127 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 75 0 0 10 131 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.3% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
400: Site Access 2 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB Synchro 11 Report
Page 9
Intersection
Int Delay, s/veh 5.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 11 57 4 5 114 4
Future Vol, veh/h 11 57 4 5 114 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 63 4 6 127 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 75 0 58 44
Stage 1 - - - - 44 -
Stage 2 - - - - 14 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1524 - 949 1026
Stage 1 - - - - 978 -
Stage 2 - - - - 1009 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1524 - 946 1026
Mov Cap-2 Maneuver - - - - 946 -
Stage 1 - - - - 978 -
Stage 2 - - - - 1006 -
Approach EB WB NB
HCM Control Delay, s 0 3.3 9.4
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 949 - - 1524 -
HCM Lane V/C Ratio 0.138 - - 0.003 -
HCM Control Delay (s) 9.4 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.5 - - 0 -
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 32 18 198 89 16 49 154 1132 96 170 1124 81
Future Volume (vph) 32 18 198 89 16 49 154 1132 96 170 1124 81
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) -1% 0% -1% 0%
Storage Length (ft) 0 25 0 0 300 100 300 300
Storage Lanes 0 1 0 0 1 1 1 1
Taper Length (ft) 25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.957 0.850 0.850
Flt Protected 0.969 0.972 0.950 0.950
Satd. Flow (prot) 0 1814 1591 0 1733 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.764 0.790 0.950 0.950
Satd. Flow (perm) 0 1430 1591 0 1408 0 1778 3557 1591 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft) 1427 361 3376 597
Travel Time (s) 21.6 4.5 51.2 9.0
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
Adj. Flow (vph) 36 20 220 99 18 54 171 1258 107 189 1249 90
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 56 220 0 171 0 171 1258 107 189 1249 90
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) 0 0 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft) 20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft) 0
Detector 2 Size(ft) 15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%) 21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.0 23.0 23.0 23.0 23.0 13.0 83.0 83.0 13.0 83.0 83.0
Yellow Time (s) 5.0 5.0 5.0 5.0 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 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -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 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 19.0 19.0 19.0 14.7 40.1 40.1 15.3 40.7 40.7
Actuated g/C Ratio 0.21 0.21 0.21 0.16 0.45 0.45 0.17 0.45 0.45
v/c Ratio 0.18 0.65 0.57 0.59 0.79 0.15 0.63 0.78 0.13
Control Delay 32.7 43.8 41.7 47.2 25.6 15.6 48.5 24.9 15.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.7 43.8 41.7 47.2 25.6 15.6 48.5 24.9 15.3
LOS C D D D C B D C B
Approach Delay 41.5 41.7 27.3 27.3
Approach LOS DDCC
Queue Length 50th (ft) 26 115 87 90 307 35 101 305 29
Queue Length 95th (ft) 66 218 175 #205 431 71 #238 428 61
Internal Link Dist (ft) 1347 281 3296 517
Turn Bay Length (ft) 25 300 100 300 300
Base Capacity (vph) 406 452 400 303 3272 1464 302 3256 1456
Starvation Cap Reductn 0 0 0 000000
Spillback Cap Reductn 0 0 0 000000
Storage Cap Reductn 0 0 0 000000
Reduced v/c Ratio 0.14 0.49 0.43 0.56 0.38 0.07 0.63 0.38 0.06
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 89.7
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 29.1 Intersection LOS: C
Intersection Capacity Utilization 68.6% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB Synchro 11 Report
Page 3
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB Synchro 11 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 108 1157 55 0 1369
Future Volume (vph) 0 108 1157 55 0 1369
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph) 55 45 55
Link Distance (ft) 421 597 3547
Travel Time (s) 5.2 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 120 1286 61 0 1521
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 120 1286 61 0 1521
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 45.3% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 108 1157 55 0 1369
Future Vol, veh/h 0 108 1157 55 0 1369
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
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 0 120 1286 61 0 1521
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 643 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 0 416 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 416 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 17.1 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 416 -
HCM Lane V/C Ratio - - 0.288 -
HCM Control Delay (s) - - 17.1 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 1.2 -
Lanes, Volumes, Timings
300: S Seabreeze Road & Site Access 1 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB Synchro 11 Report
Page 6
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 202 80 10 4 4 142
Future Volume (vph) 202 80 10 4 4 142
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.964 0.868
Flt Protected 0.965 0.999
Satd. Flow (prot) 0 1798 1796 0 1615 0
Flt Permitted 0.965 0.999
Satd. Flow (perm) 0 1798 1796 0 1615 0
Link Speed (mph) 30 55 30
Link Distance (ft) 361 2803 1273
Travel Time (s) 8.2 34.7 28.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 224 89 11 4 4 158
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 313 15 0 162 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 37.7% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
300: S Seabreeze Road & Site Access 1 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB Synchro 11 Report
Page 7
Intersection
Int Delay, s/veh 6.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 202 80 10 4 4 142
Future Vol, veh/h 202 80 10 4 4 142
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 224 89 11 4 4 158
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 15 0 - 0 550 13
Stage 1 - - - - 13 -
Stage 2 - - - - 537 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1603 - - - 496 1067
Stage 1 - - - - 1010 -
Stage 2 - - - - 586 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1603 - - - 423 1067
Mov Cap-2 Maneuver - - - - 423 -
Stage 1 - - - - 862 -
Stage 2 - - - - 586 -
Approach EB WB SB
HCM Control Delay, s 5.5 0 9.2
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1603 - - - 1024
HCM Lane V/C Ratio 0.14 - - - 0.158
HCM Control Delay (s) 7.6 0 - - 9.2
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.5 - - - 0.6
Lanes, Volumes, Timings
400: Site Access 2 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB Synchro 11 Report
Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 5 50 4 4 104 4
Future Volume (vph) 5 50 4 4 104 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.878 0.995
Flt Protected 0.976 0.954
Satd. Flow (prot) 1635 0 0 1818 1768 0
Flt Permitted 0.976 0.954
Satd. Flow (perm) 1635 0 0 1818 1768 0
Link Speed (mph) 30 55 30
Link Distance (ft) 421 2784 1328
Travel Time (s) 9.6 34.5 30.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 6 56 4 4 116 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 62 0 0 8 120 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.5% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
400: Site Access 2 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB Synchro 11 Report
Page 9
Intersection
Int Delay, s/veh 6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 5 50 4 4 104 4
Future Vol, veh/h 5 50 4 4 104 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 6 56 4 4 116 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 62 0 46 34
Stage 1 - - - - 34 -
Stage 2 - - - - 12 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1541 - 964 1039
Stage 1 - - - - 988 -
Stage 2 - - - - 1011 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1541 - 961 1039
Mov Cap-2 Maneuver - - - - 961 -
Stage 1 - - - - 988 -
Stage 2 - - - - 1008 -
Approach EB WB NB
HCM Control Delay, s 0 3.7 9.3
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 964 - - 1541 -
HCM Lane V/C Ratio 0.124 - - 0.003 -
HCM Control Delay (s) 9.3 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.4 - - 0 -
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 37 23 151 108 21 70 128 1052 99 177 949 31
Future Volume (vph) 37 23 151 108 21 70 128 1052 99 177 949 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) -1% 0% -1% 0%
Storage Length (ft) 0 25 0 0 300 100 300 300
Storage Lanes 0 1 0 0 1 1 1 1
Taper Length (ft) 25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.952 0.850 0.850
Flt Protected 0.970 0.974 0.950 0.950
Satd. Flow (prot) 0 1816 1591 0 1727 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.745 0.794 0.950 0.950
Satd. Flow (perm) 0 1395 1591 0 1408 0 1778 3557 1591 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft) 1427 361 3376 597
Travel Time (s) 21.6 4.5 51.2 9.0
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
Adj. Flow (vph) 41 26 168 120 23 78 142 1169 110 197 1054 34
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 67 168 0 221 0 142 1169 110 197 1054 34
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) 0 0 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft) 20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft) 0
Detector 2 Size(ft) 15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%) 21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.0 23.0 23.0 23.0 23.0 13.0 83.0 83.0 13.0 83.0 83.0
Yellow Time (s) 5.0 5.0 5.0 5.0 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 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -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 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 21.4 21.4 21.4 13.2 37.1 37.1 15.2 39.1 39.1
Actuated g/C Ratio 0.24 0.24 0.24 0.15 0.42 0.42 0.17 0.44 0.44
v/c Ratio 0.20 0.44 0.65 0.54 0.79 0.17 0.65 0.68 0.05
Control Delay 30.4 34.0 41.8 45.3 27.1 17.2 48.6 23.0 15.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 30.4 34.0 41.8 45.3 27.1 17.2 48.6 23.0 15.6
LOS C C D D C B D C B
Approach Delay 33.0 41.8 28.1 26.7
Approach LOS CDCC
Queue Length 50th (ft) 30 80 111 75 297 39 106 252 11
Queue Length 95th (ft) 72 158 212 150 391 74 #234 339 29
Internal Link Dist (ft) 1347 281 3296 517
Turn Bay Length (ft) 25 300 100 300 300
Base Capacity (vph) 398 454 401 304 3313 1482 303 3296 1474
Starvation Cap Reductn 0 0 0 000000
Spillback Cap Reductn 0 0 0 000000
Storage Cap Reductn 0 0 0 000000
Reduced v/c Ratio 0.17 0.37 0.55 0.47 0.35 0.07 0.65 0.32 0.02
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 88.9
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 28.9 Intersection LOS: C
Intersection Capacity Utilization 69.4% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB Synchro 11 Report
Page 3
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB Synchro 11 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 121 1086 73 0 1156
Future Volume (vph) 0 121 1086 73 0 1156
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph) 55 45 55
Link Distance (ft) 421 597 3547
Travel Time (s) 5.2 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 134 1207 81 0 1284
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 134 1207 81 0 1284
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 44.2% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 121 1086 73 0 1156
Future Vol, veh/h 0 121 1086 73 0 1156
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
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 0 134 1207 81 0 1284
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 604 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 0 441 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 441 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 16.7 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 441 -
HCM Lane V/C Ratio - - 0.305 -
HCM Control Delay (s) - - 16.7 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 1.3 -
Lanes, Volumes, Timings
300: S Seabreeze Road & Site Access 1 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB Synchro 11 Report
Page 6
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 249 48 27 4 4 170
Future Volume (vph) 249 48 27 4 4 170
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.984 0.868
Flt Protected 0.960 0.999
Satd. Flow (prot) 0 1788 1833 0 1615 0
Flt Permitted 0.960 0.999
Satd. Flow (perm) 0 1788 1833 0 1615 0
Link Speed (mph) 30 55 30
Link Distance (ft) 361 2803 1273
Travel Time (s) 8.2 34.7 28.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 277 53 30 4 4 189
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 330 34 0 193 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.4% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
300: S Seabreeze Road & Site Access 1 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB Synchro 11 Report
Page 7
Intersection
Int Delay, s/veh 7.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 249 48 27 4 4 170
Future Vol, veh/h 249 48 27 4 4 170
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 277 53 30 4 4 189
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 34 0 - 0 639 32
Stage 1 - - - - 32 -
Stage 2 - - - - 607 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1578 - - - 440 1042
Stage 1 - - - - 991 -
Stage 2 - - - - 544 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1578 - - - 360 1042
Mov Cap-2 Maneuver - - - - 360 -
Stage 1 - - - - 812 -
Stage 2 - - - - 544 -
Approach EB WB SB
HCM Control Delay, s 6.5 0 9.5
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1578 - - - 999
HCM Lane V/C Ratio 0.175 - - - 0.194
HCM Control Delay (s) 7.8 0 - - 9.5
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.6 - - - 0.7
Lanes, Volumes, Timings
400: Site Access 2 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB Synchro 11 Report
Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 11 62 4 5 116 4
Future Volume (vph) 11 62 4 5 116 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.885 0.996
Flt Protected 0.980 0.954
Satd. Flow (prot) 1649 0 0 1825 1770 0
Flt Permitted 0.980 0.954
Satd. Flow (perm) 1649 0 0 1825 1770 0
Link Speed (mph) 30 55 30
Link Distance (ft) 421 2784 1328
Travel Time (s) 9.6 34.5 30.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 12 69 4 6 129 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 81 0 0 10 133 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.7% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
400: Site Access 2 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB Synchro 11 Report
Page 9
Intersection
Int Delay, s/veh 5.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 11 62 4 5 116 4
Future Vol, veh/h 11 62 4 5 116 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 69 4 6 129 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 81 0 61 47
Stage 1 - - - - 47 -
Stage 2 - - - - 14 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1517 - 945 1022
Stage 1 - - - - 975 -
Stage 2 - - - - 1009 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1517 - 942 1022
Mov Cap-2 Maneuver - - - - 942 -
Stage 1 - - - - 975 -
Stage 2 - - - - 1006 -
Approach EB WB NB
HCM Control Delay, s 0 3.3 9.4
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 944 - - 1517 -
HCM Lane V/C Ratio 0.141 - - 0.003 -
HCM Control Delay (s) 9.4 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.5 - - 0 -
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 32 18 200 97 17 52 156 1146 98 175 1136 82
Future Volume (vph) 32 18 200 97 17 52 156 1146 98 175 1136 82
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) -1% 0% -1% 0%
Storage Length (ft) 0 25 0 0 300 100 300 300
Storage Lanes 0 1 0 0 1 1 1 1
Taper Length (ft) 25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.958 0.850 0.850
Flt Protected 0.969 0.972 0.950 0.950
Satd. Flow (prot) 0 1814 1591 0 1735 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.755 0.788 0.950 0.950
Satd. Flow (perm) 0 1413 1591 0 1406 0 1778 3557 1591 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft) 1427 361 3376 597
Travel Time (s) 21.6 4.5 51.2 9.0
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
Adj. Flow (vph) 36 20 222 108 19 58 173 1273 109 194 1262 91
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 56 222 0 185 0 173 1273 109 194 1262 91
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) 0 0 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft) 20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft) 0
Detector 2 Size(ft) 15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%) 21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.0 23.0 23.0 23.0 23.0 13.0 83.0 83.0 13.0 83.0 83.0
Yellow Time (s) 5.0 5.0 5.0 5.0 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 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -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 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 19.2 19.2 19.2 14.8 40.7 40.7 15.3 41.3 41.3
Actuated g/C Ratio 0.21 0.21 0.21 0.16 0.45 0.45 0.17 0.46 0.46
v/c Ratio 0.19 0.66 0.62 0.60 0.80 0.15 0.65 0.78 0.13
Control Delay 33.1 44.3 43.9 48.0 25.8 15.6 50.1 25.2 15.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.1 44.3 43.9 48.0 25.8 15.6 50.1 25.2 15.3
LOS C D D D C B D C B
Approach Delay 42.0 43.9 27.6 27.7
Approach LOS DDCC
Queue Length 50th (ft) 26 117 96 93 316 35 106 312 29
Queue Length 95th (ft) 67 222 191 #211 438 72 #248 433 62
Internal Link Dist (ft) 1347 281 3296 517
Turn Bay Length (ft) 25 300 100 300 300
Base Capacity (vph) 398 448 396 300 3254 1456 299 3238 1448
Starvation Cap Reductn 0 0 0 000000
Spillback Cap Reductn 0 0 0 000000
Storage Cap Reductn 0 0 0 000000
Reduced v/c Ratio 0.14 0.50 0.47 0.58 0.39 0.07 0.65 0.39 0.06
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 90.6
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 29.6 Intersection LOS: C
Intersection Capacity Utilization 70.0% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB Synchro 11 Report
Page 3
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB Synchro 11 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 114 1172 57 0 1386
Future Volume (vph) 0 114 1172 57 0 1386
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph) 55 45 55
Link Distance (ft) 421 597 3547
Travel Time (s) 5.2 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 127 1302 63 0 1540
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 127 1302 63 0 1540
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 46.1% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 114 1172 57 0 1386
Future Vol, veh/h 0 114 1172 57 0 1386
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
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 0 127 1302 63 0 1540
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 651 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 0 411 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 411 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 17.6 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 411 -
HCM Lane V/C Ratio - - 0.308 -
HCM Control Delay (s) - - 17.6 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 1.3 -
Lanes, Volumes, Timings
300: S Seabreeze Road & Site Access 1 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB Synchro 11 Report
Page 6
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 208 81 10 4 4 154
Future Volume (vph) 208 81 10 4 4 154
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.964 0.868
Flt Protected 0.965 0.999
Satd. Flow (prot) 0 1798 1796 0 1615 0
Flt Permitted 0.965 0.999
Satd. Flow (perm) 0 1798 1796 0 1615 0
Link Speed (mph) 30 55 30
Link Distance (ft) 361 2803 1273
Travel Time (s) 8.2 34.7 28.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 231 90 11 4 4 171
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 321 15 0 175 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 38.9% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
300: S Seabreeze Road & Site Access 1 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB Synchro 11 Report
Page 7
Intersection
Int Delay, s/veh 6.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 208 81 10 4 4 154
Future Vol, veh/h 208 81 10 4 4 154
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 231 90 11 4 4 171
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 15 0 - 0 565 13
Stage 1 - - - - 13 -
Stage 2 - - - - 552 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1603 - - - 486 1067
Stage 1 - - - - 1010 -
Stage 2 - - - - 577 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1603 - - - 412 1067
Mov Cap-2 Maneuver - - - - 412 -
Stage 1 - - - - 856 -
Stage 2 - - - - 577 -
Approach EB WB SB
HCM Control Delay, s 5.5 0 9.2
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1603 - - - 1026
HCM Lane V/C Ratio 0.144 - - - 0.171
HCM Control Delay (s) 7.6 0 - - 9.2
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.5 - - - 0.6
Lanes, Volumes, Timings
400: Site Access 2 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB Synchro 11 Report
Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 5 52 4 4 110 4
Future Volume (vph) 5 52 4 4 110 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.878 0.996
Flt Protected 0.976 0.954
Satd. Flow (prot) 1635 0 0 1818 1770 0
Flt Permitted 0.976 0.954
Satd. Flow (perm) 1635 0 0 1818 1770 0
Link Speed (mph) 30 55 30
Link Distance (ft) 421 2784 1328
Travel Time (s) 9.6 34.5 30.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 6 58 4 4 122 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 64 0 0 8 126 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.8% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
400: Site Access 2 & N Seabreeze Road 05/17/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB Synchro 11 Report
Page 9
Intersection
Int Delay, s/veh 6.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 5 52 4 4 110 4
Future Vol, veh/h 5 52 4 4 110 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 6 58 4 4 122 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 64 0 47 35
Stage 1 - - - - 35 -
Stage 2 - - - - 12 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1538 - 963 1038
Stage 1 - - - - 987 -
Stage 2 - - - - 1011 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1538 - 960 1038
Mov Cap-2 Maneuver - - - - 960 -
Stage 1 - - - - 987 -
Stage 2 - - - - 1008 -
Approach EB WB NB
HCM Control Delay, s 0 3.7 9.3
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 963 - - 1538 -
HCM Lane V/C Ratio 0.132 - - 0.003 -
HCM Control Delay (s) 9.3 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.5 - - 0 -
6/15/2023 220284 Seabreeze Village
Future Build Conditions
with Improvements
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB with Improvements Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)37 21 150 106 21 70 127 1037 94 164 939 31
Future Volume (vph)37 21 150 106 21 70 127 1037 94 164 939 31
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%0%-1%0%
Storage Length (ft)0 25 236 0 300 100 300 300
Storage Lanes 0 1 1 0 1 1 1 1
Taper Length (ft)25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.884 0.850 0.850
Flt Protected 0.969 0.950 0.950 0.950
Satd. Flow (prot)0 1814 1591 1770 1647 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.759 0.715 0.950 0.950
Satd. Flow (perm)0 1421 1591 1332 1647 0 1778 3557 1591 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft)1427 361 3376 597
Travel Time (s)21.6 4.5 51.2 9.0
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
Adj. Flow (vph)41 23 167 118 23 78 141 1152 104 182 1043 34
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 64 167 118 101 0 141 1152 104 182 1043 34
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)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft)20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft)0
Detector 2 Size(ft)15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB with Improvements Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s)30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s)30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%)21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.0 23.0 23.0 23.0 23.0 13.0 83.0 83.0 13.0 83.0 83.0
Yellow Time (s)5.0 5.0 5.0 5.0 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 2.0 2.0 2.0 2.0
Lost Time Adjust (s)-2.0 -2.0 0.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 7.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 15.0 15.0 12.9 15.0 12.9 34.8 34.8 15.3 37.2 37.2
Actuated g/C Ratio 0.19 0.19 0.16 0.19 0.16 0.43 0.43 0.19 0.46 0.46
v/c Ratio 0.24 0.56 0.55 0.33 0.49 0.75 0.15 0.54 0.64 0.05
Control Delay 32.1 39.1 42.9 33.1 39.6 22.7 14.7 39.6 19.2 13.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.1 39.1 42.9 33.1 39.6 22.7 14.7 39.6 19.2 13.5
LOS CDDC DCBDBB
Approach Delay 37.1 38.4 23.8 22.0
Approach LOS DDCC
Queue Length 50th (ft)27 76 54 44 63 242 30 82 202 9
Queue Length 95th (ft)70 156 120 100 143 358 66 #195 313 28
Internal Link Dist (ft)1347 281 3296 517
Turn Bay Length (ft)25 236 300 100 300 300
Base Capacity (vph)450 504 388 522 338 3451 1543 336 3433 1536
Starvation Cap Reductn 0000 000000
Spillback Cap Reductn 0000 000000
Storage Cap Reductn 0000 000000
Reduced v/c Ratio 0.14 0.33 0.30 0.19 0.42 0.33 0.07 0.54 0.30 0.02
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 80.3
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 25.1 Intersection LOS: C
Intersection Capacity Utilization 62.8% ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB with Improvements Synchro 11 Report
Page 3
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB with Improvements Synchro 11 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)0 119 1075 68 0 1133
Future Volume (vph)0 119 1075 68 0 1133
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft)25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph)55 45 55
Link Distance (ft)421 597 3547
Travel Time (s)5.2 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 132 1194 76 0 1259
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 132 1194 76 0 1259
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft)0 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 43.8% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB with Improvements Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 119 1075 68 0 1133
Future Vol, veh/h 0 119 1075 68 0 1133
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
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 0 132 1194 76 0 1259
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 597 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 0 446 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - 446 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 16.4 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 446 -
HCM Lane V/C Ratio - - 0.296 -
HCM Control Delay (s) - - 16.4 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 1.2 -
Lanes, Volumes, Timings
300: S Seabreeze Road & Site Access 1 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB with Improvements Synchro 11 Report
Page 6
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 229 48 27 4 4 168
Future Volume (vph) 229 48 27 4 4 168
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)125 0 0 0
Storage Lanes 1 0 1 0
Taper Length (ft) 0 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.984 0.868
Flt Protected 0.950 0.999
Satd. Flow (prot)1770 1863 1833 0 1615 0
Flt Permitted 0.950 0.999
Satd. Flow (perm)1770 1863 1833 0 1615 0
Link Speed (mph)30 55 30
Link Distance (ft)361 2803 1273
Travel Time (s)8.2 34.7 28.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)254 53 30 4 4 187
Shared Lane Traffic (%)
Lane Group Flow (vph) 254 53 34 0 191 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right 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 Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 36.6% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
300: S Seabreeze Road & Site Access 1 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB with Improvements Synchro 11 Report
Page 7
Intersection
Int Delay, s/veh 7.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 229 48 27 4 4 168
Future Vol, veh/h 229 48 27 4 4 168
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - 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 254 53 30 4 4 187
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 34 0 - 0 593 32
Stage 1 - - - - 32 -
Stage 2 - - - - 561 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1578 - - - 468 1042
Stage 1 - - - - 991 -
Stage 2 - - - - 571 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1578 - - - 393 1042
Mov Cap-2 Maneuver - - - - 393 -
Stage 1 - - - - 831 -
Stage 2 - - - - 571 -
Approach EB WB SB
HCM Control Delay, s 6.4 0 9.4
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1578 - - - 1003
HCM Lane V/C Ratio 0.161 - - - 0.191
HCM Control Delay (s) 7.7 - - - 9.4
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0.6 - - - 0.7
Lanes, Volumes, Timings
400: Site Access 2 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB with Improvements Synchro 11 Report
Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph)11 57 4 5 114 4
Future Volume (vph)11 57 4 5 114 4
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.887 0.996
Flt Protected 0.980 0.954
Satd. Flow (prot)1652 0 0 1825 1770 0
Flt Permitted 0.980 0.954
Satd. Flow (perm)1652 0 0 1825 1770 0
Link Speed (mph)30 55 30
Link Distance (ft)421 2784 1328
Travel Time (s)9.6 34.5 30.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)12 63 4 6 127 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 75 0 0 10 131 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.3%ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
400: Site Access 2 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2024 FB with Improvements Synchro 11 Report
Page 9
Intersection
Int Delay, s/veh 5.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 11 57 4 5 114 4
Future Vol, veh/h 11 57 4 5 114 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 63 4 6 127 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 75 0 58 44
Stage 1 - - - - 44 -
Stage 2 - - - - 14 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1524 - 949 1026
Stage 1 - - - - 978 -
Stage 2 - - - - 1009 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1524 - 946 1026
Mov Cap-2 Maneuver - - - - 946 -
Stage 1 - - - - 978 -
Stage 2 - - - - 1006 -
Approach EB WB NB
HCM Control Delay, s 0 3.3 9.4
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)949 - - 1524 -
HCM Lane V/C Ratio 0.138 - - 0.003 -
HCM Control Delay (s) 9.4 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.5 - - 0 -
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB with Improvements Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)32 18 198 89 16 49 154 1132 96 170 1124 81
Future Volume (vph)32 18 198 89 16 49 154 1132 96 170 1124 81
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%0%-1%0%
Storage Length (ft)0 25 236 0 300 100 300 300
Storage Lanes 0 1 1 0 1 1 1 1
Taper Length (ft)25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.887 0.850 0.850
Flt Protected 0.969 0.950 0.950 0.950
Satd. Flow (prot)0 1814 1591 1770 1652 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.795 0.720 0.950 0.950
Satd. Flow (perm)0 1488 1591 1341 1652 0 1778 3557 1591 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft)1427 361 3376 597
Travel Time (s)21.6 4.5 51.2 9.0
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
Adj. Flow (vph)36 20 220 99 18 54 171 1258 107 189 1249 90
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 56 220 99 72 0 171 1258 107 189 1249 90
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)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft)20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft)0
Detector 2 Size(ft)15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB with Improvements Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s)30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s)30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%)21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.0 23.0 23.0 23.0 23.0 13.0 83.0 83.0 13.0 83.0 83.0
Yellow Time (s)5.0 5.0 5.0 5.0 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 2.0 2.0 2.0 2.0
Lost Time Adjust (s)-2.0 -2.0 0.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 7.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s)0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 19.0 19.0 17.0 19.0 14.7 40.1 40.1 15.3 40.7 40.7
Actuated g/C Ratio 0.21 0.21 0.19 0.21 0.16 0.45 0.45 0.17 0.45 0.45
v/c Ratio 0.18 0.65 0.39 0.21 0.59 0.79 0.15 0.63 0.78 0.13
Control Delay 32.5 43.8 38.7 32.7 47.2 25.6 15.6 48.5 24.9 15.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.5 43.8 38.7 32.7 47.2 25.6 15.6 48.5 24.9 15.3
LOS CDDC DCBDCB
Approach Delay 41.5 36.2 27.3 27.3
Approach LOS DDCC
Queue Length 50th (ft)26 115 49 34 90 307 35 101 305 29
Queue Length 95th (ft)66 218 110 80 #205 431 71 #238 428 61
Internal Link Dist (ft)1347 281 3296 517
Turn Bay Length (ft)25 236 300 100 300 300
Base Capacity (vph)423 452 351 470 303 3272 1464 302 3256 1456
Starvation Cap Reductn 0000 000000
Spillback Cap Reductn 0000 000000
Storage Cap Reductn 0000 000000
Reduced v/c Ratio 0.13 0.49 0.28 0.15 0.56 0.38 0.07 0.63 0.38 0.06
Intersection Summary
Area Type:Other
Cycle Length: 140
Actuated Cycle Length: 89.7
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 28.8 Intersection LOS: C
Intersection Capacity Utilization 64.8% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB with Improvements Synchro 11 Report
Page 3
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB with Improvements Synchro 11 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)0 108 1157 55 0 1369
Future Volume (vph)0 108 1157 55 0 1369
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft)25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph)55 45 55
Link Distance (ft)421 597 3547
Travel Time (s)5.2 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 120 1286 61 0 1521
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 120 1286 61 0 1521
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft)0 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 45.3% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB with Improvements Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 108 1157 55 0 1369
Future Vol, veh/h 0 108 1157 55 0 1369
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
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 0 120 1286 61 0 1521
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 643 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 0 416 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - 416 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 17.1 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 416 -
HCM Lane V/C Ratio - - 0.288 -
HCM Control Delay (s) - - 17.1 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 1.2 -
Lanes, Volumes, Timings
300: S Seabreeze Road & Site Access 1 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB with Improvements Synchro 11 Report
Page 6
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 202 80 10 4 4 142
Future Volume (vph) 202 80 10 4 4 142
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Storage Length (ft)125 0 0 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.964 0.868
Flt Protected 0.950 0.999
Satd. Flow (prot)1770 1863 1796 0 1615 0
Flt Permitted 0.950 0.999
Satd. Flow (perm)1770 1863 1796 0 1615 0
Link Speed (mph)30 55 30
Link Distance (ft)361 2803 1273
Travel Time (s)8.2 34.7 28.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)224 89 11 4 4 158
Shared Lane Traffic (%)
Lane Group Flow (vph) 224 89 15 0 162 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right 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 Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 33.5% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
300: S Seabreeze Road & Site Access 1 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB with Improvements Synchro 11 Report
Page 7
Intersection
Int Delay, s/veh 6.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 202 80 10 4 4 142
Future Vol, veh/h 202 80 10 4 4 142
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - 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 224 89 11 4 4 158
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 15 0 - 0 550 13
Stage 1 - - - - 13 -
Stage 2 - - - - 537 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1603 - - - 496 1067
Stage 1 - - - - 1010 -
Stage 2 - - - - 586 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1603 - - - 427 1067
Mov Cap-2 Maneuver - - - - 427 -
Stage 1 - - - - 869 -
Stage 2 - - - - 586 -
Approach EB WB SB
HCM Control Delay, s 5.5 0 9.2
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1603 - - - 1025
HCM Lane V/C Ratio 0.14 - - - 0.158
HCM Control Delay (s) 7.6 - - - 9.2
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0.5 - - - 0.6
Lanes, Volumes, Timings
400: Site Access 2 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB with Improvements Synchro 11 Report
Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph)5 50 4 4 104 4
Future Volume (vph)5 50 4 4 104 4
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.878 0.995
Flt Protected 0.976 0.954
Satd. Flow (prot)1635 0 0 1818 1768 0
Flt Permitted 0.976 0.954
Satd. Flow (perm)1635 0 0 1818 1768 0
Link Speed (mph)30 55 30
Link Distance (ft)421 2784 1328
Travel Time (s)9.6 34.5 30.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)6 56 4 4 116 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 62 0 0 8 120 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.5%ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
400: Site Access 2 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2024 FB with Improvements Synchro 11 Report
Page 9
Intersection
Int Delay, s/veh 6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 5 50 4 4 104 4
Future Vol, veh/h 5 50 4 4 104 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 6 56 4 4 116 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 62 0 46 34
Stage 1 - - - - 34 -
Stage 2 - - - - 12 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1541 - 964 1039
Stage 1 - - - - 988 -
Stage 2 - - - - 1011 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1541 - 961 1039
Mov Cap-2 Maneuver - - - - 961 -
Stage 1 - - - - 988 -
Stage 2 - - - - 1008 -
Approach EB WB NB
HCM Control Delay, s 0 3.7 9.3
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)964 - - 1541 -
HCM Lane V/C Ratio 0.124 - - 0.003 -
HCM Control Delay (s) 9.3 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.4 - - 0 -
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB with Improvements Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)37 23 151 108 21 70 128 1052 99 177 949 31
Future Volume (vph)37 23 151 108 21 70 128 1052 99 177 949 31
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%)-1%0%-1%0%
Storage Length (ft)0 25 236 0 300 100 300 300
Storage Lanes 0 1 1 0 1 1 1 1
Taper Length (ft)25 25 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.884 0.850 0.850
Flt Protected 0.970 0.950 0.950 0.950
Satd. Flow (prot)0 1816 1591 1770 1647 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.767 0.713 0.950 0.950
Satd. Flow (perm)0 1436 1591 1328 1647 0 1778 3557 1591 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft)1427 361 3376 597
Travel Time (s)21.6 4.5 51.2 9.0
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
Adj. Flow (vph)41 26 168 120 23 78 142 1169 110 197 1054 34
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 67 168 120 101 0 142 1169 110 197 1054 34
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)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft)20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft)0
Detector 2 Size(ft)15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB with Improvements Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%) 21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.0 23.0 23.0 23.0 23.0 13.0 83.0 83.0 13.0 83.0 83.0
Yellow Time (s) 5.0 5.0 5.0 5.0 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 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 0.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 7.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 15.1 15.1 13.1 15.1 13.0 35.6 35.6 15.3 38.0 38.0
Actuated g/C Ratio 0.19 0.19 0.16 0.19 0.16 0.44 0.44 0.19 0.47 0.47
v/c Ratio 0.25 0.57 0.56 0.33 0.50 0.75 0.16 0.59 0.64 0.05
Control Delay 32.6 39.6 43.9 33.5 40.4 22.8 14.7 42.0 19.2 13.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.6 39.6 43.9 33.5 40.4 22.8 14.7 42.0 19.2 13.4
LOS CDDC DCBDBB
Approach Delay 37.6 39.2 23.9 22.6
Approach LOS DDCC
Queue Length 50th (ft) 29 77 56 44 64 247 32 91 206 9
Queue Length 95th (ft) 72 159 124 101 146 367 70 #222 318 28
Internal Link Dist (ft) 1347 281 3296 517
Turn Bay Length (ft) 25 236 300 100 300 300
Base Capacity (vph) 450 498 382 515 334 3427 1533 332 3410 1525
Starvation Cap Reductn 0000 000000
Spillback Cap Reductn 0000 000000
Storage Cap Reductn 0000 000000
Reduced v/c Ratio 0.15 0.34 0.31 0.20 0.43 0.34 0.07 0.59 0.31 0.02
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 81.4
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 25.4 Intersection LOS: C
Intersection Capacity Utilization 64.0% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB with Improvements Synchro 11 Report
Page 3
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB with Improvements Synchro 11 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 121 1086 73 0 1156
Future Volume (vph) 0 121 1086 73 0 1156
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph) 55 45 55
Link Distance (ft) 421 597 3547
Travel Time (s) 5.2 9.0 44.0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 134 1207 81 0 1284
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 134 1207 81 0 1284
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 44.2% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB with Improvements Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 121 1086 73 0 1156
Future Vol, veh/h 0 121 1086 73 0 1156
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
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 0 134 1207 81 0 1284
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 604 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 0 441 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - 441 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 16.7 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 441 -
HCM Lane V/C Ratio - - 0.305 -
HCM Control Delay (s) - - 16.7 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 1.3 -
Lanes, Volumes, Timings
300: S Seabreeze Road & Site Access 1 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB with Improvements Synchro 11 Report
Page 6
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 249 48 27 4 4 170
Future Volume (vph) 249 48 27 4 4 170
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 125 0 0 0
Storage Lanes 1 0 1 0
Taper Length (ft) 0 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.984 0.868
Flt Protected 0.950 0.999
Satd. Flow (prot) 1770 1863 1833 0 1615 0
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1770 1863 1833 0 1615 0
Link Speed (mph) 30 55 30
Link Distance (ft) 361 2803 1273
Travel Time (s) 8.2 34.7 28.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 277 53 30 4 4 189
Shared Lane Traffic (%)
Lane Group Flow (vph) 277 53 34 0 193 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right 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 Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 37.9% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
300: S Seabreeze Road & Site Access 1 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB with Improvements Synchro 11 Report
Page 7
Intersection
Int Delay, s/veh 7.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 249 48 27 4 4 170
Future Vol, veh/h 249 48 27 4 4 170
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - 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 277 53 30 4 4 189
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 34 0 - 0 639 32
Stage 1 - - - - 32 -
Stage 2 - - - - 607 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1578 - - - 440 1042
Stage 1 - - - - 991 -
Stage 2 - - - - 544 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1578 - - - 363 1042
Mov Cap-2 Maneuver - - - - 363 -
Stage 1 - - - - 817 -
Stage 2 - - - - 544 -
Approach EB WB SB
HCM Control Delay, s 6.5 0 9.5
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1578 - - - 999
HCM Lane V/C Ratio 0.175 - - - 0.194
HCM Control Delay (s) 7.8 - - - 9.5
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0.6 - - - 0.7
Lanes, Volumes, Timings
400: Site Access 2 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB with Improvements Synchro 11 Report
Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 11 62 4 5 116 4
Future Volume (vph) 11 62 4 5 116 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.885 0.996
Flt Protected 0.980 0.954
Satd. Flow (prot) 1649 0 0 1825 1770 0
Flt Permitted 0.980 0.954
Satd. Flow (perm) 1649 0 0 1825 1770 0
Link Speed (mph) 30 55 30
Link Distance (ft) 421 2784 1328
Travel Time (s) 9.6 34.5 30.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 12 69 4 6 129 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 81 0 0 10 133 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.7% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
400: Site Access 2 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 AM 2025 FB with Improvements Synchro 11 Report
Page 9
Intersection
Int Delay, s/veh 5.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 11 62 4 5 116 4
Future Vol, veh/h 11 62 4 5 116 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 12 69 4 6 129 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 81 0 61 47
Stage 1 - - - - 47 -
Stage 2 - - - - 14 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1517 - 945 1022
Stage 1 - - - - 975 -
Stage 2 - - - - 1009 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1517 - 942 1022
Mov Cap-2 Maneuver - - - - 942 -
Stage 1 - - - - 975 -
Stage 2 - - - - 1006 -
Approach EB WB NB
HCM Control Delay, s 0 3.3 9.4
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 944 - - 1517 -
HCM Lane V/C Ratio 0.141 - - 0.003 -
HCM Control Delay (s) 9.4 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.5 - - 0 -
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB with Improvements Synchro 11 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 32 18 200 97 17 52 156 1146 98 175 1136 82
Future Volume (vph) 32 18 200 97 17 52 156 1146 98 175 1136 82
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) -1% 0% -1% 0%
Storage Length (ft) 0 25 236 0 300 100 300 300
Storage Lanes 0 1 1 0 1 1 1 1
Taper Length (ft) 25 0 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.887 0.850 0.850
Flt Protected 0.969 0.950 0.950 0.950
Satd. Flow (prot) 0 1814 1591 1770 1652 0 1778 3557 1591 1770 3539 1583
Flt Permitted 0.794 0.720 0.950 0.950
Satd. Flow (perm) 0 1486 1591 1341 1652 0 1778 3557 1591 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 45 55 45 45
Link Distance (ft) 1427 361 3376 597
Travel Time (s) 21.6 4.5 51.2 9.0
Peak Hour Factor 0.90 0.90 0.90 0.92 0.90 0.92 0.90 0.92 0.92 0.92 0.92 0.90
Adj. Flow (vph) 36 20 222 105 19 57 173 1246 107 190 1235 91
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 56 222 105 76 0 173 1246 107 190 1235 91
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) 12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 0.99 0.99 0.99 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 11112 110110
Detector Template Left Left Thru Thru
Leading Detector (ft) 20 40 15 20 40 40 306 0 40 306 0
Trailing Detector (ft)00000 0300003000
Detector 1 Position(ft)00000 0300003000
Detector 1 Size(ft) 20 40 15 20 40 40 6 20 40 6 20
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 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 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 3.0 15.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0 0.0
Detector 2 Position(ft) 0
Detector 2 Size(ft) 15
Detector 2 Type Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0
Turn Type Perm NA Perm Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB with Improvements Synchro 11 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 4 4 8 2 6
Detector Phase 44488 522166
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 12.0 12.0 7.0 12.0 12.0
Minimum Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (s) 30.0 30.0 30.0 30.0 30.0 20.0 90.0 90.0 20.0 90.0 90.0
Total Split (%) 21.4% 21.4% 21.4% 21.4% 21.4% 14.3% 64.3% 64.3% 14.3% 64.3% 64.3%
Maximum Green (s) 23.0 23.0 23.0 23.0 23.0 13.0 83.0 83.0 13.0 83.0 83.0
Yellow Time (s) 5.0 5.0 5.0 5.0 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 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 0.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 7.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 6.0 2.0 6.0 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 3.0 3.0 0.2 3.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 30.0 0.0 30.0 30.0
Recall Mode None None None None None None Min Min None Min Min
Act Effct Green (s) 19.1 19.1 17.1 19.1 14.8 39.7 39.7 15.3 40.2 40.2
Actuated g/C Ratio 0.21 0.21 0.19 0.21 0.17 0.44 0.44 0.17 0.45 0.45
v/c Ratio 0.18 0.65 0.41 0.22 0.59 0.79 0.15 0.63 0.78 0.13
Control Delay 32.2 43.4 38.9 32.6 47.0 25.6 15.7 48.3 25.0 15.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.2 43.4 38.9 32.6 47.0 25.6 15.7 48.3 25.0 15.5
LOS CDDC DCBDCB
Approach Delay 41.1 36.2 27.3 27.3
Approach LOS DDCC
Queue Length 50th (ft) 26 115 52 35 91 304 35 101 301 29
Queue Length 95th (ft) 65 219 115 83 #206 426 71 #236 421 62
Internal Link Dist (ft) 1347 281 3296 517
Turn Bay Length (ft) 25 236 300 100 300 300
Base Capacity (vph) 424 454 352 471 304 3281 1467 303 3264 1460
Starvation Cap Reductn 0000 000000
Spillback Cap Reductn 0000 000000
Storage Cap Reductn 0000 000000
Reduced v/c Ratio 0.13 0.49 0.30 0.16 0.57 0.38 0.07 0.63 0.38 0.06
Intersection Summary
Area Type: Other
Cycle Length: 140
Actuated Cycle Length: 89.4
Natural Cycle: 140
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 28.9 Intersection LOS: C
Intersection Capacity Utilization 65.9% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Lanes, Volumes, Timings
100: US 421 & River Road/S Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB with Improvements Synchro 11 Report
Page 3
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 421 & River Road/S Seabreeze Road
Lanes, Volumes, Timings
200: US 421 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB with Improvements Synchro 11 Report
Page 4
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 114 1172 57 0 1386
Future Volume (vph) 0 114 1172 57 0 1386
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 0.865 0.850
Flt Protected
Satd. Flow (prot) 0 1611 3539 1583 0 3539
Flt Permitted
Satd. Flow (perm) 0 1611 3539 1583 0 3539
Link Speed (mph) 55 45 55
Link Distance (ft) 421 597 3547
Travel Time (s) 5.2 9.0 44.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 124 1274 62 0 1507
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 124 1274 62 0 1507
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 46.1% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
200: US 421 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB with Improvements Synchro 11 Report
Page 5
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 114 1172 57 0 1386
Future Vol, veh/h 0 114 1172 57 0 1386
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 150 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 124 1274 62 0 1507
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 637 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 0 420 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 420 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach WB NB SB
HCM Control Delay, s 17.1 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 420 -
HCM Lane V/C Ratio - - 0.295 -
HCM Control Delay (s) - - 17.1 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 1.2 -
Lanes, Volumes, Timings
300: S Seabreeze Road & Site Access 1 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB with Improvements Synchro 11 Report
Page 6
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 208 81 10 4 4 154
Future Volume (vph) 208 81 10 4 4 154
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 125 0 0 0
Storage Lanes 1 0 1 0
Taper Length (ft) 0 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.964 0.868
Flt Protected 0.950 0.999
Satd. Flow (prot) 1770 1863 1796 0 1615 0
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1770 1863 1796 0 1615 0
Link Speed (mph) 30 55 30
Link Distance (ft) 361 2803 1273
Travel Time (s) 8.2 34.7 28.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 231 90 11 4 4 171
Shared Lane Traffic (%)
Lane Group Flow (vph) 231 90 15 0 175 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right 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 Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 34.6% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
300: S Seabreeze Road & Site Access 1 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB with Improvements Synchro 11 Report
Page 7
Intersection
Int Delay, s/veh 6.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 208 81 10 4 4 154
Future Vol, veh/h 208 81 10 4 4 154
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 125 - - - 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 231 90 11 4 4 171
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 15 0 - 0 565 13
Stage 1 - - - - 13 -
Stage 2 - - - - 552 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1603 - - - 486 1067
Stage 1 - - - - 1010 -
Stage 2 - - - - 577 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1603 - - - 416 1067
Mov Cap-2 Maneuver - - - - 416 -
Stage 1 - - - - 865 -
Stage 2 - - - - 577 -
Approach EB WB SB
HCM Control Delay, s 5.5 0 9.2
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1603 - - - 1026
HCM Lane V/C Ratio 0.144 - - - 0.171
HCM Control Delay (s) 7.6 - - - 9.2
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0.5 - - - 0.6
Lanes, Volumes, Timings
400: Site Access 2 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB with Improvements Synchro 11 Report
Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 5 52 4 4 110 4
Future Volume (vph) 5 52 4 4 110 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.878 0.996
Flt Protected 0.976 0.954
Satd. Flow (prot) 1635 0 0 1818 1770 0
Flt Permitted 0.976 0.954
Satd. Flow (perm) 1635 0 0 1818 1770 0
Link Speed (mph) 30 55 30
Link Distance (ft) 421 2784 1328
Travel Time (s) 9.6 34.5 30.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 6 58 4 4 122 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 64 0 0 8 126 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.8% ICU Level of Service A
Analysis Period (min) 15
HCM 6th TWSC
400: Site Access 2 & N Seabreeze Road 05/19/2023
Scenario 1 2:12 pm 03/22/2023 PM 2025 FB with Improvements Synchro 11 Report
Page 9
Intersection
Int Delay, s/veh 6.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 5 52 4 4 110 4
Future Vol, veh/h 5 52 4 4 110 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 6 58 4 4 122 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 64 0 47 35
Stage 1 - - - - 35 -
Stage 2 - - - - 12 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1538 - 963 1038
Stage 1 - - - - 987 -
Stage 2 - - - - 1011 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1538 - 960 1038
Mov Cap-2 Maneuver - - - - 960 -
Stage 1 - - - - 987 -
Stage 2 - - - - 1008 -
Approach EB WB NB
HCM Control Delay, s 0 3.7 9.3
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 963 - - 1538 -
HCM Lane V/C Ratio 0.132 - - 0.003 -
HCM Control Delay (s) 9.3 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.5 - - 0 -
6/15/2023 220284 Seabreeze Village
Queueing Analysis
SimTraffic Worksheets
Queuing and Blocking Report
AM Existing 05/11/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB NB NB NB NB SB SB SB SB
Directions Served LT R LTR L T T R L T T R
Maximum Queue (ft) 199 125 42 88 150 149 12 51 146 140 47
Average Queue (ft) 36 64 7 41 62 67 1 20 76 72 8
95th Queue (ft) 117 106 22 74 119 122 7 48 117 124 28
Link Distance (ft) 1370 3911 3327 3327 539 539
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25 300 100 300 300
Storage Blk Time (%) 13 48 2
Queuing Penalty (veh) 19 19 0
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft) 14
Average Queue (ft) 3
95th Queue (ft) 11
Link Distance (ft) 3511
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 38
Queuing and Blocking Report
PM Existing 05/18/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB NB NB NB NB SB SB SB SB
Directions Served LT R LTR L T T R L T T R
Maximum Queue (ft) 199 125 42 88 150 149 12 51 146 140 47
Average Queue (ft) 36 64 7 41 62 67 1 20 76 72 8
95th Queue (ft)117 106 22 74 119 122 7 48 117 124 28
Link Distance (ft)1370 3911 3327 3327 539 539
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)25 300 100 300 300
Storage Blk Time (%) 13 48 2
Queuing Penalty (veh) 19 19 0
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft)14
Average Queue (ft)3
95th Queue (ft)11
Link Distance (ft)3511
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 38
Queuing and Blocking Report
AM 2024 FNB 05/17/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB NB NB NB NB SB SB SB SB
Directions Served LT R LTR L T T R L T T R
Maximum Queue (ft) 146 125 43 152 159 189 17 51 191 223 41
Average Queue (ft) 59 79 8 77 93 104 1 24 119 132 9
95th Queue (ft) 132 120 29 129 155 173 8 49 186 207 29
Link Distance (ft) 1370 3911 3327 3327 539 539
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25 300 100 300 300
Storage Blk Time (%) 23 59 9
Queuing Penalty (veh) 35 24 1
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft) 39
Average Queue (ft) 4
95th Queue (ft) 17
Link Distance (ft) 3511
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 60
Queuing and Blocking Report
PM 2024 FNB 05/17/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB NB NB NB SB SB SB SB
Directions Served LT R LTR L T T L T T R
Maximum Queue (ft) 304 125 17 239 265 349 94 240 248 49
Average Queue (ft) 113 96 3 109 135 161 42 161 185 19
95th Queue (ft) 240 138 12 195 249 278 78 234 243 49
Link Distance (ft) 1370 3911 3327 3327 539 539
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25 300 300 300
Storage Blk Time (%) 18 71 16
Queuing Penalty (veh) 35 25 2
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft) 13
Average Queue (ft) 2
95th Queue (ft) 10
Link Distance (ft) 3511
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 62
Queuing and Blocking Report
AM 2025 FNB 05/17/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB NB NB NB NB SB SB SB SB
Directions Served LT R LTR L T T R L T T R
Maximum Queue (ft) 190 125 62 90 174 215 17 72 245 244 66
Average Queue (ft) 51 69 11 60 86 105 2 29 122 131 9
95th Queue (ft) 133 109 38 91 150 179 11 67 192 204 36
Link Distance (ft) 1370 3911 3327 3327 539 539
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25 300 100 300 300
Storage Blk Time (%) 20 52 6
Queuing Penalty (veh) 30 21 0
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft) 14
Average Queue (ft) 2
95th Queue (ft) 11
Link Distance (ft) 3511
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 52
Queuing and Blocking Report
PM 2025 FNB 05/17/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB NB NB NB NB SB SB SB SB
Directions Served LT R LTR L T T R L T T R
Maximum Queue (ft) 239 125 41 149 300 335 17 136 234 247 49
Average Queue (ft) 124 98 6 77 140 158 1 48 168 182 25
95th Queue (ft) 229 141 24 129 239 254 8 96 241 258 51
Link Distance (ft) 1370 3911 3327 3327 539 539
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25 300 100 300 300
Storage Blk Time (%) 15 66 0 16
Queuing Penalty (veh) 30 24 0 2
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft) 14
Average Queue (ft) 2
95th Queue (ft) 9
Link Distance (ft) 3511
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 55
Queuing and Blocking Report
AM 2024 FB 05/17/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB NB NB NB NB SB SB SB SB
Directions Served LT R LTR L T T R L T T R
Maximum Queue (ft) 131 118 172 154 293 303 200 272 296 244 84
Average Queue (ft) 57 71 88 71 151 170 66 128 127 147 13
95th Queue (ft) 125 111 146 127 250 271 175 234 221 222 46
Link Distance (ft) 1370 276 3327 3327 538 538
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25 300 100 300 300
Storage Blk Time (%) 21 50 0 21 1 0
Queuing Penalty (veh) 31 29 0 20 4 0
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft) 131
Average Queue (ft) 37
95th Queue (ft) 80
Link Distance (ft) 325
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: S Seabreeze Road & Site Access 1
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 76 96
Average Queue (ft) 7 39
95th Queue (ft) 37 63
Link Distance (ft) 276 1244
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2024 FB 05/17/2023
Scenario 1 SimTraffic Report
Page 2
Intersection: 400: Site Access 2 & N Seabreeze Road
Movement WB NB
Directions Served LT LR
Maximum Queue (ft) 24 78
Average Queue (ft) 1 36
95th Queue (ft) 8 60
Link Distance (ft) 2759 1298
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
PM 2024 FB 05/17/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB NB NB NB NB SB SB SB SB
Directions Served LT R LTR L T T R L T T R
Maximum Queue (ft) 290 125 276 154 326 312 200 197 225 243 70
Average Queue (ft) 119 98 108 93 166 184 51 96 151 173 23
95th Queue (ft) 234 139 206 156 261 272 162 154 218 241 55
Link Distance (ft) 1370 276 3327 3327 538 538
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 25 300 100 300 300
Storage Blk Time (%) 28 66 0 26 0
Queuing Penalty (veh) 55 33 0 25 0
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft) 149
Average Queue (ft) 35
95th Queue (ft) 79
Link Distance (ft) 325
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: S Seabreeze Road & Site Access 1
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 31 76
Average Queue (ft) 3 42
95th Queue (ft) 18 64
Link Distance (ft) 276 1244
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2024 FB 05/17/2023
Scenario 1 SimTraffic Report
Page 2
Intersection: 400: Site Access 2 & N Seabreeze Road
Movement NB
Directions Served LR
Maximum Queue (ft) 55
Average Queue (ft) 32
95th Queue (ft) 49
Link Distance (ft) 1298
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 113
Queuing and Blocking Report
AM 2025 FB 05/17/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB NB NB NB NB SB SB SB SB
Directions Served LT R LTR L T T R L T T R
Maximum Queue (ft) 174 125 187 151 270 279 200 196 254 220 72
Average Queue (ft) 74 81 90 76 155 171 54 94 135 148 12
95th Queue (ft) 165 138 150 128 231 252 156 157 197 209 40
Link Distance (ft) 1370 276 3327 3327 538 538
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25 300 100 300 300
Storage Blk Time (%) 22 56 22 1
Queuing Penalty (veh) 33 33 22 3
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft) 90
Average Queue (ft) 34
95th Queue (ft) 67
Link Distance (ft) 325
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: S Seabreeze Road & Site Access 1
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 56 137
Average Queue (ft) 20 48
95th Queue (ft) 53 89
Link Distance (ft) 276 1244
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2025 FB 05/17/2023
Scenario 1 SimTraffic Report
Page 2
Intersection: 400: Site Access 2 & N Seabreeze Road
Movement NB
Directions Served LR
Maximum Queue (ft) 78
Average Queue (ft) 38
95th Queue (ft) 62
Link Distance (ft) 1298
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 91
Queuing and Blocking Report
PM 2025 FB 05/11/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB NB NB NB NB SB SB SB SB
Directions Served LT R LTR L T T R L T T R
Maximum Queue (ft) 195 125 156 242 273 316 200 182 270 316 90
Average Queue (ft) 91 85 92 92 151 177 56 100 169 190 42
95th Queue (ft) 187 131 145 166 227 268 177 154 261 278 83
Link Distance (ft) 1370 276 3327 3327 538 538
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25 300 100 300 300
Storage Blk Time (%) 26 68 20 0
Queuing Penalty (veh) 53 34 20 0
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft) 109
Average Queue (ft) 44
95th Queue (ft) 87
Link Distance (ft) 325
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: S Seabreeze Road & Site Access 1
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 127 78
Average Queue (ft) 7 42
95th Queue (ft) 48 65
Link Distance (ft) 276 1244
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2025 FB 05/11/2023
Scenario 1 SimTraffic Report
Page 2
Intersection: 400: Site Access 2 & N Seabreeze Road
Movement NB
Directions Served LR
Maximum Queue (ft) 78
Average Queue (ft) 34
95th Queue (ft) 55
Link Distance (ft) 1298
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
AM 2024 FB with Improvements 05/18/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB WB NB NB NB NB SB SB SB SB
Directions Served LT R L TR L T T R L T T R
Maximum Queue (ft) 245 125 192 84 176 266 274 200 198 197 247 69
Average Queue (ft) 78 75 71 41 76 134 156 35 105 108 127 11
95th Queue (ft)178 134 136 74 138 203 224 117 168 159 197 41
Link Distance (ft)1371 279 3321 3321 531 531
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)25 100 300 100 300 300
Storage Blk Time (%) 32 53 5 0 18 0
Queuing Penalty (veh) 47 31 5 0 17 0
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft)64
Average Queue (ft)36
95th Queue (ft)63
Link Distance (ft)325
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: S Seabreeze Road & Site Access 1
Movement EB SB
Directions Served LT LR
Maximum Queue (ft)31 97
Average Queue (ft)4 44
95th Queue (ft)21 68
Link Distance (ft)279 1244
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2024 FB with Improvements 05/18/2023
Scenario 1 SimTraffic Report
Page 2
Intersection: 400: Site Access 2 & N Seabreeze Road
Movement NB
Directions Served LR
Maximum Queue (ft)55
Average Queue (ft)34
95th Queue (ft)49
Link Distance (ft)1298
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 100
Queuing and Blocking Report
PM 2024 FB with Improvements 05/19/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB WB NB NB NB NB SB SB SB SB
Directions Served LT R L TR L T T R L T T R
Maximum Queue (ft) 241 125 195 102 154 257 283 200 284 229 278 70
Average Queue (ft) 113 95 62 36 92 163 180 61 139 160 180 27
95th Queue (ft)235 140 142 70 147 229 251 188 241 225 251 60
Link Distance (ft)1371 277 3321 3321 532 532
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)25 236 300 100 300 300
Storage Blk Time (%) 33 65 25 0
Queuing Penalty (veh) 65 32 24 0
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft) 100
Average Queue (ft) 42
95th Queue (ft)83
Link Distance (ft)325
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: S Seabreeze Road & Site Access 1
Movement SB
Directions Served LR
Maximum Queue (ft)56
Average Queue (ft)38
95th Queue (ft)56
Link Distance (ft)1238
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2024 FB with Improvements 05/19/2023
Scenario 1 SimTraffic Report
Page 2
Intersection: 400: Site Access 2 & N Seabreeze Road
Movement NB
Directions Served LR
Maximum Queue (ft)67
Average Queue (ft)35
95th Queue (ft)57
Link Distance (ft)1298
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 122
Queuing and Blocking Report
AM 2025 FB with Improvements 05/19/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB WB NB NB NB NB SB SB SB SB
Directions Served LT R L TR L T T R L T T R
Maximum Queue (ft) 135 83 107 75 90 145 169 60 133 150 180 23
Average Queue (ft) 55 65 90 43 80 102 119 21 100 122 143 9
95th Queue (ft) 130 87 115 73 95 146 174 55 135 146 178 26
Link Distance (ft) 1371 279 3321 3321 531 531
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25 100 300 100 300 300
Storage Blk Time (%) 20 70 2 11
Queuing Penalty (veh) 30 42 2 11
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft) 85
Average Queue (ft) 41
95th Queue (ft) 87
Link Distance (ft) 325
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: S Seabreeze Road & Site Access 1
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 74 72
Average Queue (ft) 15 43
95th Queue (ft) 64 70
Link Distance (ft) 279 1244
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2025 FB with Improvements 05/19/2023
Scenario 1 SimTraffic Report
Page 2
Intersection: 400: Site Access 2 & N Seabreeze Road
Movement NB
Directions Served LR
Maximum Queue (ft) 54
Average Queue (ft) 40
95th Queue (ft) 58
Link Distance (ft) 1298
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 85
Queuing and Blocking Report
PM 2025 FB with Improvements 05/19/2023
Scenario 1 SimTraffic Report
Page 1
Intersection: 100: US 421 & River Road/S Seabreeze Road
Movement EB EB WB WB NB NB NB NB SB SB SB SB
Directions Served LT R L TR L T T R L T T R
Maximum Queue (ft) 362 125 109 123 263 287 282 200 178 304 306 89
Average Queue (ft) 108 94 50 31 95 157 177 62 102 182 191 33
95th Queue (ft) 238 139 93 73 183 232 242 177 170 276 281 72
Link Distance (ft) 1371 277 3321 3321 532 532
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 25 236 300 100 300 300
Storage Blk Time (%) 21 65 0 22 0 0 0
Queuing Penalty (veh) 42 32 0 21 0 0 0
Intersection: 200: US 421 & N Seabreeze Road
Movement WB
Directions Served R
Maximum Queue (ft) 103
Average Queue (ft) 40
95th Queue (ft) 74
Link Distance (ft) 325
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: S Seabreeze Road & Site Access 1
Movement EB SB
Directions Served L LR
Maximum Queue (ft) 94 74
Average Queue (ft) 3 43
95th Queue (ft) 31 64
Link Distance (ft) 1238
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 125
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2025 FB with Improvements 05/19/2023
Scenario 1 SimTraffic Report
Page 2
Intersection: 400: Site Access 2 & N Seabreeze Road
Movement NB
Directions Served LR
Maximum Queue (ft) 55
Average Queue (ft) 37
95th Queue (ft) 54
Link Distance (ft) 1298
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 96
6/15/2023 220284 Seabreeze Village
Turning Movement Counts
Count Number: SITE 2
County: NEW HANOVER
Division: 03
Location: CAROLINA BEACH RD.
AND SEA BREEZE RD.
Location Type: 4-LEG
Count Type: TURNING
MOVEMENT
Count Start Date: 03-29-2023
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(03-29)
Total Volume: 9963
Weather: SUNNY NO RAIN
1.School in Session: YES
2.Pedestrians Observed During Count: NO
3.Disabled Pedestrians Present: NO
4.Counted By: KENNETH JOHNSON
5.Data Processor: MICHAEL JOHNSON
6.Signal Inventory: 03-0827
7.Intersection Controlled By: TRAFFIC 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 2
North CAROLINA BEACH RD.
SE
A
B
R
E
E
Z
E
R
D
.
CAROLINA BEACH RD.
RI
V
E
R
R
D
.
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: YES
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’: YES
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
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’: YES
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
SIGNAL CABINET:
File Name : SITE 2
Site Code : SITE 2
Start Date : 3/29/2023
Page No : 1
CAROLINA BEACH RD. AND SEABREEZE RD.
CARO;INA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
Groups Printed- ALL VEHICLES
CAROLINA BEACH RD.
SOUTHBOUND
SEABREEZE RD.
WESTBOUND
CAROLINA BEACH RD.
NORTHBOUND
RIVER RD.
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 5 93 4 0 102 1 0 7 0 8 12 165 0 0 177 12 2 23 0 37 324
07:15 AM 10 192 8 0 210 1 0 2 0 3 17 193 0 0 210 14 1 33 0 48 471
07:30 AM 6 182 9 0 197 1 0 1 0 2 31 255 1 0 287 17 1 40 0 58 544
07:45 AM 9 223 7 0 239 0 1 7 0 8 41 326 2 0 369 7 0 41 0 48 664
Total 30 690 28 0 748 3 1 17 0 21 101 939 3 0 1043 50 4 137 0 191 2003
08:00 AM 8 221 7 0 236 2 0 6 0 8 27 285 1 0 313 10 0 23 0 33 590
08:15 AM 14 262 9 0 285 0 0 5 0 5 21 238 2 0 261 8 0 44 0 52 603
08:30 AM 10 254 7 0 271 1 1 3 0 5 36 193 0 0 229 11 1 40 0 52 557
08:45 AM 14 249 6 0 269 0 1 1 0 2 15 225 2 0 242 21 0 47 0 68 581
Total 46 986 29 0 1061 3 2 15 0 20 99 941 5 0 1045 50 1 154 0 205 2331
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
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
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
Site Code : SITE 2
Start Date : 3/29/2023
Page No : 2
CAROLINA BEACH RD. AND SEABREEZE RD.
CARO;INA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
Groups Printed- ALL VEHICLES
CAROLINA BEACH RD.
SOUTHBOUND
SEABREEZE RD.
WESTBOUND
CAROLINA BEACH RD.
NORTHBOUND
RIVER RD.
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
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 20 300 19 0 339 1 1 1 0 3 41 356 2 0 399 3 3 33 0 39 780
04:15 PM 21 340 27 0 388 1 0 1 0 2 30 251 2 0 283 11 0 48 0 59 732
04:30 PM 15 304 24 0 343 0 1 3 0 4 45 276 1 0 322 7 0 69 0 76 745
04:45 PM 11 204 10 0 225 0 0 0 0 0 36 271 4 0 311 10 0 46 0 56 592
Total 67 1148 80 0 1295 2 2 5 0 9 152 1154 9 0 1315 31 3 196 0 230 2849
05:00 PM 10 195 14 0 219 0 0 0 0 0 69 299 2 0 370 16 1 40 0 57 646
05:15 PM 10 280 18 0 308 0 0 0 0 0 31 337 2 0 370 10 0 46 0 56 734
05:30 PM 15 319 20 0 354 0 0 0 0 0 45 271 2 0 318 6 0 54 0 60 732
05:45 PM 9 346 26 0 381 2 0 4 0 6 29 192 0 0 221 13 2 45 0 60 668
Total 44 1140 78 0 1262 2 0 4 0 6 174 1099 6 0 1279 45 3 185 0 233 2780
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 187 3964 215 0 4366 10 5 41 0 56 526 4133 23 0 4682 176 11 672 0 859 9963
Apprch %4.3 90.8 4.9 0 17.9 8.9 73.2 0 11.2 88.3 0.5 0 20.5 1.3 78.2 0
Total %1.9 39.8 2.2 0 43.8 0.1 0.1 0.4 0 0.6 5.3 41.5 0.2 0 47 1.8 0.1 6.7 0 8.6
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
Site Code : SITE 2
Start Date : 3/29/2023
Page No : 3
CAROLINA BEACH RD. AND SEABREEZE RD.
CARO;INA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
CAROLINA BEACH RD.
R
I
V
E
R
R
D
.
S
E
A
B
R
E
E
Z
E
R
D
.
CAROLINA BEACH RD.
Right
215
Thru
3964
Left
187
Peds
0
InOut Total
4350 4366 8716
Ri
g
h
t
41
Th
r
u
5
Le
f
t
10
Pe
d
s
0
Ou
t
To
t
a
l
In
22
1
56
27
7
Left
526
Thru
4133
Right
23
Peds
0
Out TotalIn
4646 4682 9328
Le
f
t
17
6
Th
r
u
11
Ri
g
h
t
67
2
Pe
d
s
0
To
t
a
l
Ou
t
In
74
6
85
9
16
0
5
3/29/2023 06:00 AM
3/29/2023 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
Site Code : SITE 2
Start Date : 3/29/2023
Page No : 4
CAROLINA BEACH RD. AND SEABREEZE RD.
CARO;INA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
CAROLINA BEACH RD.
SOUTHBOUND
SEABREEZE RD.
WESTBOUND
CAROLINA BEACH RD.
NORTHBOUND
RIVER RD.
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 07:45 AM
07:45 AM 9 223 7 0 239 0 1 7 0 8 41 326 2 0 369 7 0 41 0 48 664
08:00 AM 8 221 7 0 236 2 0 6 0 8 27 285 1 0 313 10 0 23 0 33 590
08:15 AM 14 262 9 0 285 0 0 5 0 5 21 238 2 0 261 8 0 44 0 52 603
08:30 AM 10 254 7 0 271 1 1 3 0 5 36 193 0 0 229 11 1 40 0 52 557
Total Volume 41 960 30 0 1031 3 2 21 0 26 125 1042 5 0 1172 36 1 148 0 185 2414
% App. Total 4 93.1 2.9 0 11.5 7.7 80.8 0 10.7 88.9 0.4 0 19.5 0.5 80 0
PHF .732 .916 .833 .000 .904 .375 .500 .750 .000 .813 .762 .799 .625 .000 .794 .818 .250 .841 .000 .889 .909
CAROLINA BEACH RD.
R
I
V
E
R
R
D
.
S
E
A
B
R
E
E
Z
E
R
D
.
CAROLINA BEACH RD.
Right
30
Thru
960
Left
41
Peds
0
InOut Total
1099 1031 2130
Ri
g
h
t
21
Th
r
u
2
Le
f
t
3
Pe
d
s
0
Ou
t
To
t
a
l
In
47
26
73
Left
125
Thru
1042
Right
5
Peds
0
Out TotalIn
1111 1172 2283
Le
f
t
36
Th
r
u
1
Ri
g
h
t
14
8
Pe
d
s
0
To
t
a
l
Ou
t
In
15
7
18
5
34
2
Peak Hour Begins at 07:45 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
Site Code : SITE 2
Start Date : 3/29/2023
Page No : 5
CAROLINA BEACH RD. AND SEABREEZE RD.
CARO;INA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
CAROLINA BEACH RD.
SOUTHBOUND
SEABREEZE RD.
WESTBOUND
CAROLINA BEACH RD.
NORTHBOUND
RIVER RD.
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 04:00 PM
04:00 PM 20 300 19 0 339 1 1 1 0 3 41 356 2 0 399 3 3 33 0 39 780
04:15 PM 21 340 27 0 388 1 0 1 0 2 30 251 2 0 283 11 0 48 0 59 732
04:30 PM 15 304 24 0 343 0 1 3 0 4 45 276 1 0 322 7 0 69 0 76 745
04:45 PM 11 204 10 0 225 0 0 0 0 0 36 271 4 0 311 10 0 46 0 56 592
Total Volume 67 1148 80 0 1295 2 2 5 0 9 152 1154 9 0 1315 31 3 196 0 230 2849
% App. Total 5.2 88.6 6.2 0 22.2 22.2 55.6 0 11.6 87.8 0.7 0 13.5 1.3 85.2 0
PHF .798 .844 .741 .000 .834 .500 .500 .417 .000 .563 .844 .810 .563 .000 .824 .705 .250 .710 .000 .757 .913
CAROLINA BEACH RD.
R
I
V
E
R
R
D
.
S
E
A
B
R
E
E
Z
E
R
D
.
CAROLINA BEACH RD.
Right
80
Thru
1148
Left
67
Peds
0
InOut Total
1190 1295 2485
Ri
g
h
t
5
Th
r
u
2
Le
f
t
2
Pe
d
s
0
Ou
t
To
t
a
l
In
79
9
88
Left
152
Thru
1154
Right
9
Peds
0
Out TotalIn
1346 1315 2661
Le
f
t
31
Th
r
u
3
Ri
g
h
t
19
6
Pe
d
s
0
To
t
a
l
Ou
t
In
23
4
23
0
46
4
Peak Hour Begins at 04:00 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
Site Code : SITE 2
Start Date : 3/29/2023
Page No : 6
CAROLINA BEACH RD. AND SEABREEZE RD.
CARO;INA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
SOUTHBOUND: CAROLINA BEACH 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 2
Site Code : SITE 2
Start Date : 3/29/2023
Page No : 7
CAROLINA BEACH RD. AND SEABREEZE RD.
CARO;INA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
WESTBOUND: SEABREEZE 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 2
Site Code : SITE 2
Start Date : 3/29/2023
Page No : 8
CAROLINA BEACH RD. AND SEABREEZE RD.
CARO;INA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
NORTHBOUND: CAROLINA BEACH 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 2
Site Code : SITE 2
Start Date : 3/29/2023
Page No : 9
CAROLINA BEACH RD. AND SEABREEZE RD.
CARO;INA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
EASTBOUND: RIVER 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 2
Site Code : SITE 2
Start Date : 3/29/2023
Page No : 10
CAROLINA BEACH RD. AND SEABREEZE RD.
CARO;INA BEACH NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: KENNETH JOHNSON
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
6/15/2023 220284 Seabreeze Village
Supporting Documentation
Opposing Lefts Opposing Rights
AM 27 229 AM 00
PM 10 202 PM 00
Volumes VolumesPeak Hour Peak Hour
AM Peak Hour, Vr
PM Peak Hour, Vr
AM Peak Hour, Vl
PM Peak Hour, Vl
TURN LANE WARRANT SUMMARY SITE ACCESS 1 AT S SEABREEZE
ROAD
existing
existing
NOTES
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
PHASING DIAGRAM
02+6
02+5
01+6
01+5
04+8
SHEET NO.PROJECT REFERENCE NO.
PREPARED BY:
SIG. INVENTORY NO.
SCALE REVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:PLAN DATE:
0
Division 3 New Hanover County Wilmington
SR 1531 (S. Seabreeze Road)
SR 1576 (River Road)/
at
US 421 (Carolina Beach Road)
1"=30'
30
N
k
g
p
e
e
d
i
n
S
:
\
I
T
S
&
S
U
\
I
T
S
S
i
g
n
a
l
s
\
S
i
g
n
a
l
D
e
s
i
g
n
S
e
c
t
i
o
n
\
E
a
s
t
e
r
n
R
e
g
i
o
n
\
D
i
v
-
0
3
\
0
3
-
0
8
2
7
\
0
3
0
8
2
7
_
s
i
g
_
d
s
n
_
2
0
2
1
m
m
d
d
.
d
g
n
2
0
-
D
E
C
-
2
0
2
1
1
3
:
4
7
September 2021
TURNS
INDUCTIVE LOOPS
PHASE
DETECTOR PROGRAMMING
LOOP
TIME
DELAY
(FT)
STOPBAR
FROM
DISTANCE
(FT)
SIZE
TIME
STRETCH
N
E
W
C
A
R
D
N
E
W
L
O
O
P
S
Y
S
T
E
M
L
O
O
P
Y Y --15 -
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y Y Y -3 -
-
-
-
-
-
-
-
-
----Y
Y
Y
Y
Y
Y
Y
Y
Y ---
-
3
15
15
3
-
---
-
Y
-
-
-
--
-
-
-
-
-
1A 06X40 2-4-2
1
6
2A 56X6300 2
2B 56X6300 2
4A 0 4
4B 0 4
5A 0
5
2
6A 5 6
6B 5 6
8A 0 8
6X40 2-4-2
6X15
6X40 2-4-2
6X6
6X6
300
300
6X40 2-4-2
Y -15--Y8B086X154
4
FU
L
L
T
I
M
E
D
E
L
A
Y
E
X
T
E
N
S
I
O
N
C
A
L
L
I
N
G
-
-
-
-
-
-
-
-
-
-
-
-
-
-
OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
TABLE OF OPERATION
FACE
SIGNAL
PHASE
FLASH0
1
+
6
0
1
+
5
02+5 02+6 04+8
R R R
RRRR R
R R R
RRRR R
R
R
G G
G
G
GG
Y
Y
F
Y
F
Y
F
Y
F
Y
21, 22
61, 62
81, 82
51
11
Y
Y
RRRR RG
41
42
R
R
R
R
G
EVP3
R
G
EV PREEMPT PHASES
(04+7)
PRE 3
(Medium Priority)
21
22
51
11
61
62
81 82
4142
US 421 (Carolina Beach Road)
SR 1100 (River Road)
existing
existing
existing
existing
existing
existing
ex
ex
ex
ex
ex
ex
e
x
e
x
e
x
e
x
ex
Case S35H3
Metal Strain Pole #1
Case S35H3
Metal Strain Pole #2
Case S35H3
Metal Strain Pole #3
Case S35H3
Metal Strain Pole #4
(Anchor View)
SR 1576
45 Mph -1% Grade
45 Mph 0% Grade
(
S
.
S
e
a
b
r
e
e
z
e
R
o
a
d
)
S
R
1
5
3
1
45 Mph -1% Grade
US 421 (Carolina Beach Road)
SIGNAL FACE I.D.
All Heads L.E.D.
R
Y
FY
12"
FEATURE
PHASE
1 2 4 5 6 8
MIN RECALL MIN RECALL
YELLOW YELLOW
ON ON
----
------
----
--
----
----
--ON --ON
----
----
ON ON ON ON
is shown. M in G reen for all other phases should not be lower than 4 seconds.
* These values m ay be field adjusted. Do not adjust M in Green and Extension tim es for phases 2 and 6 lower than what
M in Green 1 *
Extension 1 *
M ax Green 1 *
Yellow Clearance
Red Clearance
W alk 1 *
Don't W alk 1
Seconds Per Actuation *
M ax Variable Initial *
Tim e Before Reduction *
Tim e To Reduce *
M inim um G ap
Recall M ode
Vehicle Call M em ory
Dual Entry
Sim ultaneous G ap
----
----
20
3.0
2.0
7
90
6.0
12
30
2.0
7
20
3.0
2.0
7
90
6.0
12
30
2.0
7
15
34
30
3.0
1.5
15
34
30
3.0
1.5
4.6
OASIS 2070 TIMING CHART
255
1
Interval 1 - Dwell G reen
Interval 1 - Dwell Yellow
Interval 1 - Dwell Red
Interval 5 - Exit G reen
Delay Tim e
M in Green Before Pre
Ped Clear Before Pre
Yellow Clear Before Pre
Red Clear Before Pre
Dwell M in Tim e
Enable Backup Protection
Ped Clear Through Yellow
1
Interval 5 - Yellow
Interval 5 - Red
FUN CTIO N PRE 3
0.0
0.0
0.0
0
0.0
0.0
*
*
** Program Tim ing on O ptical Detection Unit
* Tim e defaults to tim e used for phase during norm al operation
Priority
2Preempt Extend**
OASIS 2070 EV PREEMPT
M edium
Exit Phases 2, 6
7
Y
N
4.6
1.7
Signal Pole with Guy
With Push Button & Sign
Signal Pole with Sidewalk Guy
Traffic Signal Head
Pedestrian Signal Head
LEGEND
PROPOSED EXISTING
Sign
Modified Signal Head N/A
Metal Strain Pole
exOptical Detector Unit
Directional Arrow
Controller & Cabinet
Inductive Loop Detector
2-in Underground Conduit
Junction Box
N/A Right of Way
existing
existing
ex
ex
2.6 2.3
4.6
1.5 1.5 1.2
5.2
1.7
51
11
Joint Pole
ex
ex
R
Y
G
12"
R
Y
G
12"
41
81, 82
61, 62
42
21, 22
ex
exex
ex
ex
Signal Upgrade
03-0827
-
-
-
-
-
-
4.6
Sig. 1.0
5
5
Mp
h
0
%
Gr
a
d
e
-
Isolated
w/ Emergency Vehicle Preempt
Fully Actuated
5 Phase
DATE
DO CUM ENT NO T CO NSIDERED
FINAL UNLESS ALL
SIG NATURES CO M PLETED
NO
RTH CAR
O
LI
N
A
E NG IN E ER
P ROFESS
IO
NAL
030530
SEAL
ELTTIL .M YR
A
H
C
AZ
KGP, Jr.
ZML
-
-
mode.
4. Set all detector units to presence
lagged.
3. Phase 1 and/or phase 5 may be
otherwise directed by the Engineer.
night flashing operation unless
2. Do not program signal for late
and Structures" dated January 2018.
"Standard Specifications for Roads
NCDOT" dated January 2018 and
1. Refer to "Roadway Standard Drawings
Red Revert 1.02.0 2.0 2.0 2.0 2.0
2Dwell M ax Tim e (m in)
T N
T
T
I
N
D
E
P
A
R
T
ME
N
OF TR A SPORT
A
IO
N
S
T
A
E OF NORTH
C
AROL
A
n
oi
s
i
v
i
D
ytefaS d
n
a ytiliboM noitatr
o
p
s
n
a
r
T
noitceS ngiseD
l
a
n
giS
750 N. Greenfield Pkwy, Garner, NC 27529
Prepared in the Offices of:
1A
4B
4A
5A
2A
2B
6A
6B
8A
8B
Dec 20, 2021