210236 TIA 9.15.20229/15/2022 Lendire Mixed Use – Transportation Impact Analysis i
Lendire Mixed Use development – Transportation Impact Analysis
Wilmington, NC
Prepared for Tribute Investment & Development, Inc.
September 15, 2022
Executive Summary
Site Description
The proposed Lendire Mixed Use development is to be located on the north quadrant of
the intersection of Middle Sound Loop Road and Lendire Road in Wilmington, North
Carolina. DAVENPORT was retained to analyze the potential traffic impacts of this
development and to identify transportation improvements that may be required to
accommodate the impacts of both background traffic and new development traffic. The
findings from the analysis are summarized in this report.
Project Description
The proposed Lendire Mixed Use development is to be located on the north quadrant of
the intersection of Middle Sound Loop Road and Lendire Road in Wilmington, North
Carolina. As currently planned, this site development proposes 694 dwelling units of
multifamily housing (low-rise), 26,000 square feet of general office, 10,000 square feet of
medical office, 29,000 of retail, 7,000 of high turnover restaurant and 2,500 square feet
of fast food restaurant with drive thru. Three (3) accesses are proposed to the site, one
full access on Lendire Road, one full access and one right-in / right-out on US 17 (Market
Street). Per the approved scope, an additional access scenario was provided with only
RI/RO access to Market St.
Trip Generation
Based on trip generation rates and equations published in Trip Generation (Institute of
Transportation Engineers, 10th Edition), this development has a trip generation potential
of 386 net trips in the AM peak, 457 net trips in the PM peak and 7,473 of total daily trips.
Capacity Analysis and Recommendations
Based on NCDOT turn lane warrant analysis at Site Access 1 in scenario 1, it is
recommended to provide a southbound right turn lane with 175 feet of storage length and
appropriate taper. In scenario 2, it is recommended to provide a southbound right turn
lane with 100 feet of storage length and appropriate taper.
Based on NCDOT turn lane warrant analysis at Site Access 2 in scenario 1, it is
recommended to provide a southbound right turn lane with 250 feet of storage length and
appropriate taper. If the signal is installed in scenario 2, it is recommended to provide a
southbound right turn lane with 150 feet of storage length and appropriate taper. It is
recommended to provide a southbound right turn lane with 150 feet of storage length and
appropriate taper in scenario 2. Also, this study finds that traffic volumes at the
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis ii
intersection at US 17 at Site Access 2 during scenario 2 are high enough to meet MUTCD
Warrants 1, 2, and 3 under future conditions.
At Lendire Road at Site Access 3, it is recommended to provide an eastbound left turn
lane with 50 feet of storage length and appropriate taper for both scenario 1 & 2. Also, it
is recommended to provide a westbound right turn taper with 50 feet of taper for both
scenario 1 & 2.
At both intersections of US 17 at Middle Sound Loop Road / Lendire Road and US 17
(Market Street) at Wendover Lane no improvements are recommended. Based on
SimTraffic and Synchro queueing outputs, there is sufficient distance on Market Street
between Site Access 2 and (if signalized) and the future RCI at Wendover to
accommodate the Market Street left turn queues for both intersections and the transition
taper between them.
The recommended improvements are illustrated in Exhibit A and Exhibit B.
Conclusion
This TIA was performed in order to assess transportation impacts of the proposed site as
well as background traffic. The analysis documented here indicates there will be adequate
capacity to accommodate future traffic. Table A present the improvements summary. It is
recommended that the site accesses be constructed to comply with NCDOT standards
where applicable.
Table A – Recommended Improvement Summary
Intersection 2024 Future Build Scenario 1 2024 Future Build Scenario 2
US 17 at Middle Sound Loop
Road / Lendire Road
No improvements
recommended
No improvements
recommended
US 17 (Market Street) at
Wendover Lane
No improvements
recommended
No improvements
recommended
Lendire Road at Site Access
3
Provide an eastbound left turn
lane with 50 feet of storage
length and appropriate taper
Provide an eastbound right
turn taper with 50 feet
Provide an eastbound left turn
lane with 50 feet of storage
length and appropriate taper
Provide an eastbound right turn
taper with 50 feet
US 17 (Market Street) at
Site Access 1
Provide a southbound right
turn lane with 175 feet of
storage length and appropriate
taper in scenario 1
Provide a southbound right turn
lane with 100 feet of storage
length and appropriate taper in
scenario 2
US 17 (Market Street) at
Site Access 2
Provide a southbound right
turn lane with 250 feet of
storage length and appropriate
taper in scenario 1
Provide a southbound right turn
lane with 150 feet of storage
length and appropriate taper in
scenario 2
Provide a northbound right turn
lane with 100 feet of storage
length and appropriate taper in
scenario 2
Install a signal in scenario 2
*** NOT TO SCALE ***
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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 agreementbetweenDAVENPORT and the client.
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
EXHIBIT A
RECOMMENDED
IMPROVEMENTS
SCENARIO 1
425'
35
0
'
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
TW
L
T
L
425'
150'
90
0
'
FULL
150'
TW
L
T
L
15
0
'
TWO WAY LEFT
TURN LANE
Lendire
Road
TWLTL
US
1
7
(M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
12
5
'
Wendover Lane
TW
L
T
L
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
Site Access 2
Site Access 1
17
5
'
25
0
'
65
0
'
50' Taper
50'
Si
t
e
A
c
c
e
s
s
3
Dennys Entrance
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Construct site accesses according
NCDOT standards
FULL
*** NOT TO SCALE ***
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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 agreementbetweenDAVENPORT and the client.
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
EXHIBIT B
RECOMMENDED
IMPROVEMENTS
SCENARIO 2
425'
35
0
'
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
TW
L
T
L
425'
150'
90
0
'
FULL
150'
TW
L
T
L
15
0
'
TWO WAY LEFT
TURN LANE
Lendire
Road
TWLTL
US
1
7
(M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
12
5
'
Wendover Lane
TW
L
T
L
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
Site Access 2
Site Access 1
10
0
'
15
0
'
65
0
'
50' Taper
50'
Si
t
e
A
c
c
e
s
s
3
Dennys Entrance
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Construct site accesses according
NCDOT standards
FULL
10
0
'
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 1
Lendire Mixed Use development – Transportation Impact Analysis
Wilmington, NC
Prepared for Tribute Investment & Development, Inc.
September 15, 2022
Table of Contents
1.0 Introduction ............................................................................................................. 3
Figure 1 – Site Plan ..................................................................................................... 4
Figure 2A – Site Location Map .................................................................................... 5
Figure 2B – Vicinity Map .............................................................................................. 6
2.0 Existing Conditions ................................................................................................ 7
2.1 Inventory ................................................................................................................ 7
2.2 Existing Traffic Volumes ........................................................................................ 7
Figure 3 – Existing Lane Geometry ............................................................................. 8
Figure 4 – 2021 Existing Traffic Volumes .................................................................... 9
3.0 Approved Developments and Committed Improvements ................................. 10
3.1 Approved Developments ...................................................................................... 10
3.2 Committed Improvements .................................................................................... 10
4.0 Methodology ......................................................................................................... 10
4.1 Base Assumptions and Standards ....................................................................... 10
4.2 Trip Generation .................................................................................................... 11
4.3 Trip Distribution .................................................................................................... 12
4.4 2021 Future No Build Traffic ................................................................................ 12
4.5 2024 Future Build Total Traffic ............................................................................. 12
Figure 5A – Residential Trip Distribution Scenario 1 ................................................. 13
Figure 5B – Commercial Trip Distribution Scenario 1 ................................................ 14
Figure 5C – Pass by Trip Distribution Scenario 1 ...................................................... 15
Figure 5D – Residential Trip Distribution Scenario 2 ................................................. 16
Figure 5E – Commercial Trip Distribution Scenario 2 ................................................ 17
Figure 5F – Pass by Trip Distribution Scenario 2 ...................................................... 18
Figure 6 – 2024 Future No Build Volumes ................................................................. 19
Figure 7A – Site Trips ................................................................................................ 20
Figure 7B – Residential Site Trips Scenario 1 ........................................................... 21
Figure 7B – Commercial Site Trips Scenario 1 .......................................................... 22
Figure 7C – Pass by Site Trips Scenario 1 ................................................................ 23
Figure 7D – Residential Site Trips Scenario 2 ........................................................... 24
Figure 7D – Commercial Site Trips Scenario 2 .......................................................... 25
Figure 7E – Pass by Site Trips Scenario 2 ................................................................ 26
Figure 8A – 2024 Future Build Volumes .................................................................... 27
Figure 8B – 2024 Future Build Volumes .................................................................... 28
5.0 Capacity Analysis ................................................................................................. 29
5.1 Level of Service Evaluation Criteria ..................................................................... 29
5.2 Level of Service Results ...................................................................................... 30
6.0 Queue Results ...................................................................................................... 36
7.0 Signal Warrant Analysis ...................................................................................... 40
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 2
Figure 9A – Recommended Improvements Scenario 1 ............................................. 42
Figure 9B – Recommended Improvements Scenario 2 ............................................. 43
8.0 Summary and Conclusion ................................................................................... 44
Appendix ...................................................................................................................... 46
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 3
Lendire Mixed Use development – Transportation Impact Analysis
Wilmington, NC
Prepared for Tribute Investment & Development, Inc.
September 15, 2022
1.0 Introduction
The Lendire Mixed Use development is to be located on the north quadrant of the
intersection of Middle Sound Loop Road and Lendire Road in Wilmington, North
Carolina. As currently planned, this site development proposes 694 dwelling units of
multifamily housing (low-rise), 26,000 square feet of general office, 10,000 square feet
of medical office, 29,000 of retail, 7,000 of high turnover restaurant and 2,500 square
feet of fast food restaurant with drive thru. Three (3) accesses are proposed to the site,
one full access on Lendire Road and two full access on us 17 (Market Street). Figure 1
shows the site plan. The site location and vicinity map are illustrated in Figure 2A and
Figure 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 both background traffic and new development traffic. The
following intersections were included in the study:
US 17 (Market Street) at SR 1403 (Middle Sound Loop Road) / SR 2892 (Lendire
Road)
US 17 (Market Street) at SR 1929 (Wendover Lane)
SR 2892 (Lendire Road) at Ogden Business Park / Site Access 3
SR 2892 (Lendire Road) at Site Access 1
SR 2892 (Lendire Road) at Site Access 2
The intersections were analyzed during the AM (7-9 am) and PM (4-6 pm) peaks for the
following conditions:
2021 Existing Conditions
2024 Future No Build Conditions
2024 Future Build Conditions
2024 Future Build Conditions with Improvements
The Wilmington Metropolitan Organization (WMPO) and NCDOT were contacted to
obtain background information and to ascertain the elements to be covered in this
Transportation Impact Analysis (TIA). The approved scope for this TIA is included in the
appendix. Information regarding the property was provided by Tribute Investment &
Development, Inc.
Figure 1A – Site Plan
Site Access 3
Site Access 1 Site Access 2
SITE
FIGURE 2A
SITE LOCATION MAP
US 17 (Market Street)
SITE
STUDY INTERSECTIONS
EXISTING
PROPOSED
FIGURE 2B
VICINITY MAP
1
2
3
4
Lendire Road
Lendire Road (Private)
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 7
2.0 Existing Conditions
2.1 Inventory
A field investigation was conducted by DAVENPORT staff to determine the existing
roadway conditions in the study area. Table 2.1 contains the results of this effort.
Figure 3 illustrates the existing lane geometry.
Table 2.1 - Street Inventory
Facility
Name Route # Typical Cross
Section
Pavement
Width
Speed
Limit Maintained By
Market Street US 17
4-Lane
Undivided with
TWLTL
Approx. 60’ 45 MPH NCDOT
Middle Sound
Loop Road SR 1403 2-Lane
Undivided Approx. 24’ 35 MPH NCDOT
Lendire Road SR 2892 2-Lane
Undivided Approx. 20’ 35 MPH NCDOT
Wendover
Lane SR 1929 2-Lane
Undivided Approx. 20’ 25 MPH NCDOT
2.2 Existing Traffic Volumes
Existing traffic volumes for this project were collected by DAVENPORT staff. Table 2.2
contains the dates these counts were conducted. Schools were in session at the time
of traffic counts. Figure 4 shows the 2021 existing AM and PM peak hour volumes.
More information can be found in the Traffic Volume Data section of the appendix.
Table 2.2 - Traffic Volume Data
Count Location: Date Taken: By:
US 17 at Middle Sound Loop Road 09/1/2021 True Direction
Traffic Service
US 17 at Wendover Lane 09/1/2021 True Direction
Traffic Service
Lendire Road at Ogden Business Park 10/28/2019 BSI
*** NOT TO SCALE ***
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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 agreementbetweenDAVENPORT and the client.
PROJECT NUMBER 210236
LENDIRE MIXED USE
Wilmington NC
FIGURE 3EXISTING LANE GEOMETRY
BLACK = EXISTING
AADT 2019
VOLUMEXXXX
425'
35
0
'
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
50
,
5
0
0
47
,
5
0
0
Middle Sound
Loop Road
TW
L
T
L
425'
150'
90
0
'
FULL
150'
SPEED
LIMIT
35
TW
L
T
L
15
0
'
11,500
TWO WAY LEFT
TURN LANE
Lendire
Road
TWLTL
SPEED
LIMIT
45
SPEED
LIMIT
35
SPEED
LIMIT
45
US
1
7
(M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
12
5
'
Wendover Lane
TW
L
T
L
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
*** NOT TO SCALE ***
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM / PM PEAKS
PROJECT NUMBER 210236
LENDIRE MIXED USE
Wilmington NC
FIGURE 4
2021 EXISTING TRAFFIC
VOLUMES
20
0
1
/
2
0
5
3
73 / 146
99 / 67
52 / 64111 / 169
12
8
/
2
0
2
308 / 199
249 / 166
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.
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Lendire
Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
BLACK = EXISTING
Lendire
Road
Wendover Lane
18
8
0
/
1
9
6
4
24
6
/
2
7
5
18
9
4
/
1
5
6
4
13
7
/
2
2
2
63
/
4
7
1
/
2
31
/
1
1
2
0 / 2
0 / 0
1 / 3
14 / 270 / 093 / 1006
/
1
66
/
1
2
3
20
4
8
/
1
7
8
0
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
363 / 167
135 / 270
2
/
1
0
8 / 7
11 / 6
1
/
1
4
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 10
3.0 Approved Developments and Committed Improvements
3.1 Approved Developments
Approved developments are developments that have been recently approved in
the area, but not yet constructed. Per WMPO staff, there are no approved
developments to be considered in this analysis.
3.2 Committed Improvements
Committed Improvements are improvements that are planned by NCDOT, the City, or
a developer in the area, but not yet constructed. Per WMPO staff, there are two (2)
committed improvements to be considered in this analysis.
The proposed development is within the study area for the NCDOT STIP Project U-
4902D (Design Year 2038) and U-4751 (Design Year 2037). These projects
recommend improvements in the study area of the proposed development. The
recommended improvements are as follows: an additional eastbound right turn lane
and extend southbound right turn lane to 175 feet of storage on Middle Sound Loop
Road at US 17 with signal modifications, and a right-in right-out intersection
configuration at US 17 and Lendire Access Road. These improvements were assumed
to be in place along with the approved development in 2021 future no build conditions.
It was requested to determine whether the development has been rezoned from what
was included in the TIP forecast. If the development has been rezoned, then the TIA
must include the TIP design year (2038) analysis for the difference of the zoned use. It
was determined and confirmed with WMPO/NCDOT that the TIP design year (2038)
will not be required. More information can be found in the supporting documents
section of the appendix.
4.0 Methodology
4.1 Base Assumptions and Standards
In general, the analysis for this project was conducted utilizing commonly accepted
NCDOT standards. The following table contains a summary of the base assumptions:
Table 4.1 - Assumptions
Peak Hour Factor 0.90
Background Traffic Annual Growth Rate 1.0% per year for all roadways
Analysis Software Synchro/SimTraffic Version 10.0
Base Signal Timing/Phasing City of Wilmington
Lane widths 12-feet
Truck percentages 2%
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 11
4.2 Trip Generation
The Lendire Mixed Use development is planned to consist of 694 dwelling units of
multifamily housing (low-rise), 26,000 square feet of general office, 10,000 square feet
of medical office, 29,000 of retail, 7,000 of high turnover restaurant and 2,500 square
feet of fast food restaurant with drive thru. The trip generation potential of this site was
projected based on the 10th Edition of the ITE Trip Generation Manual. Table 4.2
presents the results.
Table 4.2 - ITE Trip Generation
Lendire Mixed Use, New Hanover County
Average Weekday Driveway Volumes 24 Hour AM Peak
Hour
PM Peak
Hour Two-Way
Land Use ITE Land
Code Size Data
Source Volume Enter Exit Enter Exit
Apartments/
Townhomes 221 694.0 Dwelling
Units
Adjacent/
Equation 3,781 60 169 174 111
General Office 710 26.0 1000
GFA
Generator/
Equation 287 45 6 17 77
Medical Office 720 10.0 1000
GFA
Adjacent/
Rate 348 22 6 10 25
Retail 820 29.0 1000
GLA
Adjacent/
Equation 1,095 17 10 53 57
High-Turnover
(Sit-down)
Restaurant
932 7.0 1000
GFA
Generator/
Rate 785 56 42 63 59
Fast Food
Restaurant with
Drive Thru
934 2.5 1000
GFA
Adjacent/
Rate 1,177 51 49 43 39
Total Unadjusted Trips 7,473 251 282 360 368
Office Internal Capture -13 -11 -8 -7
Retail Internal Capture -7 -5 -34 -29
Restaurant Internal Capture -30 -14 -28 -43
Residential Internal Capture -4 -25 -28 -18
Total Internal Trips Reduction - -54 -55 -98 -97
LUC 820 General Retail (0%AM, 34% PM) 0 0 -8 -8
LUC 932 High-Turnover (Sit-down) Restaurant (0%AM, 43%
PM) 0 0 -17 -17
LUC 934 Fast Food Restaurant with Drive Thru (49%AM, 50%
PM) -19 -19 -13 -13
Total Pass-By Peak Reduction - -19 -19 -38 -38
Total Adjusted (Primary) Trips - 178 208 224 233
Total Adjusted (Residential) Trips - 56 144 146 93
Total Adjusted (Retail) Trips - 122 64 78 140
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 12
This development satisfies the criteria of a “multi-use” development as defined in the
ITE Trip Generation Handbook. Therefore, the trips for this development were reduced
using the NCHRP 684 Internal Trip Capture Estimation Tool provided by NCDOT. This
is summarized in Table 4.1. More information can be found in the Trip Generation
section of the Appendix.
Developments of this type also generate what are called “pass-by” trips. The ITE Trip
Generation Manual defines “pass-by” trips as trips that are generated by the
development but are already on the adjacent roadway. These trips are not new trips but
are part of the existing background traffic. Pass-by trip percentages were applied to the
applicable commercial land uses based on rates from the ITE Trip Generation Manual
and based on NCDOT Congestion Management standards.
4.3 Trip Distribution
Site trips for this proposed development were distributed based on the existing traffic
patterns and engineering judgment. These distributions were reviewed and approved by
NCDOT and WMPO. Both residential and primary commercial trip distributions are
shown in Figure 5A and 5D in scenario 1 and 5B and 5E in scenario 2, respectively. The
directional distributions site trips are as follows:
35% to and from the north on US 17
30% to and from the south on US 17
25% to and from the west on Lendire Road
10% to and from the east on Middle Sound Loop Road
The pass-by trip distribution (shown in Figure 5C in scenario 1 and Figure 5F in
scenario 2, respectively) applies 50% of pass-by trips to southbound and northbound on
US 17 ( Market Street).
4.4 2024 Future No Build Traffic
The 2024 future no build traffic volumes were computed by applying a 1.0%
compounded annual growth rate to the 2021 existing traffic volumes. Figure 6 shows
2024 future no build traffic volumes for AM and PM peaks.
4.5 2024 Future Build Total Traffic
The 2024 build-out traffic volumes were obtained by summing the 2024 future no build
volumes and site trips due to the proposed development. Site trips for scenario1 and 2
are shown in Figures 7A through 7F. The 2024 future build volumes are shown for AM
and PM peaks for both build scenarios in Figures 8A and 8B.
*** NOT TO SCALE ***
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
DESTINATION
NODE%
PROJECT NUMBER 210236
LENDIRE MIXED USE
W ILMINGTON, NC
FIGURE 5ARESIDENTIALTRIP DISTRIBUTION(SCENARIO 1)
5%
I
N
US
1
7
(M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound Loop Road
Lendire
Road
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
3
5% O
U
T
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
5%
O
U
T
25%
Site Access 2
Site Access 1
25% IN
*1
0
%
I
N
+1
5
%
I
N
25
%
O
U
T
20
% I
N
20
% O
U
T
15% OUT
35%
10%
30%
*1
0
%
I
N
+3
5
%
O
U
T
10
%
I
N
+3
5
%
O
U
T
20% OUT
Wendover Lane
10
%
I
N
+1
0
%
O
U
T
10
%
O
U
T
5% IN
20
%
I
N
25
%
O
U
T
*1
0
% I
N
35
%
O
U
T
25
%
I
N
5% IN
5% OUT
25% OUT
40
%
O
U
T
30% IN
35
%
I
N
* = DIVERTED LEFT TURN IN
TRAFFIC
10% OUT
*** NOT TO SCALE ***
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
DESTINATION
NODE%
PROJECT NUMBER 210236
LENDIRE MIXED USE
W ILMINGTON, NC
FIGURE 5BCOMMERCIALTRIP DISTRIBUTION(SCENARIO 1)
30
%
I
N
US
1
7
(M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound Loop Road
Lendire
Road
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
3
10
% O
U
T
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
30
%
O
U
T
25%
Site Access 2
Site Access 1
25% IN
*2
0
%
I
N
+2
5
%
I
N
25
%
O
U
T
*2
0
%
I
N
+1
0
%
I
N
30
% O
U
T
35% OUT
35%
10%
30%
*4
0
%
I
N
+3
5
%
O
U
T
40
%
I
N
+3
5
%
O
U
T
30% OUT
Wendover Lane
40
%
O
U
T
10% IN
*2
0
%
I
N
+1
0
%
I
N
25
%
O
U
T
*4
0
% I
N
35
%
O
U
T
* = DIVERTED LEFT TURN IN
TRAFFIC
35
%
I
N
10% OUT
10
%
O
U
T
40
%
I
N
+1
0
%
O
U
T
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
*** NOT TO SCALE ***
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
DESTINATION
NODE%
PROJECT NUMBER 210236
LENDIRE MIXED USE
W ILMINGTON, NC
FIGURE 5CPASSBY DISTRIBUTION(SCENARIO 1)
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound Loop Road
Lendire
Road
Middle Sound
Loop Road
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Site Access 2
Site Access 1
50% OUT
50
% I
N
-5
0
%
I
N
+
5
0
%
O
U
T
50% OUT
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
50%
50%
50
% I
N
Wendover Lane
-5
0
%
I
N
+5
0
%
O
U
T
50
%
I
N
50
%
O
U
T
50
% O
U
T
50
% O
U
T
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
Si
t
e
A
c
c
e
s
s
3
*** NOT TO SCALE ***
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
DESTINATION
NODE%
PROJECT NUMBER 210236
LENDIRE MIXED USE
W ILMINGTON, NC
FIGURE 5DRESIDENTIALTRIP DISTRIBUTION(SCENARIO 2)
15
%
I
N
5% IN
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound Loop Road
Lendire
Road
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
3
15% OUT
5% O
U
T
RIGHT IN /
RIGHT OUT
5% OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
15
%
O
U
T
25%
Site Access 2
Site Access 1
25% IN
25%
I
N
35% OUT
20
%
O
U
T
25%
OU
T
20% IN
10
% I
N
10
% O
U
T
10% OUT
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
35%
10%
30%
20
% I
N
15
%
I
N
20
%
I
N
10% OUT
Wendover Lane
20
%
I
N
20
%
O
U
T
5% IN
10
%
I
N
*** NOT TO SCALE ***
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
DESTINATION
NODE%
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
FIGURE 5ECOMMERCIALTRIP DISTRIBUTION(SCENARIO 2)
30
%
I
N
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound Loop Road
Lendire
Road
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
3
10
% O
U
T
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
30
%
O
U
T
25%
Site Access 2
Site Access 1
25% IN
20
% I
N
35% OUT
25
%
O
U
T
15
% I
N
15
% O
U
T
25% OUT
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
35%
10%
30%
40
% I
N
40
%
I
N
15% OUT
Wendover Lane
40
%
I
N
40
%
O
U
T
10% IN
15
%
I
N
*** NOT TO SCALE ***
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
DESTINATION
NODE%
PROJECT NUMBER 210236
LENDIRE MIXED USE
W ILMINGTON, NC
FIGURE 5FPASSBY DISTRIBUTION(SCENARIO 2)
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound Loop Road
Lendire
Road
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
3
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Site Access 2
Site Access 1
50% OUT
25
% I
N
-3
5
% I
N
35% OUT
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
50%
50%
50
% I
N15% OUT
Wendover Lane
-5
0
% I
N
25
%
I
N
-2
5
%
I
N
*** NOT TO SCALE ***
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
AM/PM PEAKS
FIGURE 6
2024 FUTURE NO
BUILD VOLUMES
US
1
7
M
a
r
k
e
t
S
t
r
e
e
t
Middle Sound
Loop Road
Lendire
Road
Middle Sound
Loop Road
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
76 / 151
102 / 70
54 / 66
115 / 175
13
2
/
2
0
9
318 / 206
257 / 172
19
3
7
/
2
0
2
4
25
4
/
2
8
4
19
5
2
/
1
6
1
2
14
2
/
2
2
9
65
/
4
9
20
6
4
/
2
1
1
9
Wendover Lane
32
/
1
1
6
2 / 7
111 / 132
7
/
2
68
/
1
2
7
21
1
1
/
1
8
3
4
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
374 / 173
140 / 279
3
/
1
1
9 / 8
12 / 7
2
/
1
5
Bojangles/Advance/Preschool and
Starbucks preclude balancing.
*** NOT TO SCALE ***
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
AM/PM PEAKS
FIGURE 7A
RESIDENTIAL SITE
TRIPS
(SCENARIO 1)
US
1
7
M
a
r
k
e
t
S
t
r
e
e
t
Middle Sound
Loop Road
Lendire
Road
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
3
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Site Access 2
Site Access 1
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
7 / 5
14 / 9
3 / 7
3 / 7
14
/
3
7
0 / 0
36 / 23
3
/
7
0
/
0
7
/
5
7
/
5
0
/
0
22 / 14
11
/
2
9
29
/
1
9
29 / 19
14
/
3
7
11
/
2
9
56
/
4
7
14 / 37
58
/
3
7
36
/
2
3
56
/
4
7
17 / 44
20
/
2
4
Wendover Lane
0
/
0
0 / 0
0 / 0
0
/
0
0
/
0
14
/
9
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
0 / 0
0 / 0
0
/
0
0 / 0
0 / 0 0
/
0
0
/
0
0
/
0
36
/
2
3
0
/
0
*** NOT TO SCALE ***
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
AM/PM PEAKS
FIGURE 7B
RETAIL SITE TRIPS
(SCENARIO 1)
US
1
7
M
a
r
k
e
t
S
t
r
e
e
t
Middle Sound
Loop Road
Lendire
Road
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
3
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Site Access 2
Site Access 1
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
0 / 0
6 / 14
0 / 0
12 / 8
0
/
0
0 / 0
0 / 0
37
/
2
3
0
/
0
19
/
4
2
6
/
1
4
0
/
0
22 / 49
37
/
2
3
19
/
4
2
19 / 42
55
/
3
5
37
/
2
3
71
/
8
0
31 / 20
6
/
1
4
16
/
3
5
71
/
8
0
0 / 0
55
/
4
5
Wendover Lane
0
/
0
0 / 0
0 / 0
0
/
0
0
/
0
26
/
5
6
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
0 / 0
0 / 0
0
/
0
0 / 0
0 / 0 0
/
0
0
/
0
0
/
0
16
/
3
5
0
/
0
*** NOT TO SCALE ***
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
AM/PM PEAKS
FIGURE 7C
PASSBY TRIPS
(SCENARIO 1)
US
1
7
M
a
r
k
e
t
S
t
r
e
e
t
Middle Sound
Loop Road
Lendire
Road
Middle Sound
Loop Road
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Site Access 2
Site Access 1
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
44 / 63
48
/
5
2
48
/
6
1
48 / 61
69
/
7
2
48
/
5
2
12
7
/
1
2
7
12
7
/
1
2
7
Wendover Lane
52
/
5
8
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
Si
t
e
A
c
c
e
s
s
3
*** NOT TO SCALE ***
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
AM/PM PEAKS
FIGURE 7D
RESIDENTIAL SITE
TRIPS
(SCENARIO 2)
US
1
7
M
a
r
k
e
t
S
t
r
e
e
t
Middle Sound
Loop Road
Lendire
Road
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
3
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Site Access 2
Site Access 1
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
7 / 5
0 / 0
3 / 7
3 / 7
8
/
2
2
0 / 0
22 / 14
8
/
2
2
0
/
0
22
/
1
4
7
/
5
0
/
0
14 / 9
6
/
1
5
14
/
9
14 / 9
14
/
3
7
6
/
1
5
0
/
0
11
/
2
9
11
/
2
9
Wendover Lane
0
/
0
0 / 0
0 / 0
0
/
0
0
/
0
29
/
1
9
11
/
2
9
50 / 33
14 / 37
29
/
1
9
36
/
2
3
11 / 29
0 / 0
0 / 0
0
/
0
0 / 0
0 / 0
0
/
0
0
/
0
0
/
0
0
/
0
0
/
0
*** NOT TO SCALE ***
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
AM/PM PEAKS
FIGURE 7E
RETAIL SITE TRIPS
(SCENARIO 2)
US
1
7
M
a
r
k
e
t
S
t
r
e
e
t
Middle Sound
Loop Road
Lendire
Road
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
3
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Site Access 2
Site Access 1
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
0 / 0
0 / 0
0 / 0
12 / 8
0
/
0
0 / 0
0 / 0
37
/
2
3
0
/
0
19
/
4
2
6
/
1
4
0
/
0
16 / 35
18
/
1
2
10
/
2
1
10 / 21
24
/
1
6
18
/
1
2
0
/
0
49
/
3
1
49
/
3
1
Wendover Lane
0
/
0
0 / 0
0 / 0
0
/
0
0
/
0
26
/
5
6
49
/
3
1
22 / 49
31 / 20
0
/
0
16
/
3
5
0 / 0
0 / 0
0 / 0
0
/
0
0 / 0
0 / 0
0
/
0
0
/
0
0
/
0
10
/
1
9
0
/
0
*** NOT TO SCALE ***
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
AM/PM PEAKS
FIGURE 7F
PASSBY TRIPS
(SCENARIO 2)
US
1
7
M
a
r
k
e
t
S
t
r
e
e
t
Middle Sound
Loop Road
Lendire
Road
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
3
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Site Access 2
Site Access 1
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
7 / 13
5
/
1
0
-7
/
-
1
3
3 / 6
5
/
1
0
-5
/
-
1
0
-1
0
/
-
1
9
Wendover Lane
10
/
1
9
10 / 19
*** NOT TO SCALE ***
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
AM/PM PEAKS
FIGURE 8A
2024 FUTURE BUILD
VOLUMES
(SCENARIO 1)
US
1
7
M
a
r
k
e
t
S
t
r
e
e
t
Middle Sound
Loop Road
Lendire
Road
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
3
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Site Access 2
Site Access 1
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
83 / 156
122 / 93
57 / 73
130 / 190
14
6
/
2
4
6
318 / 206
293 / 195
19
7
7
/
2
0
5
4
25
4
/
2
8
4
19
7
8
/
1
6
5
9
15
5
/
2
4
8
65
/
4
9
54 / 82
58
/
7
1
22
3
4
/
2
0
2
4
58 / 80
79
/
9
1
22
3
4
/
2
0
1
5
23
1
2
/
2
3
9
7
45 / 57
64
/
5
1
52
/
5
8
23
1
2
/
2
3
9
7
17 / 44
21
3
9
/
2
1
8
8
Wendover Lane
32
/
1
1
6
2 / 7
111 / 132
7
/
2
68
/
1
2
7
21
5
1
/
1
8
9
9
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
374 / 173
140 / 279
3
/
1
1
9 / 8
12 / 7
2
/
1
5
0
/
0
0
/
0
62
/
7
7
Bojangles/Advance/Preschool and
Starbucks preclude balancing.
*** NOT TO SCALE ***
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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.
P
1%
AM/PM PEAKS
FIGURE 8B
2024 FUTURE BUILD
VOLUMES
(SCENARIO 2)
US
1
7
M
a
r
k
e
t
S
t
r
e
e
t
Middle Sound
Loop Road
Lendire
Road
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
3
RIGHT IN /
RIGHT OUT
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Site Access 2
Site Access 1
US
1
7
Ma
r
k
e
t
S
t
r
e
e
t
83 / 156
102 / 70
57 / 73
130 / 190
14
0
/
2
3
1
318 / 206
279 / 186
19
8
2
/
2
0
6
9
25
4
/
2
8
4
19
9
3
/
1
6
6
8
15
5
/
2
4
8
65
/
4
9
37 / 57
29
/
3
7
22
0
3
/
1
9
8
0
27 / 36
43
/
6
3
22
0
5
/
1
9
8
0
21
6
5
/
2
2
3
2
22
3
5
/
2
3
1
1
21
2
4
/
2
1
7
9
Wendover Lane
32
/
1
1
6
2 / 7
111 / 132
7
/
2
68
/
1
2
7
21
6
6
/
1
9
0
9
70
/
7
9
82 / 101
45 / 57
29
/
1
9
52
/
5
8
11 / 29
374 / 173
140 / 279
3
/
1
1
9 / 8
12 / 7
2
/
1
5
0
/
0
0
/
0
Bojangles/Advance/Preschool and
Starbucks preclude balancing.
0
/
0
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 29
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” to measure how traffic operates in intersections and on roadway
segments. There are currently six levels of service ranging from A to F. Level of
service “A” represents low-volume traffic operations and Level of Service “F” represents
high-volume, oversaturated traffic operations. Synchro Traffic Modeling software was
used to determine the level of service for studied intersections. Note for unsignalized
intersection analysis, the level of service noted is for the worst approach of the
intersection. This is typically the left turn movement for the side street approach, due to
the number of opposing movements. All worksheet reports from the analyses can be
found 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 (sec) Level of Service Delay Range
(sec)
A 10 A 10
B 10 and 20 B 10 and 15
C 20 and 35 C 15 and 25
D 35 and 55 D 25 and 35
E 55 and 80 E 35 and 50
F 80 F 50
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 30
5.2 Level of Service Results
The following section discusses the level of service for each intersection.
US 17 at Middle Sound Loop Road
This signalized intersection currently operates at LOS E during the AM and PM peaks.
In 2024 future no build condition with future committed improvements, this intersection
is expected to operate at LOS E during the AM peak and LOS F in the PM peak. In the
2024 future build conditions, the level of service is expected to operate at LOS F during
the AM and PM peaks. It should be noted that the total average delay at the intersection
or individual approaches do not increase by 25% or greater. Therefore, no
improvements are recommended to accommodate the future build traffic.
Table 5.2 - Market Street / Middle Sound Loop Road
Scenario Overall
LOS
Level of Service by Approach (Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2021
Existing
E
(57.0)
L T R L T R L T R L T R
F
(85.0)
F
(92.6)
F
(123.0)
E
(75.7)
E
(62.9)
D
(49.6) F (89.6) E
(57.9)
A
(4.9)
D
(54.5)
D
(48.3) A (5.1)
F (109.0) E (68.1) D (53.9) D (47.4)
2024
Future
No Build
E
(75.1)
L T R L T R U T R L T R
F
(90.0)
F
(93.7)
E
(65.1) E(75.3) E
(66.4)
D
(46.4)
F
(197.5)
F
(95.7)
A
(6.2) F (83.9 E
(58.6) A (4.4)
E (75.9) E (67.5) F (91.7) E (58.7)
2024
Future
Build
Scenario
1
F
(87.5)
L T R L T R L T R L T R
F
(95.0)
F
(97.3)
E
(67.9)
E
(73.6)
E
(67.1)
D
(46.2)
F
(236.8)
F
(118.8)
A
(6.6)
F
(82.4)
E
(66.3) A (4.4)
F (79.4) E (65.8) F (114.0) E (65.6)
2024
Future
Build
Scenario
2
E
(84.9)
L T R L T R L T R L T R
F
(116.2)
F
(97.3)
E
(66.5)
E
(75.5)
E
(61.9)
D
(42.8)
F
(220.6)
F
(111.7)
A
(6.3)
E
(86.3)
D
(46.4) A (5.3)
F (82.9) E (65.6) F (106.9) E (66.0)
PM Peak Hour
2021
Existing
E
(70.7)
L T R L T R L T R L T R
F
(183.3)
F
(280.0)
F
(165.0)
F
(157.0)
F
(138.2)
F
(128.2)
F
(145.9)
D
(37.3)
A
(4.4)
F
(351.5)
C
(22.4) A (3.6)
F (216.6) F (143.0) D (42.5) E (61.9)
2024
Future
No Build
F
(114.6)
L T R L T R L T R L T R
F
(185.8)
F
(298.6)
F
(128.8)
F
(144.2)
F
(132.3)
F
(131.5)
F
(816.1)
D
(40.1)
A
(3.9)
F
(721.6)
C
(25.8) A (4.2)
F (204.2) F (137.5) F (100.3) F (109.5)
2024
Future
Build
Scenario
1
F
(143.0)
L T R L T R L T R L T R
F
(199.4)
F
(311.7)
F
(131.7)
F
(140.3)
F
(134.4)
F
(138.8)
F
(1019.2)
D
(41.6)
A
(3.7)
F
(960.7)
C
(27.7) A (4.1)
F (209.0) F (138.8) F (130.4) F (145.6)
2024
Future
Build
Scenario
2
F
(131.6)
L T R L T R L T R L T R
F
(185.8)
F
(130.5)
F
(131.7)
F
(142.5)
F
(133.0)
F
(134.2)
F
(939.5)
D
(42.5)
A
(3.8)
F
(856.1)
C
(27.0) A (4.3)
F (208.4) F (137.7) F (118.5) F (131.2)
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 31
US 17 Northbound at Wendover Lane
This unsignalized intersection currently operates at LOS A during the AM and PM
peaks. In 2024 future no build condition with the committed improvements in place, this
signalized intersection is expected to operate at LOS C during the AM and PM peaks. In
the 2024 future build conditions, the level of service is expected to remain unchanged.
Based on capacity analysis at between both signalize intersections of Market street at
Wendover and Market Street at Site Access 2, the queueing is adequate to
accommodate the traffic. Therefore, no improvements are recommended to
accommodate the future build traffic.
Table 5.3 - Wendover Lane & US 17 Northbound (Market Street)
Scenario Overall
LOS
Level of Service by Approach (Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2021
Existing
A (0.9)
SB
Approach
L T R L T R L T R L T R
A
(0.0) A (0.0) A
(0.0)
A
(0.0)
A
(0.0)
A
(0.0)
C
(21.8)
A
(0.0)
A
(0.0)
D
(28.7)
A
(0.0)
A
(0.0)
A (0.0) A (0.0) A (0.0) A (0.9)
2024
Future No
Build
C (29.1)
L T R L T R L T R L T R
C
(29.8)
C
(29.8)
D
(35.2)
C
(28.8)
C
(28.8)
C (29.8) D (35.2) C (28.8)
2024
Future
Build
Scenario 1
C (34.2)
L T R L T R L T R
C
(34.7)
C
(34.7)
C
(34.8)
C
(34.1)
C
(34.1)
C (34.7) C (34.8) C (34.1)
2024
Future
Build
Scenario 2
C (25.1)
L T R L T R L T R
C
(29.8)
C
(29.8)
D
(35.7)
C
(24.4)
C
(24.4)
C (29.8) D (35.7) C (24.4)
PM Peak Hour
2021
Existing
A (3.7)
SB
Approach
L T R L T R L T R L T R
A
(0.0) A (0.0) A
(0.0)
A
(0.0)
A
(0.0)
A
(0.0)
C
(17.7)
A
(0.0)
A
(0.0)
F
(57.2)
A
(0.0)
A
(0.0)
A (0.0) A (0.0) A (0.0) A (3.7)
2024
Future No
Build
C (20.0)
L T R L T R L T R L T R
E
(73.6)
E
(73.6)
F
(82.9)
B
(13.2)
B
(13.2)
E (73.6) F (82.9) B (13.2)
2024
Future
Build
Scenario 1
C (24.9)
L T R L T R L T R
F
(91.6)
F
(91.6)
E
(73.8)
B
(16.2)
B
(16.2)
F (91.6) E (73.8) B (16.2)
2024
Future
Build
Scenario 2
C (21.1)
L T R L T R L T R
E
(73.6) E(73.6) F
(82.9)
B
(14.6)
B
(14.6)
E (73.6) F (82.9) B (14.6)
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 32
Lendire Road / Ogden Business Park at Site Access 3
This signalized intersection currently operates at LOS B during the AM and PM peaks.
In 2024 future no build conditions and future build conditions, LOS is expected to
remain unchanged. In 2024 future build conditions scenario 1, This unsignalized
intersection is expected to operate at LOS C during both the AM and PM peaks. In
scenario 2 2024 future build conditions, it is expected to operate at LOS B during both
the AM and PM peaks. Based on the NCDOT nomograph and capacity analysis, the
following improvements are recommended:
Provide an eastbound left turn lane with 50 feet of storage length and appropriate
taper for both scenario 1 & 2
Provide a westbound right turn taper with 50 feet of taper for both scenario 1 & 2
Table 5.5 - Lendire Road at Ogden Business Park Lane / Site Access 3
Scenario Overall
LOS
Level of Service by Approach (Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2021 Existing
B (11.8)
NB
Approach
L T R L T R L T R
A
(0.0)
A
(0.0)
A
(8.2)
A
(0.0)
B
(11.8)
B
(11.8)
A (0.0) A (0.4) B (11.8)
2024 Future No
Build
B (11.9)
NB
Approach
L T R L T R L T R
A
(0.0)
A
(0.0)
A
(8.2)
A
(0.0)
B
(11.9)
B
(11.9)
A (0.0) A (0.5) B (11.9)
2024 Future
Build Scenario 1
C (16.3)
SB
Approach
L T R L T R L T R L T R
A
(7.7)
A
(0.0)
A
(0.0)
A
(8.2)
A
(0.0)
A
(0.0)
B
(14.9)
B
(14.9)
B
(14.9)
C
(16.3)
C
(16.3)
C
(16.3)
A (0.8) A (0.4) B (14.9) C (16.3)
2024 Future
Build Scenario 1
with
improvements
C (16.0)
SB
Approach
L T R L T R L T R L T R
A
(7.7)
A
(0.0)
A
(0.0)
A
(8.2)
A
(0.0)
A
(0.0)
B
(14.8)
B
(14.8)
B
(14.8)
C
(16.0)
C
(16.0)
C
(16.0)
A (0.8) A (0.5) B (14.8) C (16.0)
2024 Future
Build Scenario 2
B (14.8)
NB
Approach
L T R L T R L T R L T R
A
(7.6)
A
(0.0)
A
(0.0)
A
(8.2)
A
(0.0)
A
(0.0)
B
(14.8)
B
(14.8)
B
(14.8)
B
(13.2)
B
(13.2)
B
(13.2)
A (0.8) A (0.5) B (14.8) B (13.2)
2024 Future
Build Scenario 2
with
improvements
B (14.8)
NB
Approach
L T R L T R L T R L T R
A
(7.6)
A
(0.0)
A
(0.0)
A
(8.2)
A
(0.0)
A
(0.0)
B
(14.8)
B
(14.8)
B
(14.8)
B
(13.0)
B
(13.0)
B
(13.0)
A (0.8) A (0.5) B (14.8) B (13.0)
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 33
Table 5.5 (continued) - Lendire Road at Ogden Business Park Lane / Site Access 3
Scenario Overall
LOS
Level of Service by Approach (Delay in sec/veh)
Eastbound Westbound Northbound Southbound
PM Peak Hour
2021 Existing
B (10.6)
NB
Approach
L T R L T R L T R
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
B
(10.6)
B
(10.6)
A (0.0) A (0.2) B (10.6)
2024 Future No
Build
B (10.7)
NB
Approach
L T R L T R L T R
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
B
(10.7)
B
(10.7)
A (0.0) A (0.2) B (10.7)
2024 Future
Build Scenario 1
C (15.8)
SB
Approach
L T R L T R L T R L T R
A
(8.2)
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
A
(0.0)
B
(13.6)
B
(13.6)
B
(13.6)
C
(15.8)
C
(15.8)
C
(15.8)
A (2.0) A (0.2) B (13.6) C (15.8)
2024 Future
Build Scenario 1
with
improvements
C (15.8)
SB
Approach
L T R L T R L T R L T R
A
(8.2)
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
A
(0.0)
B
(13.5)
B
(13.5)
B
(13.5)
C
(15.2)
C
(15.2)
C
(15.2)
A (2.0) A (0.2) B (13.5) C (15.2)
2024 Future
Build Scenario 2
B (13.5)
NB
Approach
L T R L T R L T R L T R
A
(8.1)
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
A
(0.0)
B
(13.5)
B
(13.5)
B
(13.5)
C
(12.9)
C
(12.9)
C
(12.9)
A (2.0) A (0.2) B (13.5) C (12.9)
2024 Future
Build Scenario 2
with
improvements
B (13.4)
NB
Approach
L T R L T R L T R L T R
A
(8.1)
A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
A
(0.0)
B
(13.4)
B
(13.4)
B
(13.4)
C
(12.7)
C
(12.7)
C
(12.7)
A (2.0) A (0.2) B (13.4) C (12.7)
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 34
US 17 at Site Access 1
In 2024 future build conditions scenario 1, This unsignalized intersection is expected to
operate at LOS E during both the AM and PM peaks. In scenario 2 2024 future build
conditions, it is expected to operate at LOS D during both the AM and PM peaks. Based
on the NCDOT nomograph and capacity analysis, the following improvements are
recommended:
Provide a southbound right turn lane with 175 feet of storage length and
appropriate taper in scenario 1
Provide a southbound right turn lane with 100 feet of storage length and
appropriate taper in scenario 2
Table 5.6 -US 17 (Market Street) & Site Access 1
Scenario
LOS of
Worst
Approach
Level of Service by Approach (Delay in sec/veh)
Eastbound Northbound Southbound
AM Peak Hour
2024 Future Build
Scenario 1
E (41.1)
EB
Approach
L T R L T R L T R
E (41.1) A (0.0) A (0.0) A (0.0)
E (41.1) A (0.0) A (0.0)
2024 Future Build
Scenario 1 with
improvements
E (38.5)
EB
Approach
L T R L T R L T R
E(38.5) A (0.0) A (0.0) A (0.0)
E(38.5) A (0.0) A (0.0)
2024 Future Build
Scenario 2
D (33.5)
EB
Approach
L T R L T R L T R
D (33.5) A (0.0) A (0.0) A (0.0)
D (33.5) A (0.0) A (0.0)
2024 Future Build
Scenario 2 with
improvements
D (32.6)
EB
Approach
L T R L T R L T R
D (32.6) A (0.0) A (0.0) A (0.0)
D (32.6) A (0.0) A (0.0)
PM Peak Hour
2024 Future Build
Scenario 1
E (40.9)
EB
Approach
L T R L T R L T R
E (40.9) A (0.0) A (0.0) A (0.0)
E (40.9) A (0.0) A (0.0)
2024 Future Build
Scenario 1 with
improvements
E (37.5)
EB
Approach
L T R L T R L T R
E (37.5) A (0.0) A (0.0) A (0.0)
E (37.5) A (0.0) A (0.0)
2024 Future Build
Scenario 2
D (31.1)
EB
Approach
L T R L T R L T R
D (31.1) A (0.0) A (0.0) A (0.0)
D (31.1) A (0.0) A (0.0)
2024 Future Build
Scenario 2 with
improvements
D (29.9)
EB
Approach
L T R L T R L T R
D (29.9) A (0.0) A (0.0) A (0.0)
D (29.9) A (0.0) A (0.0)
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 35
US 17 at Site Access 2
In 2024 future build conditions scenario 1, This unsignalized intersection is expected to
operate at LOS E during both the AM and PM peaks. In scenario 2 2024 future build
conditions, it is expected to operate at LOS F during both the AM and PM peaks. Based
on the NCDOT nomograph and signal warrant analysis (see section 6 of the report), the
following improvements are recommended:
Provide a southbound right turn lane with 250 feet of storage length and
appropriate taper in scenario 1
Provide a southbound right turn lane with 150 feet of storage length and
appropriate taper in scenario 2
Provide a northbound right turn lane with 100 feet of storage length and
appropriate taper in scenario 2
Install a signal in scenario 2
Table 5.7 -US 17 (Market Street) & Site Access 2
Scenario Overall &
Worst LOS
Level of Service by Approach (Delay in sec/veh)
Eastbound Northbound Southbound
AM Peak Hour
2024 Future Build
Scenario 1
E (43.8)
EB
Approach
L T R L T R L T R
E (43.8) A (0.0) A (0.0) A (0.0)
E (43.8) A (0.0) A (0.0)
2024 Future Build
Scenario 1 with
improvements
E (39.8)
EB
Approach
L T R L T R L T R
E (39.8) A (0.0) A (0.0) A (0.0)
E (39.8) A (0.0) A (0.0)
2024 Future Build
Scenario 2
F
(14952.9)
NB
Approach
L T R L T R L T R
F (81.0) F (81.0) F
(14952.9)
F
(14952.9) B (12.7) B (12.7)
F (81.0) F (14952.9) B (12.7)
2024 Future Build
Scenario 2 with
improvements
C (27.0)
L T R L T R L T R
F (81.1) F (81.1) F (84.1) C (20.3) C (29.5) A (6.5)
F (81.1) C (22.3) C (29.0)
PM Peak Hour
2024 Future Build
Scenario 1
E (40.9)
EB
Approach
L T R L T R L T R
E (40.9) A (0.0) A (0.0) A (0.0)
E (40.9) A (0.0) A (0.0)
2024 Future Build
Scenario 1 with
improvements
E (36.4)
EB
Approach
L T R L T R L T R
E (36.4) A (0.0) A (0.0) A (0.0)
E (36.4) A (0.0) A (0.0)
2024 Future Build
Scenario 2
F
(14681.8)
NB
Approach
L T R L T R L T R
F
(14681.8)
F
(14681.8) D (31.6) D (31.6) A (0.0) A (0.0)
F (14681.8) D (31.6) A (0.0)
2024 Future Build
Scenario 2 with
improvements
B (17.4)
L T R L T R L T R
F (84.4) F (84.4) F (89.6) A (7.4) C (21.5) A (6.8)
F (84.4) B (10.2) C (21.0)
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 36
6.0 Queue Results
Below in Table 6.1 – Table 6.4 are the queue results for all exclusive turn lanes.
Recommended improvements are illustrated in Figure 9A and 9B for Scenario 1 & 2,
respectively .
Table 6.1 - Queue Results
AM Peak Hour Queues
Scenario Market Street / Middle Sound Loop Road
2021 Existing EBL EBR WBL1 WBL2 WBR NBL NBR SBL SBR
Max Queue (ft) 166 233 246 274 167 350 821 149 225
95th Percentile Queue (ft) #224 #477 223 223 148 #231 81 180 27
Storage Bay (ft) 150 FULL 425 425 75 350 900 150 125
2024 Future No Build EBL EBR1 EBR2 WBL1 WBL2 WBR NBL NBR SBL SBR
Max Queue (ft) 183 188 192 235 265 182 350 1000 150 225
95th Percentile Queue (ft) 180 210 210 229 229 154 #331 102 229 23
Storage Bay (ft) 150 FULL FULL 425 425 75 350 900 150 125
2024 Future Build Scenario 1 EBL EBR1 EBR2 WBL1 WBL2 WBR NBL NBR SBL SBR
Max Queue (ft) 194 226 215 218 255 193 350 1000 149 225
95th Percentile Queue (ft) #214 239 239 227 227 167 #369 107 246 24
Storage Bay (ft) 150 FULL FULL 425 425 75 350 900 150 125
2024 Future Build Scenario 2 EBL EBR1 EBR2 WBL1 WBL2 WBR NBL NBR SBL SBR
Max Queue (ft) 190 226 209 252 282 186 350 1000 149 225
95th Percentile Queue (ft) #230 227 227 229 229 164 #354 94 253 29
Storage Bay (ft) 150 FULL FULL 425 425 75 350 900 150 125
PM Peak Hour Queues
2021 Existing EBL EBR WBL1 WBL2 WBR NBL NBR SBL SBR
Max Queue (ft) 200 338 261 325 225 350 1000 150 186
95th Percentile Queue (ft) 229 #545 286 286 481 #449 79 #955 21
Storage Bay (ft) 150 FULL 425 425 75 350 900 150 125
2024 Future No Build EBL EBR1 EBR2 WBL1 WBL2 WBR NBL NBR SBL SBR
Max Queue (ft) 200 292 197 284 338 225 350 1000 150 207
95th Percentile Queue (ft) 237 #649 #649 294 294 499 #1010 82 #1110 23
Storage Bay (ft) 150 FULL FULL 425 425 75 350 900 150 125
2024 Future Build Scenario 1 EBL EBR1 EBR2 WBL1 WBL2 WBR NBL NBR SBL SBR
Max Queue (ft) 200 278 264 267 325 225 350 1000 150 162
95th Percentile Queue (ft) #358 304 304 294 294 540 #1193 82 #1206 23
Storage Bay (ft) 150 FULL FULL 425 425 75 350 900 150 125
2024 Future Build Scenario 2 EBL EBR1 EBR2 WBL1 WBL2 WBR NBL NBR SBL SBR
Max Queue (ft) 200 324 214 279 312 225 350 1000 150 164
95th Percentile Queue (ft) 237 290 290 294 294 540 #1122 82 #1193 22
Storage Bay (ft) 150 FULL FULL 425 425 75 350 900 150 125
#: 95th percentile volume exceeds capacity; queue may be longer
m: Volume for 95th percentile queue is metered by upstream signal.
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 37
Table 6.2 - Queue Results
AM Peak Hour Queues
Scenario US 17 Northbound (Market Street) at Wendover Lane
2021 Existing WBLTR NBLT NBTR SBLT SBTR
Max Queue (ft) 1125 697 717 1180 1178
95th Percentile Queue (ft) 0 3 0 35 0
Storage Bay (ft) FULL FULL FULL FULL
2024 Future No Build WBR NBTR SBUL SBTR
Max Queue (ft) 148 387 626 669
95th Percentile Queue (ft) 99 m1132 68 0
Storage Bay (ft) FULL FULL 650 FULL
2024 Future Build
Scenario 1 WBR NBTR SBUL SBTR
Max Queue (ft) 143 404 151 0
95th Percentile Queue (ft) 98 m1160 112 0
Storage Bay (ft) FULL FULL 650 FULL
2024 Future Build
Scenario 2 WBR NBTR SBUL SBTR
Max Queue (ft) 146 520 106 0
95th Percentile Queue (ft) 98 m898 68 98
Storage Bay (ft) FULL FULL 650 FULL
PM Peak Hour Queues
2021 Existing WBLR NBLT NBTR SBLT SBTR
Max Queue (ft) 1132 156 454 1668 1670
95th Percentile Queue (ft) 0 3 0 110 0
Storage Bay (ft) FULL FULL FULL FULL
2024 Future No Build WBR NBTR SBUL SBTR
Max Queue (ft) 246 285 683 682
95th Percentile Queue (ft) 218 1302 210 0
Storage Bay (ft) FULL FULL 650 FULL
2024 Future Build
Scenario 1 WBR NBTR SBUL SBTR
Max Queue (ft) 234 290 258 244
95th Percentile Queue (ft) 218 1390 #359 0
Storage Bay (ft) FULL FULL 650 FULL
2024 Future Build
Scenario 2 WBR NBTR SBUL SBTR
Max Queue (ft) 234 262 222 251
95th Percentile Queue (ft) 218 1381 210 0
Storage Bay (ft) FULL FULL 650 FULL
#: 95th percentile volume exceeds capacity; queue may be longer
m: Volume for 95th percentile queue is metered by upstream signal.
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 38
Table 6.3 - Queue Results
AM Peak Hour Queues
Scenario Lendire Road at Ogden Business Park Lane / Site Access 3
2021 Existing EBTR WBLT NBLR
Max Queue (ft) 223 34 34
95th Percentile Queue (ft) 0 0 3
Storage Bay (ft) FULL FULL FULL
2024 Future No Build EBTR WBLT NBLR
Max Queue (ft) 0 30 29
95th Percentile Queue (ft) 0 0 3
Storage Bay (ft) FULL FULL FULL 0
2024 Future Build Scenario 1 EBTR WBLT NBLR SBLTR
Max Queue (ft) 62 24 35 117
95th Percentile Queue (ft) 3 0 3 30
Storage Bay (ft) FULL FULL FULL FULL
2024 Future Build Scenario 2 EBLTR WBLTR NBLTR SBLTR
Max Queue (ft) 59 33 33 92
95th Percentile Queue (ft) 3 0 3 15
Storage Bay (ft) FULL FULL FULL FULL
2024 Future Build Scenario 1 with
Improvements EBL EBTR WBR WBLT NBLTR SBLTR
Max Queue (ft) 34 0 15 34 35 102
95th Percentile Queue (ft) 3 0 0 0 3 30
Storage Bay (ft) 50 FULL 50' Taper FULL FULL FULL
2024 Future Build Scenario 2 with
Improvements EBL EBTR WBR WBLT NBLTR SBLTR
Max Queue (ft) 32 0 16 23 37 88
95th Percentile Queue (ft) 3 0 0 0 3 15
Storage Bay (ft) 50 FULL 50' Taper FULL FULL FULL
PM Peak Hour Queues
2021 Existing EBTR WBLT NBLR
Max Queue (ft) 0 23 38
95th Percentile Queue (ft) 0 0 3
Storage Bay (ft) FULL FULL FULL
2024 Future No Build EBTR WBLT NBLR
Max Queue (ft) 0 12 38
95th Percentile Queue (ft) 0 0 3
Storage Bay (ft) FULL FULL FULL
2024 Future Build Scenario 1 EBLTR WBLTR NBLTR SBLTR
Max Queue (ft) 118 24 50 136
95th Percentile Queue (ft) 5 0 5 28
Storage Bay (ft) FULL FULL FULL
2024 Future Build Scenario 2 EBLTR WBLTR NBLTR SBLTR
Max Queue (ft) 56 23 55 79
95th Percentile Queue (ft) 5 0 5 15
Storage Bay (ft) FULL FULL FULL
2024 Future Build Scenario 1 with
Improvements EBL EBTR WBR WBLT NBLTR SBLTR
Max Queue (ft) 43 0 40 8 51 100
95th Percentile Queue (ft) 5 0 0 0 5 25
Storage Bay (ft) 50 FULL 50' Taper FULL FULL FULL
2024 Future Build Scenario 2 with
Improvements EBL EBTR WBR WBLT NBLTR SBLTR
Max Queue (ft) 40 0 34 7 58 91
95th Percentile Queue (ft) 5 0 0 0 5 15
Storage Bay (ft) 50 FULL 50' Taper FULL FULL FULL
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 39
Table 6.4 - Queue Results
AM Peak Hour Queues
Scenario US 17 (Market Street) &
Site Access 1 US 17 (Market Street) & Site Access 2
2024 Future Build Scenario 1 EBR SBTR EBR SBTR
Max Queue (ft) 351 322 1001 704
95th Percentile Queue (ft) 40 0 45 0
Storage Bay (ft) FULL FULL FULL FULL
2024 Future Build Scenario 2 EBR SBTR EBLR NBLT SBTR
Max Queue (ft) 306 330 999 293 698
95th Percentile Queue (ft) 23 0 433 50 0
Storage Bay (ft) FULL FULL FULL FULL FULL
2024 Future Build Scenario 1 with
Improvements EBR SBR EBR SBR
Max Queue (ft) 890 224 990 350
95th Percentile Queue (ft) 38 0 43 0
Storage Bay (ft) FULL 175 FULL FULL
2024 Future Build Scenario 2 with
Improvements EBR SBR EBLR NBL SBR
Max Queue (ft) 71 20 224 187 250
95th Percentile Queue (ft) 28 0 189 m96 26
Storage Bay (ft) FULL 100 FULL 100 150
PM Peak Hour Queues
2024 Future Build Scenario 1 EBR SBTR EBR SBTR
Max Queue (ft) 738 315 927 498
95th Percentile Queue (ft) 60 0 58 0
Storage Bay (ft) 0 0 FULL FULL
2024 Future Build Scenario 2 EBR SBTR EBLR NBLT SBTR
Max Queue (ft) 242 330 617 141 499
95th Percentile Queue (ft) 33 0 528 45 0
Storage Bay (ft) 0 0 FULL FULL FULL
2024 Future Build Scenario 1 with
Improvements EBR SBR EBR NBLT SBR
Max Queue (ft) 957 268 920 350
95th Percentile Queue (ft) 55 0 53 0
Storage Bay (ft) 0 0 Full Full Full
2024 Future Build Scenario 2 with
Improvements EBR SBR EBLR NBL SBR
Max Queue (ft) 236 180 610 134 250
95th Percentile Queue (ft) 30 0 228 m102 35
Storage Bay (ft) FULL 100 FULL 100 150
m: Volume for 95th percentile queue is metered by upstream signal.
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 40
7.0 Signal Warrant Analysis
The signal warrant analysis was conducted for the intersection of US 17 (Market Street)
/ Site Access 2. The analysis was conducted using PC-Warrants software. The Federal
Highway Administration Manual on Uniform Traffic Control Devices (MUTCD 2009
Edition), has established nine criteria that can be used to justify the installation of a
Traffic signal, which are the following:
Warrant 1, Eight-Hour Vehicular Volume
Warrant 2, Four-Hour Vehicular Volume
Warrant 3, Peak Hour
Warrant 4, Pedestrian Volume
Warrant 5, School Crossing
Warrant 6, Coordinated Signal System
Warrant 7, Crash Experience
Warrant 8, Roadway Network
Warrant 9, Intersection Near a Grade Crossing
The applicable warrants were measured for future build conditions. Warrants 4 – 9 were
not applied for this analysis.
Warrants 1-3, Traffic Volumes
Warrants 1-3 are related to traffic volumes and were considered for existing and future
conditions. The speed limit on US 17 (Market Street) is 45 MPH. The 85th percentile
speed on US 17 (Market Street) was assumed to be greater than 40 MPH; therefore,
the 70% volumes were utilized for the warrants.
Signal Warrant Analysis Results
The results of the signal warrant analysis are summarized in Table 712. As shown, the
intersection currently meets the volume warrants for signalization and will continue to
meet the warrants in the future conditions. Additional information and reports from PC-
Warrants can be found in the Appendix.
Table 7.1 - Signal Warrant Analysis Results
2024 Build
Warrant 1
(8-hour volume) Yes
Warrant 2
(4-hour volume) Yes
Warrant 3
(peak-hour volume) Yes
This study has found that this intersection is anticipated to meet three (3) warrants
among the applicable MUTCD signal warrants in 2024 future conditions. This study
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 41
finds that traffic volumes at the intersection of US 17 (Market Street) / Site Access
2 are high enough to meet MUTCD Warrants 1, 2, and 3 under existing conditions.
Overall, the signal should be considered in future conditions of the proposed
development.
*** NOT TO SCALE ***
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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 agreementbetweenDAVENPORT and the client.
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
FIGURE 9A
RECOMMENDED
IMPROVEMENTS
SCENARIO 1
425'
35
0
'
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
TW
L
T
L
425'
150'
90
0
'
FULL
150'
TW
L
T
L
15
0
'
TWO WAY LEFT
TURN LANE
Lendire
Road
TWLTL
US
1
7
(M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
12
5
'
Wendover Lane
TW
L
T
L
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
Site Access 2
Site Access 1
17
5
'
25
0
'
65
0
'
50' Taper
50'
Si
t
e
A
c
c
e
s
s
3
Dennys Entrance
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Construct site accesses according
NCDOT standards
FULL
*** NOT TO SCALE ***
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
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 agreementbetweenDAVENPORT and the client.
PROJECT NUMBER 210236
LENDIRE MIXED USE
WILMINGTON, NC
FIGURE 9B
RECOMMENDED
IMPROVEMENTS
SCENARIO 2
425'
35
0
'
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
TW
L
T
L
425'
150'
90
0
'
FULL
150'
TW
L
T
L
15
0
'
TWO WAY LEFT
TURN LANE
Lendire
Road
TWLTL
US
1
7
(M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
12
5
'
Wendover Lane
TW
L
T
L
Og
d
e
n
Bu
s
i
n
e
s
s
L
a
n
e
Site Access 2
Site Access 1
10
0
'
15
0
'
65
0
'
50' Taper
50'
Si
t
e
A
c
c
e
s
s
3
Dennys Entrance
BLACK = EXISTING
BLUE = PROPOSED
GREEN = COMMITTED
IMPROVEMENT
Construct site accesses according
NCDOT standards
FULL
10
0
'
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 44
8.0 Summary and Conclusion
The proposed Lendire Mixed Use development is to be located on the north quadrant of
the intersection of Middle Sound Loop Road and Lendire Road in Wilmington, North
Carolina. As currently planned, this site development proposes 694 dwelling units of
multifamily housing (low-rise), 26,000 square feet of general office, 10,000 square feet
of medical office, 29,000 of retail, 7,000 of high turnover restaurant and 2,500 square
feet of fast food restaurant with drive thru. Three (3) accesses are proposed to the site,
one full access on Lendire Road, one full access and one right-in / right-out on US 17
(Market Street).
Trip Generation
Based on trip generation rates and equations published in Trip Generation (Institute of
Transportation Engineers, 10th Edition), this development has a trip generation potential
of 386 net trips in the AM peak, 457 net trips in the PM peak and 7,473 of total daily
trips.
Capacity Analysis and Recommendations
Based on NCDOT turn lane warrant analysis at Site Access 1 in scenario 1, it is
recommended to provide a southbound right turn lane with 175 feet of storage length
and appropriate taper. In scenario 2, it is recommended to provide a southbound right
turn lane with 100 feet of storage length and appropriate taper.
Based on NCDOT turn lane warrant analysis at Site Access 2 in scenario 1, it is
recommended to provide a southbound right turn lane with 250 feet of storage length
and appropriate taper. If the signal is installed in scenario 2, it is recommended to
provide a southbound right turn lane with 150 feet of storage length and appropriate
taper. It is recommended to provide a southbound right turn lane with 150 feet of
storage length and appropriate taper in scenario 2. Also, this study finds that traffic
volumes at the intersection at US 17 at Site Access 2 during scenario 2 are high enough
to meet MUTCD Warrants 1, 2, and 3 under future conditions.
At Lendire Road at Site Access 3, it is recommended to provide an eastbound left turn
lane with 50 feet of storage length and appropriate taper for both scenario 1 & 2. Also, it
is recommended to provide a westbound right turn taper with 50 feet of taper for both
scenario 1 & 2.
At both intersections of US 17 at Middle Sound Loop Road / Lendire Road and US 17
(Market Street) at Wendover Lane no improvements are recommended. Based on
SimTraffic and Synchro queueing outputs, there is sufficient distance on Market Street
between Site Access 2 and (if signalized) and the future RCI at Wendover to
accommodate the Market Street left turn queues for both intersections and the transition
taper between them.
9/15/2022 Lendire Mixed Use – Transportation Impact Analysis 45
Conclusion
In conclusion, this study has reviewed the impacts of both background traffic and traffic
generated by Dollar General development. The development and proposed site traffic
can be accommodated without significant additional degradation to the roadway and
intersection operations, but roadway operations could be improved with the installation
of the suggested improvements. Table 8.1 present the improvements summary. It is
recommended that the site accesses be constructed to comply with NCDOT standards
where applicable.
Table 8.1 – Recommended Improvement Summary
Intersection 2024 Future Build Scenario 1 2024 Future Build Scenario 2
US 17 at Middle Sound Loop
Road / Lendire Road
No improvements
recommended
No improvements
recommended
US 17 (Market Street) at
Wendover Lane
No improvements
recommended
No improvements
recommended
Lendire Road at Site Access 3
Provide an eastbound
left turn lane with 50 feet
of storage length and
appropriate taper
Provide an eastbound
right turn taper with 50
feet
Provide an eastbound
left turn lane with 50 feet
of storage length and
appropriate taper
Provide an eastbound
right turn taper with 50
feet
US 17 (Market Street) at Site
Access 1
Provide a southbound
right turn lane with 175
feet of storage length
and appropriate taper in
scenario 1
Provide a southbound
right turn lane with 100
feet of storage length
and appropriate taper in
scenario 2
US 17 (Market Street) at Site
Access 2
Provide a southbound
right turn lane with 250
feet of storage length
and appropriate taper in
scenario 1
Provide a southbound
right turn lane with 150
feet of storage length
and appropriate taper in
scenario 2
Provide a northbound
right turn lane with 100
feet of storage length
and appropriate taper in
scenario 2
Install a signal in
scenario 2
9/2/2022 Lendire Mixed Use – Transportation Impact Analysis 46
Appendix
Lendire Mixed Use – Transportation Impact Analysis
Level of Service Analysis
Lendire Mixed Use – Transportation Impact Analysis
US 17 at Middle Sound Loop Road
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/23/2022
Lendire Mixed Use 06/20/2021 1a. AM Existing Synchro 10 Report
A. Some Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)99 73 249 308 52 111 128 1880 246 137 1894 63
Future Volume (vph)99 73 249 308 52 111 128 1880 246 137 1894 63
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)150 275 425 150 350 900 150 125
Storage Lanes 1 0 2 1 1 1 1 1
Taper Length (ft)50 250 0 0
Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1770 1863 1583 3433 1863 1583 1770 3539 1583 1770 3539 1583
Flt Permitted 0.950 0.950 0.051 0.051
Satd. Flow (perm)1770 1863 1583 3433 1863 1583 95 3539 1583 95 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph)35 35 45 45
Link Distance (ft)381 1203 2106 987
Travel Time (s)7.4 23.4 31.9 15.0
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)110 81 277 342 58 123 142 2089 273 152 2104 70
Shared Lane Traffic (%)
Lane Group Flow (vph) 110 81 277 342 58 123 142 2089 273 152 2104 70
Turn Type Prot NA pm+ov Prot NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov
Protected Phases 745381523167
Permitted Phases 4 8 2 2 6 6
Detector Phase 745381523167
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0
Minimum Split (s)10.6 10.8 10.8 10.8 10.8 11.1 10.8 18.1 10.8 11.1 18.1 10.6
Total Split (s)17.0 17.0 16.0 34.0 34.0 26.0 16.0 79.0 34.0 26.0 89.0 17.0
Total Split (%)10.9% 10.9% 10.3% 21.8% 21.8% 16.7% 10.3% 50.6% 21.8% 16.7% 57.1% 10.9%
Maximum Green (s) 11.4 11.2 10.2 28.2 28.2 19.9 10.2 72.9 28.2 19.9 82.9 11.4
Yellow Time (s) 3.0 3.8 3.0 3.0 3.8 3.0 3.0 4.5 3.0 3.0 4.5 3.0
All-Red Time (s)2.6 2.0 2.8 2.8 2.0 3.1 2.8 1.6 2.8 3.1 1.6 2.6
Lost Time Adjust (s) -0.6 -0.8 -0.8 -0.8 -0.8 -1.1 -0.8 -1.1 -0.8 -1.1 -1.1 -0.6
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0
Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0
Recall Mode None None None None None None None C-Max None None C-Max None
Act Effct Green (s)15.2 10.7 26.7 20.7 18.4 35.6 90.2 90.2 110.9 93.6 93.6 109.8
Actuated g/C Ratio 0.10 0.07 0.17 0.13 0.12 0.23 0.58 0.58 0.71 0.60 0.60 0.70
v/c Ratio 0.64 0.64 1.03 0.75 0.26 0.34 0.82 1.02 0.24 0.72 0.99 0.06
Control Delay 85.8 92.6 123.0 75.7 62.9 49.6 89.6 57.9 4.9 54.5 48.3 5.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 85.8 92.6 123.0 75.7 62.9 49.6 89.6 57.9 4.9 54.5 48.3 5.1
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/23/2022
Lendire Mixed Use 06/20/2021 1a. AM Existing Synchro 10 Report
A. Some Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFFEEDFEADDA
Approach Delay 109.0 68.1 53.9 47.4
Approach LOS F E D D
Queue Length 50th (ft) 112 81 284 175 54 103 92 ~1187 40 101 ~1108 13
Queue Length 95th (ft) #224 142 #477 223 97 148 #231 #1475 81 180 #1366 27
Internal Link Dist (ft) 301 1123 2026 907
Turn Bay Length (ft) 150 275 425 150 350 900 150 125
Base Capacity (vph) 172 143 270 638 346 428 173 2045 1209 282 2123 1114
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.64 0.57 1.03 0.54 0.17 0.29 0.82 1.02 0.23 0.54 0.99 0.06
Intersection Summary
Area Type:Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 124 (79%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 130
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 57.0 Intersection LOS: E
Intersection Capacity Utilization 89.1% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 17 (Market Street) & Middle Sound Loop Road
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/19/2022
Lendire Mixed Use 08/19/2022 1b. AM Future No Build Synchro 10 Report
A. Some Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 102 76 257 318 54 115 132 1937 254 142 1952 65
Future Volume (vph) 102 76 257 318 54 115 132 1937 254 142 1952 65
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 275 425 150 350 900 150 125
Storage Lanes 1 0 2 1 1 1 1 1
Taper Length (ft) 50 250 0 0
Lane Util. Factor 1.00 1.00 0.88 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 2787 3433 1863 1583 1770 3539 1583 1770 3539 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 2787 3433 1863 1583 1770 3539 1583 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 45 45
Link Distance (ft) 381 1203 2187 493
Travel Time (s) 7.4 23.4 33.1 7.5
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) 113 84 286 353 60 128 147 2152 282 158 2169 72
Shared Lane Traffic (%)
Lane Group Flow (vph) 113 84 286 353 60 128 147 2152 282 158 2169 72
Turn Type Prot NA pm+ov Prot NA pt+ov Prot NA pm+ov Prot NA pm+ov
Protected Phases 745388 1523167
Permitted Phases 4 2 6
Detector Phase 745388 1523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0
Minimum Split (s) 10.6 10.9 10.8 10.8 10.7 10.8 18.1 10.8 11.1 18.1 10.6
Total Split (s) 23.0 17.0 16.0 40.0 34.0 16.0 73.0 40.0 26.0 83.0 23.0
Total Split (%) 14.7% 10.9% 10.3% 25.6% 21.8% 10.3% 46.8% 25.6% 16.7% 53.2% 14.7%
Maximum Green (s) 17.4 11.1 10.2 34.2 28.3 10.2 66.9 34.2 19.9 76.9 17.4
Yellow Time (s) 3.0 3.8 3.0 3.0 3.8 3.0 4.5 3.0 3.0 4.5 3.0
All-Red Time (s) 2.6 2.1 2.8 2.8 1.9 2.8 1.6 2.8 3.1 1.6 2.6
Lost Time Adjust (s) -0.6 -0.9 -0.8 -0.8 -0.7 -0.8 -1.1 -0.8 -1.1 -1.1 -0.6
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lag Lag Lag Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0
Recall Mode None None None None None None C-Max None None C-Max None
Act Effct Green (s) 14.4 10.8 26.8 21.2 17.7 41.3 11.0 84.7 105.9 19.3 92.9 107.3
Actuated g/C Ratio 0.09 0.07 0.17 0.14 0.11 0.26 0.07 0.54 0.68 0.12 0.60 0.69
v/c Ratio 0.69 0.65 0.60 0.76 0.28 0.31 1.19 1.12 0.26 0.72 1.03 0.07
Control Delay 90.0 93.7 65.1 75.3 66.4 46.4 197.5 95.7 6.2 83.9 58.6 4.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 90.0 93.7 65.1 75.3 66.4 46.4 197.5 95.7 6.2 83.9 58.6 4.4
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/19/2022
Lendire Mixed Use 08/19/2022 1b. AM Future No Build Synchro 10 Report
A. Some Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFEEEDFFAFEA
Approach Delay 75.9 67.5 91.7 58.7
Approach LOS E E F E
Queue Length 50th (ft) 113 84 153 181 57 105 ~179 ~1340 56 157 ~1254 12
Queue Length 95th (ft) 180 145 210 229 104 154 #331 #1615 102 229 #1445 23
Internal Link Dist (ft) 301 1123 2107 413
Turn Bay Length (ft) 150 275 425 150 350 900 150 125
Base Capacity (vph) 204 143 479 770 346 448 124 1920 1214 251 2108 1125
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.55 0.59 0.60 0.46 0.17 0.29 1.19 1.12 0.23 0.63 1.03 0.06
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 122 (78%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.19
Intersection Signal Delay: 75.1 Intersection LOS: E
Intersection Capacity Utilization 89.6% ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 17 (Market Street) & Middle Sound Loop Road
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 122 83 293 318 57 130 146 1977 254 155 1978 65
Future Volume (vph) 122 83 293 318 57 130 146 1977 254 155 1978 65
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 275 425 150 350 900 150 125
Storage Lanes 1 0 2 1 1 1 1 1
Taper Length (ft) 50 250 0 0
Lane Util. Factor 1.00 1.00 0.88 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 2787 3433 1863 1583 1770 3539 1583 1770 3539 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 2787 3433 1863 1583 1770 3539 1583 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 45 45
Link Distance (ft) 381 1203 2106 493
Travel Time (s) 7.4 23.4 31.9 7.5
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) 136 92 326 353 63 144 162 2197 282 172 2198 72
Shared Lane Traffic (%)
Lane Group Flow (vph) 136 92 326 353 63 144 162 2197 282 172 2198 72
Turn Type Prot NA pm+ov Prot NA pt+ov Prot NA pm+ov Prot NA pm+ov
Protected Phases 745388 1523167
Permitted Phases 4 2 6
Detector Phase 745388 1523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0
Minimum Split (s) 10.6 10.9 10.8 10.8 10.7 10.8 18.1 10.8 11.1 18.1 10.6
Total Split (s) 23.0 17.0 16.0 40.0 34.0 16.0 73.0 40.0 26.0 83.0 23.0
Total Split (%) 14.7% 10.9% 10.3% 25.6% 21.8% 10.3% 46.8% 25.6% 16.7% 53.2% 14.7%
Maximum Green (s) 17.4 11.1 10.2 34.2 28.3 10.2 66.9 34.2 19.9 76.9 17.4
Yellow Time (s) 3.0 3.8 3.0 3.0 3.8 3.0 4.5 3.0 3.0 4.5 3.0
All-Red Time (s) 2.6 2.1 2.8 2.8 1.9 2.8 1.6 2.8 3.1 1.6 2.6
Lost Time Adjust (s) -0.6 -0.9 -0.8 -0.8 -0.7 -0.8 -1.1 -0.8 -1.1 -1.1 -0.6
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lag Lag Lag Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0
Recall Mode None None None None None None C-Max None None C-Max None
Act Effct Green (s) 15.6 11.1 27.1 21.8 17.2 42.3 11.0 82.4 104.2 20.8 92.2 107.8
Actuated g/C Ratio 0.10 0.07 0.17 0.14 0.11 0.27 0.07 0.53 0.67 0.13 0.59 0.69
v/c Ratio 0.77 0.70 0.67 0.74 0.31 0.34 1.31 1.18 0.27 0.73 1.05 0.07
Control Delay 95.0 97.3 67.9 73.6 67.1 46.2 236.8 118.8 6.6 82.4 66.3 4.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 95.0 97.3 67.9 73.6 67.1 46.2 236.8 118.8 6.6 82.4 66.3 4.4
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFEEEDFFAFEA
Approach Delay 79.4 65.8 114.0 65.6
Approach LOS E E F E
Queue Length 50th (ft) 136 93 177 180 60 119 ~210 ~1415 59 171 ~1292 11
Queue Length 95th (ft) #214 #168 239 227 107 167 #369 #1695 107 246 #1489 24
Internal Link Dist (ft) 301 1123 2026 413
Turn Bay Length (ft) 150 275 425 150 350 900 150 125
Base Capacity (vph) 204 143 483 770 346 449 124 1869 1191 258 2090 1117
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.67 0.64 0.67 0.46 0.18 0.32 1.31 1.18 0.24 0.67 1.05 0.06
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 122 (78%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.31
Intersection Signal Delay: 87.5 Intersection LOS: F
Intersection Capacity Utilization 91.5% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 17 (Market Street) & Middle Sound Loop Road
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/29/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 102 83 279 318 57 130 140 1982 254 155 1993 65
Future Volume (vph) 102 83 279 318 57 130 140 1982 254 155 1993 65
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 275 425 150 350 900 150 125
Storage Lanes 1 0 2 1 1 1 1 1
Taper Length (ft) 50 250 0 0
Lane Util. Factor 1.00 1.00 0.88 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 2787 3433 1863 1583 1770 3539 1583 1770 3539 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 2787 3433 1863 1583 1770 3539 1583 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 45 45
Link Distance (ft) 381 1203 2106 493
Travel Time (s) 7.4 23.4 31.9 7.5
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) 113 92 310 353 63 144 156 2202 282 172 2214 72
Shared Lane Traffic (%)
Lane Group Flow (vph) 113 92 310 353 63 144 156 2202 282 172 2214 72
Turn Type Prot NA pm+ov Prot NA pt+ov Prot NA pm+ov Prot NA pm+ov
Protected Phases 745388 1523167
Permitted Phases 4 2 6
Detector Phase 745388 1523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0
Minimum Split (s) 10.6 10.9 10.8 10.8 10.8 10.8 18.1 10.8 11.1 18.1 10.6
Total Split (s) 17.0 17.0 16.0 34.0 34.0 16.0 79.0 34.0 26.0 89.0 17.0
Total Split (%) 10.9% 10.9% 10.3% 21.8% 21.8% 10.3% 50.6% 21.8% 16.7% 57.1% 10.9%
Maximum Green (s) 11.4 11.1 10.2 28.2 28.3 10.2 72.9 28.2 19.9 82.9 11.4
Yellow Time (s) 3.0 3.8 3.0 3.0 3.8 3.0 4.5 3.0 3.0 4.5 3.0
All-Red Time (s) 2.6 2.1 2.8 2.8 1.9 2.8 1.6 2.8 3.1 1.6 2.6
Lost Time Adjust (s) -0.6 -0.9 -0.8 -0.8 -0.7 -0.8 -1.1 -0.8 -1.1 -1.1 -0.6
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lag Lag Lag Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0
Recall Mode None None None None None None C-Max None None C-Max None
Act Effct Green (s) 11.7 11.1 27.1 21.2 20.5 45.9 11.0 83.7 104.9 20.0 92.7 104.5
Actuated g/C Ratio 0.08 0.07 0.17 0.14 0.13 0.29 0.07 0.54 0.67 0.13 0.59 0.67
v/c Ratio 0.85 0.70 0.64 0.76 0.26 0.31 1.26 1.16 0.27 0.76 1.05 0.07
Control Delay 116.2 97.3 66.5 75.5 61.9 42.8 220.6 111.7 6.3 86.3 66.4 5.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 116.2 97.3 66.5 75.5 61.9 42.8 220.6 111.7 6.3 86.3 66.4 5.3
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/29/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFEEEDFFAFEA
Approach Delay 82.9 65.6 106.9 66.0
Approach LOS F E F E
Queue Length 50th (ft) 116 93 168 181 58 113 ~198 ~1414 59 171 ~1303 13
Queue Length 95th (ft) #230 #168 227 229 103 164 #354 #1641 94 253 #1494 29
Internal Link Dist (ft) 301 1123 2026 413
Turn Bay Length (ft) 150 275 425 150 350 900 150 125
Base Capacity (vph) 136 143 483 638 346 482 124 1899 1144 250 2103 1062
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.83 0.64 0.64 0.55 0.18 0.30 1.26 1.16 0.25 0.69 1.05 0.07
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 122 (78%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.26
Intersection Signal Delay: 84.9 Intersection LOS: F
Intersection Capacity Utilization 91.6% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 17 (Market Street) & Middle Sound Loop Road
Lanes, Volumes, Timings
100: US 17 (Market Street) & MIddle Sound Loop Road 08/23/2022
Lendire Mixed Use 06/20/2021 2a. PM Existing Synchro 10 Report
A. Some Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 67 146 166 199 64 169 202 1964 275 222 1564 47
Future Volume (vph) 67 146 166 199 64 169 202 1964 275 222 1564 47
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 275 425 150 350 900 150 125
Storage Lanes 1 0 2 1 1 1 1 1
Taper Length (ft) 50 250 0 0
Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 1583 3433 1863 1583 1770 3539 1583 1770 3539 1583
Flt Permitted 0.950 0.950 0.102 0.021
Satd. Flow (perm) 1770 1863 1583 3433 1863 1583 190 3539 1583 39 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 45 45
Link Distance (ft) 381 1203 2106 987
Travel Time (s) 7.4 23.4 31.9 15.0
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) 74 162 184 221 71 188 224 2182 306 247 1738 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 74 162 184 221 71 188 224 2182 306 247 1738 52
Turn Type Prot NA pm+ov Prot NA pm+ov pm+pt NA pm+ov pm+pt NA pm+ov
Protected Phases 745381523167
Permitted Phases 4 8 2 2 6 6
Detector Phase 745381523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0
Minimum Split (s) 10.6 10.9 10.8 10.8 10.8 11.1 10.8 18.1 10.8 11.1 18.1 10.6
Total Split (s) 25.0 25.0 20.0 37.0 37.0 20.0 20.0 222.0 37.0 20.0 222.0 25.0
Total Split (%) 8.2% 8.2% 6.6% 12.2% 12.2% 6.6% 6.6% 73.0% 12.2% 6.6% 73.0% 8.2%
Maximum Green (s) 19.4 19.2 14.2 31.2 31.2 13.9 14.2 215.9 31.2 13.9 215.9 19.4
Yellow Time (s) 3.0 3.8 3.0 3.0 3.8 3.0 3.0 4.5 3.0 3.0 4.5 3.0
All-Red Time (s) 2.6 2.0 2.8 2.8 2.0 3.1 2.8 1.6 2.8 3.1 1.6 2.6
Lost Time Adjust (s) -0.6 -0.9 -0.8 -0.8 -0.7 -1.1 -0.8 -1.1 -0.8 -1.1 -1.1 -0.6
Total Lost Time (s) 5.0 4.9 5.0 5.0 5.1 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0
Recall Mode None None None None None None None C-Max None None C-Max None
Act Effct Green (s) 16.8 20.1 40.0 24.7 27.8 55.2 217.0 217.0 241.7 224.3 224.3 241.1
Actuated g/C Ratio 0.06 0.07 0.13 0.08 0.09 0.18 0.71 0.71 0.80 0.74 0.74 0.79
v/c Ratio 0.76 1.32 0.88 0.79 0.42 0.66 1.05 0.86 0.24 1.59 0.67 0.04
Control Delay 183.3 280.0 165.0 157.0 138.2 128.2 145.9 37.3 4.4 351.5 22.4 3.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 183.3 280.0 165.0 157.0 138.2 128.2 145.9 37.3 4.4 351.5 22.4 3.6
Lanes, Volumes, Timings
100: US 17 (Market Street) & MIddle Sound Loop Road 08/23/2022
Lendire Mixed Use 06/20/2021 2a. PM Existing Synchro 10 Report
A. Some Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFFFFFFDAFCA
Approach Delay 212.6 143.0 42.5 61.9
Approach LOS F F D E
Queue Length 50th (ft) 150 ~418 373 230 139 361 ~222 1685 69 ~653 920 12
Queue Length 95th (ft) 229 #623 #545 286 211 481 #449 1724 79 #955 1037 21
Internal Link Dist (ft) 301 1123 2026 907
Turn Bay Length (ft) 150 275 425 150 350 900 150 125
Base Capacity (vph) 116 123 208 361 195 287 213 2526 1296 155 2610 1272
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.64 1.32 0.88 0.61 0.36 0.66 1.05 0.86 0.24 1.59 0.67 0.04
Intersection Summary
Area Type: Other
Cycle Length: 304
Actuated Cycle Length: 304
Offset: 25 (8%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 140
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.59
Intersection Signal Delay: 70.7 Intersection LOS: E
Intersection Capacity Utilization 96.5% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 17 (Market Street) & MIddle Sound Loop Road
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/19/2022
Lendire Mixed Use 06/20/2021 2b. PM Future No Build Synchro 10 Report
A. Some Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 70 151 172 206 66 175 209 2024 284 229 1612 49
Future Volume (vph) 70 151 172 206 66 175 209 2024 284 229 1612 49
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 275 425 150 350 900 150 125
Storage Lanes 1 0 2 1 1 1 1 1
Taper Length (ft) 50 250 0 0
Lane Util. Factor 1.00 1.00 0.88 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 2787 3433 1863 1583 1770 3539 1583 1770 3539 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 2787 3433 1863 1583 1770 3539 1583 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 45 45
Link Distance (ft) 381 1203 2106 493
Travel Time (s) 7.4 23.4 31.9 7.5
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) 78 168 191 229 73 194 232 2249 316 254 1791 54
Shared Lane Traffic (%)
Lane Group Flow (vph) 78 168 191 229 73 194 232 2249 316 254 1791 54
Turn Type Prot NA pm+ov Prot NA pt+ov Prot NA pm+ov Prot NA pm+ov
Protected Phases 745388 1523167
Permitted Phases 4 2 6
Detector Phase 745388 1523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0
Minimum Split (s) 10.6 10.9 10.8 10.8 10.8 10.8 18.1 10.8 11.1 18.1 10.6
Total Split (s) 25.0 25.0 20.0 37.0 37.0 20.0 222.0 37.0 20.0 222.0 25.0
Total Split (%) 8.2% 8.2% 6.6% 12.2% 12.2% 6.6% 73.0% 12.2% 6.6% 73.0% 8.2%
Maximum Green (s) 19.4 19.1 14.2 31.2 31.3 14.2 215.9 31.2 13.9 215.9 19.4
Yellow Time (s) 3.0 3.8 3.0 3.0 3.8 3.0 4.5 3.0 3.0 4.5 3.0
All-Red Time (s) 2.6 2.1 2.8 2.8 1.9 2.8 1.6 2.8 3.1 1.6 2.6
Lost Time Adjust (s) -0.6 -0.9 -0.8 -0.8 -0.7 -0.8 -1.1 -0.8 -1.1 -1.1 -0.6
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lag Lag Lag Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0
Recall Mode None None None None None None C-Max None None C-Max None
Act Effct Green (s) 17.2 20.0 40.0 29.2 32.0 54.1 15.0 217.0 246.2 17.8 219.8 237.0
Actuated g/C Ratio 0.06 0.07 0.13 0.10 0.11 0.18 0.05 0.71 0.81 0.06 0.72 0.78
v/c Ratio 0.78 1.38 0.52 0.70 0.37 0.69 2.67 0.89 0.25 2.47 0.70 0.04
Control Delay 185.8 298.6 128.8 144.2 132.3 131.5 816.1 40.1 3.9 721.6 25.8 4.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 185.8 298.6 128.8 144.2 132.3 131.5 816.1 40.1 3.9 721.6 25.8 4.2
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/19/2022
Lendire Mixed Use 06/20/2021 2b. PM Future No Build Synchro 10 Report
A. Some Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFFFFFFDAFCA
Approach Delay 204.2 137.5 100.3 109.5
Approach LOS FFFF
Queue Length 50th (ft) 158 ~445 208 233 140 376 ~785 1827 66 ~877 1073 15
Queue Length 95th (ft) 237 #649 269 294 214 499 #1010 1863 82 #1110 1120 23
Internal Link Dist (ft) 301 1123 2026 413
Turn Bay Length (ft) 150 275 425 150 350 900 150 125
Base Capacity (vph) 116 122 366 361 201 280 87 2526 1296 103 2558 1248
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.67 1.38 0.52 0.63 0.36 0.69 2.67 0.89 0.24 2.47 0.70 0.04
Intersection Summary
Area Type: Other
Cycle Length: 304
Actuated Cycle Length: 304
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 2.67
Intersection Signal Delay: 114.6 Intersection LOS: F
Intersection Capacity Utilization 99.1% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 17 (Market Street) & Middle Sound Loop Road
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/24/2022
Synchro 10 ReportLendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 1
A. Some Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)93 156 195 206 73 190 246 2054 284 248 1659 49
Future Volume (vph)93 156 195 206 73 190 246 2054 284 248 1659 49
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)150 275 425 150 350 900 150 125
Storage Lanes 1 0 2 1 1 1 1 1
Taper Length (ft)50 250 0 0
Lane Util. Factor 1.00 1.00 0.88 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1770 1863 2787 3433 1863 1583 1770 3539 1583 1770 3539 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)1770 1863 2787 3433 1863 1583 1770 3539 1583 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph)35 35 45 45
Link Distance (ft)381 1203 2106 493
Travel Time (s)7.4 23.4 31.9 7.5
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)103 173 217 229 81 211 273 2282 316 276 1843 54
Shared Lane Traffic (%)
Lane Group Flow (vph) 103 173 217 229 81 211 273 2282 316 276 1843 54
Turn Type Prot NA pm+ov Prot NA pt+ov Prot NA pm+ov Prot NA pm+ov
Protected Phases 745388 1523167
Permitted Phases 4 2 6
Detector Phase 745388 1523167
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0
Minimum Split (s)10.6 10.9 10.8 10.8 10.8 10.8 18.1 10.8 11.1 18.1 10.6
Total Split (s)25.0 25.0 20.0 37.0 37.0 20.0 222.0 37.0 20.0 222.0 25.0
Total Split (%)8.2% 8.2% 6.6% 12.2% 12.2% 6.6% 73.0% 12.2% 6.6% 73.0% 8.2%
Maximum Green (s) 19.4 19.1 14.2 31.2 31.3 14.2 215.9 31.2 13.9 215.9 19.4
Yellow Time (s)3.0 3.8 3.0 3.0 3.8 3.0 4.5 3.0 3.0 4.5 3.0
All-Red Time (s)2.6 2.1 2.8 2.8 1.9 2.8 1.6 2.8 3.1 1.6 2.6
Lost Time Adjust (s) -0.6 -0.9 -0.8 -0.8 -0.7 -0.8 -1.1 -0.8 -1.1 -1.1 -0.6
Total Lost Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lag Lag Lag Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0
Minimum Gap (s)2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0
Time To Reduce (s)0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0
Recall Mode None None None None None None C-Max None None C-Max None
Act Effct Green (s)19.4 20.0 40.0 31.2 31.8 53.0 15.0 217.0 248.2 15.8 217.8 237.2
Actuated g/C Ratio 0.06 0.07 0.13 0.10 0.10 0.17 0.05 0.71 0.82 0.05 0.72 0.78
v/c Ratio 0.91 1.42 0.59 0.65 0.42 0.77 3.14 0.90 0.24 3.00 0.73 0.04
Control Delay 199.4 311.7 131.7 140.3 134.4 138.8 1019.2 41.6 3.7 960.7 27.7 4.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 199.4 311.7 131.7 140.3 134.4 138.8 1019.2 41.6 3.7 960.7 27.7 4.1
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/24/2022
Synchro 10 ReportLendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 1
A. Some Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFFFFFFDAFCA
Approach Delay 209.0 138.8 130.4 145.6
Approach LOS FFFF
Queue Length 50th (ft) 211 ~466 239 233 156 415 ~956 1903 66 ~968 1139 14
Queue Length 95th (ft) #358 #670 304 294 235 540 #1193 1938 82 #1206 1183 23
Internal Link Dist (ft) 301 1123 2026 413
Turn Bay Length (ft) 150 275 425 150 350 900 150 125
Base Capacity (vph) 116 122 366 361 196 272 87 2526 1296 92 2535 1238
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.89 1.42 0.59 0.63 0.41 0.78 3.14 0.90 0.24 3.00 0.73 0.04
Intersection Summary
Area Type:Other
Cycle Length: 304
Actuated Cycle Length: 304
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master Intersection
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 3.14
Intersection Signal Delay: 143.0 Intersection LOS: F
Intersection Capacity Utilization 101.3% ICU Level of Service G
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 17 (Market Street) & Middle Sound Loop Road
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/29/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 2 Synchro 10 Report
A. Some Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 70 156 186 206 73 190 231 2069 284 246 1652 48
Future Volume (vph) 70 156 186 206 73 190 231 2069 284 246 1652 48
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 275 425 150 350 900 150 125
Storage Lanes 1 0 2 1 1 1 1 1
Taper Length (ft) 50 250 0 0
Lane Util. Factor 1.00 1.00 0.88 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 1863 2787 3433 1863 1583 1770 3539 1583 1770 3539 1583
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1770 1863 2787 3433 1863 1583 1770 3539 1583 1770 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 45 45
Link Distance (ft) 381 1203 2106 493
Travel Time (s) 7.4 23.4 31.9 7.5
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) 78 173 207 229 81 211 257 2299 316 273 1836 53
Shared Lane Traffic (%)
Lane Group Flow (vph) 78 173 207 229 81 211 257 2299 316 273 1836 53
Turn Type Prot NA pm+ov Prot NA pt+ov Prot NA pm+ov Prot NA pm+ov
Protected Phases 745388 1523167
Permitted Phases 4 2 6
Detector Phase 745388 1523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 12.0 5.0 5.0 12.0 5.0
Minimum Split (s) 10.6 10.9 10.8 10.8 10.8 10.8 18.1 10.8 11.1 18.1 10.6
Total Split (s) 25.0 25.0 20.0 37.0 37.0 20.0 222.0 37.0 20.0 222.0 25.0
Total Split (%) 8.2% 8.2% 6.6% 12.2% 12.2% 6.6% 73.0% 12.2% 6.6% 73.0% 8.2%
Maximum Green (s) 19.4 19.1 14.2 31.2 31.3 14.2 215.9 31.2 13.9 215.9 19.4
Yellow Time (s) 3.0 3.8 3.0 3.0 3.8 3.0 4.5 3.0 3.0 4.5 3.0
All-Red Time (s) 2.6 2.1 2.8 2.8 1.9 2.8 1.6 2.8 3.1 1.6 2.6
Lost Time Adjust (s) -0.6 -0.9 -0.8 -0.8 -0.7 -0.8 -1.1 -0.8 -1.1 -1.1 -0.6
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lead Lag Lag Lag Lag Lag Lag Lead Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 2.0 6.0 2.0
Minimum Gap (s) 2.0 2.0 2.0 2.0 2.0 2.0 3.0 2.0 2.0 3.0 2.0
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 15.0 0.0 0.0 15.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 30.0 0.0
Recall Mode None None None None None None C-Max None None C-Max None
Act Effct Green (s) 17.2 20.0 40.0 30.0 32.8 55.2 15.0 217.0 247.0 17.0 219.0 236.2
Actuated g/C Ratio 0.06 0.07 0.13 0.10 0.11 0.18 0.05 0.71 0.81 0.06 0.72 0.78
v/c Ratio 0.78 1.42 0.57 0.68 0.40 0.74 2.95 0.91 0.25 2.76 0.72 0.04
Control Delay 185.8 311.7 130.5 142.5 133.0 134.2 939.5 42.5 3.8 856.1 27.0 4.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 185.8 311.7 130.5 142.5 133.0 134.2 939.5 42.5 3.8 856.1 27.0 4.3
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 08/29/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 2 Synchro 10 Report
A. Some Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFFFFFFDAFCA
Approach Delay 208.4 137.7 118.5 131.2
Approach LOS FFFF
90th %ile Green (s) 19.4 19.1 14.2 31.2 31.3 14.2 215.9 31.2 13.9 215.9 19.4
90th %ile Term Code Max Max Max Hold Max Max Coord Hold Max Coord Max
70th %ile Green (s) 19.4 19.1 14.2 31.2 31.3 14.2 215.9 31.2 13.9 215.9 19.4
70th %ile Term Code Max Max Max Hold Max Max Coord Hold Max Coord Max
50th %ile Green (s) 17.8 19.1 14.2 31.2 32.9 14.2 215.9 31.2 13.9 215.9 17.8
50th %ile Term Code Gap Max Max Hold Max Max Coord Hold Max Coord Gap
30th %ile Green (s) 15.1 19.1 14.2 31.2 35.6 14.2 215.9 31.2 13.9 215.9 15.1
30th %ile Term Code Gap Max Max Hold Max Max Coord Hold Max Coord Gap
10th %ile Green (s) 11.2 19.1 14.2 21.2 29.5 14.2 215.9 21.2 23.9 225.9 11.2
10th %ile Term Code Gap Max Max Hold Gap Max Coord Hold Max Coord Gap
Queue Length 50th (ft) 158 ~466 227 233 155 413 ~889 1944 66 ~956 1129 14
Queue Length 95th (ft) 237 #670 290 294 235 540 #1122 1977 82 #1193 1175 22
Internal Link Dist (ft) 301 1123 2026 413
Turn Bay Length (ft) 150 275 425 150 350 900 150 125
Base Capacity (vph) 116 122 366 361 203 284 87 2526 1296 99 2549 1244
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.67 1.42 0.57 0.63 0.40 0.74 2.95 0.91 0.24 2.76 0.72 0.04
Intersection Summary
Area Type: Other
Cycle Length: 304
Actuated Cycle Length: 304
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green, Master Intersection
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 2.95
Intersection Signal Delay: 131.6 Intersection LOS: F
Intersection Capacity Utilization 101.6% ICU Level of Service G
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 17 (Market Street) & Middle Sound Loop Road
Lendire Mixed Use – Transportation Impact Analysis
US 17 at Wendover Lane
HCM 6th TWSC
200: Dennys Entrance/Wendover Lane & US 17 (Market Street)08/23/2022
Lendire Mixed Use 06/20/2021 1a. AM Existing Synchro 10 Report
A. Some Page 4
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 4 4 14 4 93 4 2001 31 66 2048 6
Future Vol, veh/h 4 4 4 14 4 93 4 2001 31 66 2048 6
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 4 4 4 16 4 103 4 2223 34 73 2276 7
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 3548 4691 1142 3534 4677 1129 2283 0 0 2257 0 0
Stage 1 2426 2426 - 2248 2248 -------
Stage 2 1122 2265 - 1286 2429 -------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -
Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 -------
Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 -------
Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - -
Pot Cap-1 Maneuver ~ 2 ~ 1 194 ~ 2 ~ 1 198 219 - - 224 - -
Stage 1 33 62 - 43 77 -------
Stage 2 219 75 - 174 62 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - ~ 1 194 - ~ 1 198 219 - - 224 - -
Mov Cap-2 Maneuver - ~ 1 - - ~ 1 -------
Stage 1 33 62 - 43 77 -------
Stage 2 99 75 - 158 62 -------
Approach EB WB NB SB
HCM Control Delay, s 0 0.9
HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 219 ----224--
HCM Lane V/C Ratio 0.02 ----0.327 - -
HCM Control Delay (s) 21.8 ----28.7 - -
HCM Lane LOS C ----D--
HCM 95th %tile Q(veh) 0.1 ----1.4--
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/19/2022
Lendire Mixed Use 08/19/2022 1b. AM Future No Build Synchro 10 Report
A. Some Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 68 0 0 0 111 0 2064 32 0 0 0
Future Volume (vph) 4 68 0 0 0 111 0 2064 32 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.865 0.998
Flt Protected 0.998
Satd. Flow (prot) 0 1859 0 0 0 1611 0 3532 0000
Flt Permitted 0.998
Satd. Flow (perm) 0 1859 0 0 0 1611 0 3532 0000
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 35 45 45
Link Distance (ft) 95 1068 536 669
Travel Time (s) 2.6 20.8 8.1 10.1
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) 4 76 0 0 0 123 0 2293 36 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 80 0 0 0 123 0 2329 0000
Turn Type Perm NA Prot NA
Protected Phases 7 7 2
Permitted Phases 7
Detector Phase 7 7 7 2
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 12.0
Minimum Split (s) 25.0 25.0 25.0 25.0
Total Split (s) 25.0 25.0 25.0 53.0
Total Split (%) 32.1% 32.1% 32.1% 67.9%
Maximum Green (s) 18.0 18.0 18.0 46.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0
Recall Mode None None None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 0
Act Effct Green (s) 12.6 12.6 59.2
Actuated g/C Ratio 0.16 0.16 0.76
v/c Ratio 0.27 0.47 0.87
Control Delay 29.8 35.2 28.8
Queue Delay 0.0 0.0 0.0
Total Delay 29.8 35.2 28.8
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/19/2022
Lendire Mixed Use 08/19/2022 1b. AM Future No Build Synchro 10 Report
A. Some Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS C D C
Approach Delay 29.8 35.2 28.8
Approach LOS C D C
Queue Length 50th (ft) 35 55 1109
Queue Length 95th (ft) 68 99 m1132
Internal Link Dist (ft) 15 988 456 589
Turn Bay Length (ft)
Base Capacity (vph) 476 413 2682
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.17 0.30 0.87
Intersection Summary
Area Type: Other
Cycle Length: 78
Actuated Cycle Length: 78
Offset: 12 (15%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 29.1 Intersection LOS: C
Intersection Capacity Utilization 83.3% ICU Level of Service E
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 17 (Market Street) & Wendover Lane
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 62 68 0 0 0 111 0 2139 32 0 0 0
Future Volume (vph) 62 68 0 0 0 111 0 2139 32 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.865 0.998
Flt Protected 0.977
Satd. Flow (prot) 0 1820 0 0 0 1611 0 3532 0000
Flt Permitted 0.977
Satd. Flow (perm) 0 1820 0 0 0 1611 0 3532 0000
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 35 45 45
Link Distance (ft) 95 1068 536 283
Travel Time (s) 2.6 20.8 8.1 4.3
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) 69 76 0 0 0 123 0 2377 36 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 145 0 0 0 123 0 2413 0000
Turn Type Perm NA Prot NA
Protected Phases 7 7 2
Permitted Phases 7
Detector Phase 7 7 7 2
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 12.0
Minimum Split (s) 25.0 25.0 25.0 25.0
Total Split (s) 25.0 25.0 25.0 53.0
Total Split (%) 32.1% 32.1% 32.1% 67.9%
Maximum Green (s) 18.0 18.0 18.0 46.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0
Recall Mode None None None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 0
Act Effct Green (s) 12.7 12.7 55.3
Actuated g/C Ratio 0.16 0.16 0.71
v/c Ratio 0.49 0.47 0.96
Control Delay 34.7 34.8 34.1
Queue Delay 0.0 0.0 0.0
Total Delay 34.7 34.8 34.1
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS C C C
Approach Delay 34.7 34.8 34.1
Approach LOS C C C
Queue Length 50th (ft) 65 55 1184
Queue Length 95th (ft) 112 98 m1160
Internal Link Dist (ft) 15 988 456 203
Turn Bay Length (ft)
Base Capacity (vph) 466 413 2502
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.31 0.30 0.96
Intersection Summary
Area Type: Other
Cycle Length: 78
Actuated Cycle Length: 78
Offset: 12 (15%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 34.2 Intersection LOS: C
Intersection Capacity Utilization 86.5% ICU Level of Service E
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 17 (Market Street) & Wendover Lane
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/29/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 68 0 0 0 111 0 2124 32 0 0 0
Future Volume (vph) 4 68 0 0 0 111 0 2124 32 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) 0% 2% 0% 0%
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.865 0.998
Flt Protected 0.998
Satd. Flow (prot) 0 1859 0 0 0 1595 0 3532 0000
Flt Permitted 0.998
Satd. Flow (perm) 0 1859 0 0 0 1595 0 3532 0000
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 35 45 45
Link Distance (ft) 95 1068 536 283
Travel Time (s) 2.6 20.8 8.1 4.3
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) 4 76 0 0 0 123 0 2360 36 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 80 0 0 0 123 0 2396 0000
Turn Type Perm NA Prot NA
Protected Phases 7 7 2
Permitted Phases 7
Detector Phase 7 7 7 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 12.0
Minimum Split (s) 12.0 12.0 12.0 25.0
Total Split (s) 25.0 25.0 25.0 53.0
Total Split (%) 32.1% 32.1% 32.1% 67.9%
Maximum Green (s) 18.0 18.0 18.0 46.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0
Recall Mode None None None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 0
Act Effct Green (s) 12.4 12.4 59.2
Actuated g/C Ratio 0.16 0.16 0.76
v/c Ratio 0.27 0.49 0.89
Control Delay 29.8 35.7 24.4
Queue Delay 0.0 0.0 0.0
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/29/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 29.8 35.7 24.4
LOS C D C
Approach Delay 29.8 35.7 24.4
Approach LOS C D C
Queue Length 50th (ft) 35 55 961
Queue Length 95th (ft) 68 98 m898
Internal Link Dist (ft) 15 988 456 203
Turn Bay Length (ft)
Base Capacity (vph) 476 408 2679
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.17 0.30 0.89
Intersection Summary
Area Type: Other
Cycle Length: 78
Actuated Cycle Length: 78
Offset: 34 (44%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 25.1 Intersection LOS: C
Intersection Capacity Utilization 83.3% ICU Level of Service E
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 17 (Market Street) & Wendover Lane
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 with improvements Synchro 10 Report
A. Some Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 62 68 0 0 0 111 0 2139 32 0 0 0
Future Volume (vph) 62 68 0 0 0 111 0 2139 32 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.865 0.998
Flt Protected 0.977
Satd. Flow (prot) 0 1820 0 0 0 1611 0 3532 0000
Flt Permitted 0.977
Satd. Flow (perm) 0 1820 0 0 0 1611 0 3532 0000
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 35 45 45
Link Distance (ft) 95 1068 536 283
Travel Time (s) 2.6 20.8 8.1 4.3
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) 69 76 0 0 0 123 0 2377 36 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 145 0 0 0 123 0 2413 0000
Turn Type Perm NA Prot NA
Protected Phases 7 7 2
Permitted Phases 7
Detector Phase 7 7 7 2
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 12.0
Minimum Split (s) 25.0 25.0 25.0 25.0
Total Split (s) 25.0 25.0 25.0 53.0
Total Split (%) 32.1% 32.1% 32.1% 67.9%
Maximum Green (s) 18.0 18.0 18.0 46.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0
Recall Mode None None None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 0
Act Effct Green (s) 12.7 12.7 55.3
Actuated g/C Ratio 0.16 0.16 0.71
v/c Ratio 0.49 0.47 0.96
Control Delay 34.7 34.8 34.1
Queue Delay 0.0 0.0 0.0
Total Delay 34.7 34.8 34.1
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 with improvements Synchro 10 Report
A. Some Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS C C C
Approach Delay 34.7 34.8 34.1
Approach LOS C C C
Queue Length 50th (ft) 65 55 1184
Queue Length 95th (ft) 112 98 m1160
Internal Link Dist (ft) 15 988 456 203
Turn Bay Length (ft)
Base Capacity (vph) 466 413 2502
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.31 0.30 0.96
Intersection Summary
Area Type: Other
Cycle Length: 78
Actuated Cycle Length: 78
Offset: 12 (15%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 34.2 Intersection LOS: C
Intersection Capacity Utilization 86.5% ICU Level of Service E
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 17 (Market Street) & Wendover Lane
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 68 0 0 0 111 0 2124 32 0 0 0
Future Volume (vph) 4 68 0 0 0 111 0 2124 32 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Grade (%) 0% 2% 0% 0%
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.865 0.998
Flt Protected 0.998
Satd. Flow (prot) 0 1859 0 0 0 1595 0 3532 0000
Flt Permitted 0.998
Satd. Flow (perm) 0 1859 0 0 0 1595 0 3532 0000
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 35 45 45
Link Distance (ft) 95 1068 536 283
Travel Time (s) 2.6 20.8 8.1 4.3
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) 4 76 0 0 0 123 0 2360 36 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 80 0 0 0 123 0 2396 0000
Turn Type Perm NA Prot NA
Protected Phases 7 7 2
Permitted Phases 7
Detector Phase 7 7 7 2
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 12.0
Minimum Split (s) 12.0 12.0 12.0 25.0
Total Split (s) 25.0 25.0 25.0 53.0
Total Split (%) 32.1% 32.1% 32.1% 67.9%
Maximum Green (s) 18.0 18.0 18.0 46.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0
Recall Mode None None None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 0
Act Effct Green (s) 12.4 12.4 59.2
Actuated g/C Ratio 0.16 0.16 0.76
v/c Ratio 0.27 0.49 0.89
Control Delay 27.7 35.7 24.4
Queue Delay 0.0 0.0 2.7
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Total Delay 27.7 35.7 27.1
LOS C D C
Approach Delay 27.7 35.7 27.1
Approach LOS C D C
Queue Length 50th (ft) 45 55 961
Queue Length 95th (ft) m47 98 m898
Internal Link Dist (ft) 15 988 456 203
Turn Bay Length (ft)
Base Capacity (vph) 476 408 2679
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 188
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.17 0.30 0.96
Intersection Summary
Area Type: Other
Cycle Length: 78
Actuated Cycle Length: 78
Offset: 34 (44%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 27.6 Intersection LOS: C
Intersection Capacity Utilization 83.3% ICU Level of Service E
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 17 (Market Street) & Wendover Lane
HCM 6th TWSC
200: Dennys Entrance/Wendover Lane & US 17 (Market Street)08/23/2022
Lendire Mixed Use 06/20/2021 2a. PM Existing Synchro 10 Report
A. Some Page 1
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 4 4 27 4 100 4 2053 112 123 1780 4
Future Vol, veh/h 4 4 4 27 4 100 4 2053 112 123 1780 4
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 4 4 4 30 4 111 4 2281 124 137 1978 4
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 3405 4667 991 3616 4607 1203 1982 0 0 2405 0 0
Stage 1 2254 2254 - 2351 2351 -------
Stage 2 1151 2413 - 1265 2256 -------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -
Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 -------
Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 -------
Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - -
Pot Cap-1 Maneuver ~ 3 ~ 1 245 ~ 2 ~ 1 177 288 - - 196 - -
Stage 1 42 76 - 37 68 -------
Stage 2 211 63 - 179 76 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - ~ 1 245 - ~ 1 177 288 - - 196 - -
Mov Cap-2 Maneuver - ~ 1 - - ~ 1 -------
Stage 1 42 76 - 37 68 -------
Stage 2 73 63 - 165 76 -------
Approach EB WB NB SB
HCM Control Delay, s 0 3.7
HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 288 ----196--
HCM Lane V/C Ratio 0.015 ----0.697 - -
HCM Control Delay (s) 17.7 0 - - - 57.2 - -
HCM Lane LOS C A - - - F - -
HCM 95th %tile Q(veh) 0 ----4.4--
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/19/2022
Lendire Mixed Use 06/20/2021 2b. PM Future No Build Synchro 10 Report
A. Some Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 127 0 0 0 132 0 2119 116 0 0 0
Future Volume (vph) 4 127 0 0 0 132 0 2119 116 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.865 0.992
Flt Protected 0.999
Satd. Flow (prot) 0 1861 0 0 0 1611 0 3511 0000
Flt Permitted 0.999
Satd. Flow (perm) 0 1861 0 0 0 1611 0 3511 0000
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 35 45 45
Link Distance (ft) 95 1068 536 665
Travel Time (s) 2.6 20.8 8.1 10.1
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) 4 141 0 0 0 147 0 2354 129 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 145 0 0 0 147 0 2483 0000
Turn Type Perm NA Prot NA
Protected Phases 7 7 2
Permitted Phases 7
Detector Phase 7 7 7 2
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 12.0
Minimum Split (s) 25.0 25.0 25.0 25.0
Total Split (s) 28.0 28.0 28.0 124.0
Total Split (%) 18.4% 18.4% 18.4% 81.6%
Maximum Green (s) 21.0 21.0 21.0 117.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0
Recall Mode None None None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 0
Act Effct Green (s) 19.3 19.3 122.7
Actuated g/C Ratio 0.13 0.13 0.81
v/c Ratio 0.61 0.72 0.88
Control Delay 73.6 82.9 13.2
Queue Delay 0.0 0.0 0.0
Total Delay 73.6 82.9 13.2
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/19/2022
Lendire Mixed Use 06/20/2021 2b. PM Future No Build Synchro 10 Report
A. Some Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS E F B
Approach Delay 73.6 82.9 13.2
Approach LOS E F B
Queue Length 50th (ft) 137 141 1139
Queue Length 95th (ft) 210 218 1302
Internal Link Dist (ft) 15 988 456 585
Turn Bay Length (ft)
Base Capacity (vph) 281 243 2833
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.52 0.60 0.88
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 20.0 Intersection LOS: C
Intersection Capacity Utilization 89.8% ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 200: US 17 (Market Street) & Wendover Lane
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/24/2022
Synchro 10 ReportLendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 1
A. Some Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)77 127 0 0 0 132 0 2188 116 0 0 0
Future Volume (vph)77 127 0 0 0 132 0 2188 116 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.865 0.992
Flt Protected 0.981
Satd. Flow (prot)0 1827 0 0 0 1611 0 3511 0000
Flt Permitted 0.981
Satd. Flow (perm)0 1827 0 0 0 1611 0 3511 0000
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 35 45 45
Link Distance (ft)95 1068 536 238
Travel Time (s)2.6 20.8 8.1 3.6
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)86 141 0 0 0 147 0 2431 129 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 227 0 0 0 147 0 2560 0000
Turn Type Perm NA Prot NA
Protected Phases 7 7 2
Permitted Phases 7
Detector Phase 7 7 7 2
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 12.0
Minimum Split (s)14.0 14.0 14.0 25.0
Total Split (s)28.0 28.0 28.0 124.0
Total Split (%)18.4% 18.4%18.4% 81.6%
Maximum Green (s) 21.0 21.0 21.0 117.0
Yellow Time (s)5.0 5.0 5.0 5.0
All-Red Time (s)2.0 2.0 2.0 2.0
Lost Time Adjust (s)-2.0 -2.0 -2.0
Total Lost Time (s)5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0
Minimum Gap (s)2.0 2.0 2.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 15.0
Time To Reduce (s)0.0 0.0 0.0 30.0
Recall Mode None None None C-Max
Walk Time (s)7.0
Flash Dont Walk (s)11.0
Pedestrian Calls (#/hr)0
Act Effct Green (s)22.0 22.0 120.0
Actuated g/C Ratio 0.14 0.14 0.79
v/c Ratio 0.86 0.63 0.92
Control Delay 91.6 73.8 16.2
Queue Delay 0.0 0.0 0.0
Total Delay 91.6 73.8 16.2
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 2 Synchro 10 Report
A. Some Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS F E B
Approach Delay 91.6 73.8 16.2
Approach LOS F E B
Queue Length 50th (ft)222 138 1188
Queue Length 95th (ft)#359 218 1390
Internal Link Dist (ft)15 988 456 158
Turn Bay Length (ft)
Base Capacity (vph) 276 243 2770
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.82 0.60 0.92
Intersection Summary
Area Type:Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 24.9 Intersection LOS: C
Intersection Capacity Utilization 95.8% ICU Level of Service F
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 200: US 17 (Market Street) & Wendover Lane
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/29/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 2 Synchro 10 Report
A. Some Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 127 0 0 0 132 0 2179 116 0 0 0
Future Volume (vph) 4 127 0 0 0 132 0 2179 116 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.865 0.992
Flt Protected 0.999
Satd. Flow (prot) 0 1861 0 0 0 1611 0 3511 0000
Flt Permitted 0.999
Satd. Flow (perm) 0 1861 0 0 0 1611 0 3511 0000
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 35 45 45
Link Distance (ft) 95 1068 536 238
Travel Time (s) 2.6 20.8 8.1 3.6
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) 4 141 0 0 0 147 0 2421 129 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 145 0 0 0 147 0 2550 0000
Turn Type Perm NA Prot NA
Protected Phases 7 7 2
Permitted Phases 7
Detector Phase 7 7 7 2
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 12.0
Minimum Split (s) 14.0 14.0 14.0 25.0
Total Split (s) 28.0 28.0 28.0 124.0
Total Split (%) 18.4% 18.4% 18.4% 81.6%
Maximum Green (s) 21.0 21.0 21.0 117.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0
Recall Mode None None None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 0
Act Effct Green (s) 19.3 19.3 122.7
Actuated g/C Ratio 0.13 0.13 0.81
v/c Ratio 0.61 0.72 0.90
Control Delay 73.6 82.9 14.6
Queue Delay 0.0 0.0 0.0
Total Delay 73.6 82.9 14.6
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/29/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 2 Synchro 10 Report
A. Some Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS E F B
Approach Delay 73.6 82.9 14.6
Approach LOS E F B
90th %ile Green (s) 21.0 21.0 21.0 117.0
90th %ile Term Code Max Max Max Coord
70th %ile Green (s) 21.0 21.0 21.0 117.0
70th %ile Term Code Max Max Max Coord
50th %ile Green (s) 18.2 18.2 18.2 119.8
50th %ile Term Code Gap Gap Gap Coord
30th %ile Green (s) 15.3 15.3 15.3 122.7
30th %ile Term Code Gap Gap Gap Coord
10th %ile Green (s) 11.1 11.1 11.1 126.9
10th %ile Term Code Gap Gap Gap Coord
Queue Length 50th (ft) 137 141 1199
Queue Length 95th (ft) 210 218 1381
Internal Link Dist (ft) 15 988 456 158
Turn Bay Length (ft)
Base Capacity (vph) 281 243 2833
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.52 0.60 0.90
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 21.1 Intersection LOS: C
Intersection Capacity Utilization 91.5% ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 200: US 17 (Market Street) & Wendover Lane
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build with improvements - Scenario 1 Synchro 10 Report
A. Some Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 77 127 0 0 0 132 0 2188 116 0 0 0
Future Volume (vph) 77 127 0 0 0 132 0 2188 116 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.865 0.992
Flt Protected 0.981
Satd. Flow (prot) 0 1827 0 0 0 1611 0 3511 0000
Flt Permitted 0.981
Satd. Flow (perm) 0 1827 0 0 0 1611 0 3511 0000
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 35 45 45
Link Distance (ft) 95 1068 536 238
Travel Time (s) 2.6 20.8 8.1 3.6
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) 86 141 0 0 0 147 0 2431 129 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 227 0 0 0 147 0 2560 0000
Turn Type Perm NA Prot NA
Protected Phases 7 7 2
Permitted Phases 7
Detector Phase 7 7 7 2
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 12.0
Minimum Split (s) 14.0 14.0 14.0 25.0
Total Split (s) 28.0 28.0 28.0 124.0
Total Split (%) 18.4% 18.4% 18.4% 81.6%
Maximum Green (s) 21.0 21.0 21.0 117.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0
Recall Mode None None None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 0
Act Effct Green (s) 22.0 22.0 120.0
Actuated g/C Ratio 0.14 0.14 0.79
v/c Ratio 0.86 0.63 0.92
Control Delay 91.6 73.8 16.2
Queue Delay 0.0 0.0 0.0
Total Delay 91.6 73.8 16.2
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build with improvements - Scenario 1 Synchro 10 Report
A. Some Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS F E B
Approach Delay 91.6 73.8 16.2
Approach LOS F E B
Queue Length 50th (ft) 222 138 1188
Queue Length 95th (ft) #359 218 1390
Internal Link Dist (ft) 15 988 456 158
Turn Bay Length (ft)
Base Capacity (vph) 276 243 2770
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.82 0.60 0.92
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 24.9 Intersection LOS: C
Intersection Capacity Utilization 95.8% ICU Level of Service F
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 200: US 17 (Market Street) & Wendover Lane
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build with improvements - Scenario 2 Synchro 10 Report
A. Some Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 127 0 0 0 132 0 2179 116 0 0 0
Future Volume (vph) 4 127 0 0 0 132 0 2179 116 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.865 0.992
Flt Protected 0.999
Satd. Flow (prot) 0 1861 0 0 0 1611 0 3511 0000
Flt Permitted 0.999
Satd. Flow (perm) 0 1861 0 0 0 1611 0 3511 0000
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph) 25 35 45 45
Link Distance (ft) 95 1068 536 238
Travel Time (s) 2.6 20.8 8.1 3.6
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) 4 141 0 0 0 147 0 2421 129 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 145 0 0 0 147 0 2550 0000
Turn Type Perm NA Prot NA
Protected Phases 7 7 2
Permitted Phases 7
Detector Phase 7 7 7 2
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 12.0
Minimum Split (s) 14.0 14.0 14.0 25.0
Total Split (s) 28.0 28.0 28.0 124.0
Total Split (%) 18.4% 18.4% 18.4% 81.6%
Maximum Green (s) 21.0 21.0 21.0 117.0
Yellow Time (s) 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.0
Time Before Reduce (s) 0.0 0.0 0.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0
Recall Mode None None None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 0
Act Effct Green (s) 19.3 19.3 122.7
Actuated g/C Ratio 0.13 0.13 0.81
v/c Ratio 0.61 0.72 0.90
Control Delay 71.0 82.9 14.6
Queue Delay 0.0 0.0 0.0
Total Delay 71.0 82.9 14.6
Lanes, Volumes, Timings
200: US 17 (Market Street) & Wendover Lane 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build with improvements - Scenario 2 Synchro 10 Report
A. Some Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS E F B
Approach Delay 71.0 82.9 14.6
Approach LOS E F B
90th %ile Green (s) 21.0 21.0 21.0 117.0
90th %ile Term Code Max Max Max Coord
70th %ile Green (s) 21.0 21.0 21.0 117.0
70th %ile Term Code Max Max Max Coord
50th %ile Green (s) 18.2 18.2 18.2 119.8
50th %ile Term Code Gap Gap Gap Coord
30th %ile Green (s) 15.3 15.3 15.3 122.7
30th %ile Term Code Gap Gap Gap Coord
10th %ile Green (s) 11.1 11.1 11.1 126.9
10th %ile Term Code Gap Gap Gap Coord
Queue Length 50th (ft) 150 141 1199
Queue Length 95th (ft) m178 218 1381
Internal Link Dist (ft) 15 988 456 158
Turn Bay Length (ft)
Base Capacity (vph) 281 243 2833
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 3
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.52 0.60 0.90
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 21.0 Intersection LOS: C
Intersection Capacity Utilization 91.5% ICU Level of Service F
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 200: US 17 (Market Street) & Wendover Lane
Lendire Mixed Use – Transportation Impact Analysis
Lendire Road at Ogden Business Park
Lane / Site Access 3
HCM 6th TWSC
300: Ogden Business Park Lane & Lendire Road 08/23/2022
Lendire Mixed Use 06/20/2021 1a. AM Existing Synchro 10 Report
A. Some Page 6
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 363 11 8 153 4 4
Future Vol, veh/h 363 11 8 153 4 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 403 12 9 170 4 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 415 0 597 409
Stage 1 - - - - 409 -
Stage 2 - - - - 188 -
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 - - 1144 - 466 642
Stage 1 - - - - 671 -
Stage 2 - - - - 844 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1144 - 462 642
Mov Cap-2 Maneuver - - - - 462 -
Stage 1 - - - - 671 -
Stage 2 - - - - 836 -
Approach EB WB NB
HCM Control Delay, s 0 0.4 11.8
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 537 - - 1144 -
HCM Lane V/C Ratio 0.017 - - 0.008 -
HCM Control Delay (s) 11.8 - - 8.2 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
500: Ogden Business Park Lane & Lendire Road 08/19/2022
Lendire Mixed Use 08/19/2022 1b. AM Future No Build Synchro 10 Report
A. Some Page 10
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 374 12 9 140 4 4
Future Vol, veh/h 374 12 9 140 4 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 416 13 10 156 4 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 429 0 599 423
Stage 1 - - - - 423 -
Stage 2 - - - - 176 -
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 - - 1130 - 465 631
Stage 1 - - - - 661 -
Stage 2 - - - - 855 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1130 - 460 631
Mov Cap-2 Maneuver - - - - 460 -
Stage 1 - - - - 661 -
Stage 2 - - - - 846 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 11.9
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 532 - - 1130 -
HCM Lane V/C Ratio 0.017 - - 0.009 -
HCM Control Delay (s) 11.9 - - 8.2 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
500: Ogden Business Lane/Site Access 3 & Lendire Road 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 14
Intersection
Int Delay, s/veh 3.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 45 374 12 9 140 17 4 4 4 64 4 52
Future Vol, veh/h 45 374 12 9 140 17 4 4 4 64 4 52
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 50 416 13 10 156 19 4 4 4 71 4 58
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 175 0 0 429 0 0 740 718 423 713 715 166
Stage 1 ------523523-186186-
Stage 2 ------217195-527529-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1401 - - 1130 - - 333 355 631 347 356 878
Stage 1 ------537530-816746-
Stage 2 ------785739-535527-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1401 - - 1130 - - 295 335 631 327 336 878
Mov Cap-2 Maneuver ------295335-327336-
Stage 1 ------512505-778739-
Stage 2 ------722732-502502-
Approach EB WB NB SB
HCM Control Delay, s 0.8 0.4 14.9 16.3
HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 377 1401 - - 1130 - - 450
HCM Lane V/C Ratio 0.035 0.036 - - 0.009 - - 0.296
HCM Control Delay (s) 14.9 7.7 0 - 8.2 0 - 16.3
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 1.2
HCM 6th TWSC
500: Ogden Business Lane/Site Access 3 & Lendire Road 08/29/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 14
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 45 374 12 9 140 11 4 4 4 29 4 52
Future Vol, veh/h 45 374 12 9 140 11 4 4 4 29 4 52
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 50 416 13 10 156 12 4 4 4 32 4 58
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 168 0 0 429 0 0 736 711 423 709 711 162
Stage 1 ------523523-182182-
Stage 2 ------213188-527529-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1410 - - 1130 - - 335 358 631 349 358 883
Stage 1 ------537530-820749-
Stage 2 ------789745-535527-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1410 - - 1130 - - 296 338 631 328 338 883
Mov Cap-2 Maneuver ------296338-328338-
Stage 1 ------512505-781742-
Stage 2 ------726738-502502-
Approach EB WB NB SB
HCM Control Delay, s 0.8 0.5 14.8 13.2
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 379 1410 - - 1130 - - 534
HCM Lane V/C Ratio 0.035 0.035 - - 0.009 - - 0.177
HCM Control Delay (s) 14.8 7.6 0 - 8.2 0 - 13.2
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.6
HCM 6th TWSC
500: Ogden Business Lane/Site Access 3 & Lendire Road 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 with improvements Synchro 10 Report
A. Some Page 14
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 45 374 12 9 140 17 4 4 4 64 4 52
Future Vol, veh/h 45 374 12 9 140 17 4 4 4 64 4 52
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 ----1------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 50 416 13 10 156 19 4 4 4 71 4 58
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 175 0 0 429 0 0 740 718 423 703 705 156
Stage 1 ------523523-176176-
Stage 2 ------217195-527529-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1401 - - 1130 - - 333 355 631 352 361 890
Stage 1 ------537530-826753-
Stage 2 ------785739-535527-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1401 - - 1130 - - 298 339 631 334 344 890
Mov Cap-2 Maneuver ------298339-334344-
Stage 1 ------518511-796745-
Stage 2 ------722732-508508-
Approach EB WB NB SB
HCM Control Delay, s 0.8 0.4 14.8 16
HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 380 1401 - - 1130 - - 459
HCM Lane V/C Ratio 0.035 0.036 - - 0.009 - - 0.29
HCM Control Delay (s) 14.8 7.7 - - 8.2 0 - 16
HCM Lane LOS B A - - A A - C
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 1.2
HCM 6th TWSC
500: Ogden Business Lane/Site Access 3 & Lendire Road 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 14
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 45 374 12 9 140 11 4 4 4 29 4 52
Future Vol, veh/h 45 374 12 9 140 11 4 4 4 29 4 52
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 ----1------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 50 416 13 10 156 12 4 4 4 32 4 58
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 168 0 0 429 0 0 736 711 423 703 705 156
Stage 1 ------523523-176176-
Stage 2 ------213188-527529-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1410 - - 1130 - - 335 358 631 352 361 890
Stage 1 ------537530-826753-
Stage 2 ------789745-535527-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1410 - - 1130 - - 299 342 631 334 345 890
Mov Cap-2 Maneuver ------299342-334345-
Stage 1 ------518511-797745-
Stage 2 ------726738-508509-
Approach EB WB NB SB
HCM Control Delay, s 0.8 0.5 14.8 13
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 382 1410 - - 1130 - - 542
HCM Lane V/C Ratio 0.035 0.035 - - 0.009 - - 0.174
HCM Control Delay (s) 14.8 7.6 - - 8.2 0 - 13
HCM Lane LOS B A - - A A - B
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.6
HCM 6th TWSC
500: Ogden Business Park Lane & Lendire Road 08/23/2022
Lendire Mixed Use 06/20/2021 2a. PM Existing Synchro 10 Report
A. Some Page 6
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 167 6 7 270 10 14
Future Vol, veh/h 167 6 7 270 10 14
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 186 7 8 300 11 16
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 193 0 506 190
Stage 1 - - - - 190 -
Stage 2 - - - - 316 -
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 - - 1380 - 526 852
Stage 1 - - - - 842 -
Stage 2 - - - - 739 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1380 - 522 852
Mov Cap-2 Maneuver - - - - 522 -
Stage 1 - - - - 842 -
Stage 2 - - - - 734 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 10.6
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 674 - - 1380 -
HCM Lane V/C Ratio 0.04 - - 0.006 -
HCM Control Delay (s) 10.6 - - 7.6 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
500: Ogden Business Park Lane & Lendire Road 08/19/2022
Lendire Mixed Use 06/20/2021 2b. PM Future No Build Synchro 10 Report
A. Some Page 10
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 173 7 8 279 11 15
Future Vol, veh/h 173 7 8 279 11 15
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 192 8 9 310 12 17
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 200 0 524 196
Stage 1 - - - - 196 -
Stage 2 - - - - 328 -
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 - - 1372 - 514 845
Stage 1 - - - - 837 -
Stage 2 - - - - 730 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1372 - 510 845
Mov Cap-2 Maneuver - - - - 510 -
Stage 1 - - - - 837 -
Stage 2 - - - - 724 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 10.7
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 661 - - 1372 -
HCM Lane V/C Ratio 0.044 - - 0.006 -
HCM Control Delay (s) 10.7 - - 7.6 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
500: Ogden Business Park Entrance/Site Access 3 & Lendire Road 08/24/2022
Synchro 10 ReportLendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 1
A. Some Page 14
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 57 173 7 8 279 44 11 4 15 51 4 58
Future Vol, veh/h 57 173 7 8 279 44 11 4 15 51 4 58
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 63 192 8 9 310 49 12 4 17 57 4 64
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 359 0 0 200 0 0 709 699 196 686 679 335
Stage 1 ------322322-353353-
Stage 2 ------387377-333326-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1200 - - 1372 - - 349 364 845 362 374 707
Stage 1 ------690651-664631-
Stage 2 ------637616-681648-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1200 - - 1372 - - 298 340 845 333 349 707
Mov Cap-2 Maneuver ------298340-333349-
Stage 1 ------649613-625626-
Stage 2 ------570611-624610-
Approach EB WB NB SB
HCM Control Delay, s 2 0.2 13.6 15.8
HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)452 1200 - - 1372 - - 458
HCM Lane V/C Ratio 0.074 0.053 - - 0.006 - - 0.274
HCM Control Delay (s) 13.6 8.2 0 - 7.6 0 - 15.8
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 1.1
HCM 6th TWSC
500: Ogden Business Park Entrance/Site Access 3 & Lendire Road 08/29/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 2 Synchro 10 Report
A. Some Page 14
Intersection
Int Delay, s/veh 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 57 173 7 8 279 29 11 4 15 19 4 58
Future Vol, veh/h 57 173 7 8 279 29 11 4 15 19 4 58
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 63 192 8 9 310 32 12 4 17 21 4 64
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 342 0 0 200 0 0 700 682 196 677 670 326
Stage 1 ------322322-344344-
Stage 2 ------378360-333326-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1217 - - 1372 - - 354 372 845 367 378 715
Stage 1 ------690651-671637-
Stage 2 ------644626-681648-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1217 - - 1372 - - 303 347 845 338 353 715
Mov Cap-2 Maneuver ------303347-338353-
Stage 1 ------650613-632632-
Stage 2 ------577621-624610-
Approach EB WB NB SB
HCM Control Delay, s 2 0.2 13.5 12.9
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 457 1217 - - 1372 - - 545
HCM Lane V/C Ratio 0.073 0.052 - - 0.006 - - 0.165
HCM Control Delay (s) 13.5 8.1 0 - 7.6 0 - 12.9
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 0.6
HCM 6th TWSC
500: Ogden Business Park Entrance/Site Access 3 & Lendire Road 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build with improvements - Scenario 1 Synchro 10 Report
A. Some Page 14
Intersection
Int Delay, s/veh 3.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 57 173 7 8 279 44 11 4 15 51 4 58
Future Vol, veh/h 57 173 7 8 279 44 11 4 15 51 4 58
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 ----1------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 63 192 8 9 310 49 12 4 17 57 4 64
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 359 0 0 200 0 0 709 699 196 661 654 310
Stage 1 ------322322-328328-
Stage 2 ------387377-333326-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1200 - - 1372 - - 349 364 845 376 386 730
Stage 1 ------690651-685647-
Stage 2 ------637616-681648-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1200 - - 1372 - - 301 342 845 348 363 730
Mov Cap-2 Maneuver ------301342-348363-
Stage 1 ------654617-649642-
Stage 2 ------572611-628614-
Approach EB WB NB SB
HCM Control Delay, s 2 0.2 13.5 15.2
HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 455 1200 - - 1372 - - 477
HCM Lane V/C Ratio 0.073 0.053 - - 0.006 - - 0.263
HCM Control Delay (s) 13.5 8.2 - - 7.6 0 - 15.2
HCM Lane LOS B A - - A A - C
HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 1
HCM 6th TWSC
500: Ogden Business Park Entrance/Site Access 3 & Lendire Road 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build with improvements - Scenario 2 Synchro 10 Report
A. Some Page 14
Intersection
Int Delay, s/veh 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 57 173 7 8 279 29 11 4 15 19 4 58
Future Vol, veh/h 57 173 7 8 279 29 11 4 15 19 4 58
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 ----1------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 2 22222222222
Mvmt Flow 63 192 8 9 310 32 12 4 17 21 4 64
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 342 0 0 200 0 0 700 682 196 661 654 310
Stage 1 ------322322-328328-
Stage 2 ------378360-333326-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1217 - - 1372 - - 354 372 845 376 386 730
Stage 1 ------690651-685647-
Stage 2 ------644626-681648-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1217 - - 1372 - - 305 350 845 349 363 730
Mov Cap-2 Maneuver ------305350-349363-
Stage 1 ------654617-649642-
Stage 2 ------578621-628614-
Approach EB WB NB SB
HCM Control Delay, s 2 0.2 13.4 12.7
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 460 1217 - - 1372 - - 559
HCM Lane V/C Ratio 0.072 0.052 - - 0.006 - - 0.161
HCM Control Delay (s) 13.4 8.1 - - 7.6 0 - 12.7
HCM Lane LOS B A - - A A - B
HCM 95th %tile Q(veh) 0.2 0.2 - - 0 - - 0.6
Lendire Mixed Use – Transportation Impact Analysis
US 17 at Site Access 1
HCM 6th TWSC
300: US 17 (Market Street) & Site Access 1 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 10
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 54 0 2312 2234 58
Future Vol, veh/h 0 54 0 2312 2234 58
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 60 0 2569 2482 64
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1273 - 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 0 158 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 158 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 41.1 0 0
HCM LOS E
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 158 - -
HCM Lane V/C Ratio - 0.38 - -
HCM Control Delay (s) - 41.1 - -
HCM Lane LOS - E - -
HCM 95th %tile Q(veh) - 1.6 - -
HCM 6th TWSC
300: US 17 (Market Street) & Site Access 1 08/29/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 10
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 37 0 2235 2203 29
Future Vol, veh/h 0 37 0 2235 2203 29
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 41 0 2483 2448 32
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1240 - 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 0 167 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 167 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 33.5 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 167 - -
HCM Lane V/C Ratio - 0.246 - -
HCM Control Delay (s) - 33.5 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 0.9 - -
HCM 6th TWSC
300: US 17 (Market Street) & Site Access 1 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 with improvements Synchro 10 Report
A. Some Page 10
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 54 0 2312 2234 58
Future Vol, veh/h 0 54 0 2312 2234 58
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 175
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 60 0 2569 2482 64
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1241 - 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 0 166 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 166 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 38.5 0 0
HCM LOS E
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 166 - -
HCM Lane V/C Ratio - 0.361 - -
HCM Control Delay (s) - 38.5 - -
HCM Lane LOS - E - -
HCM 95th %tile Q(veh) - 1.5 - -
HCM 6th TWSC
300: US 17 (Market Street) & Site Access 1 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 10
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 37 0 2235 2203 29
Future Vol, veh/h 0 37 0 2235 2203 29
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 175
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 41 0 2483 2448 32
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1224 - 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 0 171 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 171 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 32.6 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 171 - -
HCM Lane V/C Ratio - 0.24 - -
HCM Control Delay (s) - 32.6 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 0.9 - -
HCM 6th TWSC
300: US 17 (Market Street) & Site Access 1 08/24/2022
Synchro 10 ReportLendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 1
A. Some Page 10
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 82 0 2397 2024 71
Future Vol, veh/h 0 82 0 2397 2024 71
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 91 0 2663 2249 79
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1164 - 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 0 188 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, %- - -
Mov Cap-1 Maneuver - 188 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 40.9 0 0
HCM LOS E
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- 188 - -
HCM Lane V/C Ratio - 0.485 - -
HCM Control Delay (s) - 40.9 - -
HCM Lane LOS - E - -
HCM 95th %tile Q(veh) - 2.4 - -
HCM 6th TWSC
300: US 17 (Market Street) & Site Access 1 08/29/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 2 Synchro 10 Report
A. Some Page 10
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 57 0 2311 1980 37
Future Vol, veh/h 0 57 0 2311 1980 37
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 63 0 2568 2200 41
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1121 - 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 0 200 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 200 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 31.1 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 200 - -
HCM Lane V/C Ratio - 0.317 - -
HCM Control Delay (s) - 31.1 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 1.3 - -
HCM 6th TWSC
300: US 17 (Market Street) & Site Access 1 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build with improvements - Scenario 1 Synchro 10 Report
A. Some Page 10
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 82 0 2397 2024 71
Future Vol, veh/h 0 82 0 2397 2024 71
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 175
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 91 0 2663 2249 79
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1125 - 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 0 199 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 199 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 37.5 0 0
HCM LOS E
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 199 - -
HCM Lane V/C Ratio - 0.458 - -
HCM Control Delay (s) - 37.5 - -
HCM Lane LOS - E - -
HCM 95th %tile Q(veh) - 2.2 - -
HCM 6th TWSC
300: US 17 (Market Street) & Site Access 1 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build with improvements - Scenario 2 Synchro 10 Report
A. Some Page 10
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 57 0 2311 1980 37
Future Vol, veh/h 0 57 0 2311 1980 37
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 100
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 63 0 2568 2200 41
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1100 - 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 0 207 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 207 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 29.9 0 0
HCM LOS D
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 207 - -
HCM Lane V/C Ratio - 0.306 - -
HCM Control Delay (s) - 29.9 - -
HCM Lane LOS - D - -
HCM 95th %tile Q(veh) - 1.2 - -
Lendire Mixed Use – Transportation Impact Analysis
US 17 at Site Access 2
HCM 6th TWSC
400: US 17 (Market Street) & Site Access 2 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 12
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 58 0 2312 2234 79
Future Vol, veh/h 0 58 0 2312 2234 79
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 64 0 2569 2482 88
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1285 - 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 0 155 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 155 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 43.8 0 0
HCM LOS E
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 155 - -
HCM Lane V/C Ratio - 0.416 - -
HCM Control Delay (s) - 43.8 - -
HCM Lane LOS - E - -
HCM 95th %tile Q(veh) - 1.8 - -
HCM 6th TWSC
400: US 17 (Market Street) & Site Access 2 08/29/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 12
Intersection
Int Delay, s/veh 355.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 82 27 70 2165 2205 43
Future Vol, veh/h 82 27 70 2165 2205 43
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 91 30 78 2406 2450 48
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 3833 1249 2498 0 - 0
Stage 1 2474 -----
Stage 2 1359 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver ~ 3 164 180 - - -
Stage 1 ~ 49 -----
Stage 2 204 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 3 164 180 - - -
Mov Cap-2 Maneuver ~ 3 -----
Stage 1 ~ 49 -----
Stage 2 204 -----
Approach EB NB SB
HCM Control Delay, s$ 14952.9 1.2 0
HCM LOS F
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 180 - 4 - -
HCM Lane V/C Ratio 0.432 -30.278 - -
HCM Control Delay (s) 39.4 0$ 14952.9 - -
HCM Lane LOS E A F - -
HCM 95th %tile Q(veh) 2 - 17.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th TWSC
400: US 17 (Market Street) & Site Access 2 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 with improvements Synchro 10 Report
A. Some Page 12
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 58 0 2312 2234 79
Future Vol, veh/h 0 58 0 2312 2234 79
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 250
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 64 0 2569 2482 88
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1241 - 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 0 166 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 166 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 39.8 0 0
HCM LOS E
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 166 - -
HCM Lane V/C Ratio - 0.388 - -
HCM Control Delay (s) - 39.8 - -
HCM Lane LOS - E - -
HCM 95th %tile Q(veh) - 1.7 - -
Lanes, Volumes, Timings
400: US 17 (Market Street) & Site Access 2 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 11
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 82 27 70 2165 2205 43
Future Volume (vph) 82 27 70 2165 2205 43
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 150
Storage Lanes 1 0 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.967 0.850
Flt Protected 0.964 0.950
Satd. Flow (prot) 1736 0 1770 3539 3539 1583
Flt Permitted 0.964 0.950
Satd. Flow (perm) 1736 0 1770 3539 3539 1583
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 10 45 45
Link Distance (ft) 1031 307 678
Travel Time (s) 70.3 4.7 10.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 91 30 78 2406 2450 48
Shared Lane Traffic (%)
Lane Group Flow (vph) 121 0 78 2406 2450 48
Turn Type Prot Prot NA NA Perm
Protected Phases 4 5 2 6
Permitted Phases 6
Detector Phase 4 5266
Switch Phase
Minimum Initial (s) 7.0 7.0 12.0 12.0 12.0
Minimum Split (s) 25.0 14.0 25.0 25.0 25.0
Total Split (s) 25.0 14.0 131.0 117.0 117.0
Total Split (%) 16.0% 9.0% 84.0% 75.0% 75.0%
Maximum Green (s) 18.0 7.0 124.0 110.0 110.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode None None C-Max C-Max C-Max
Act Effct Green (s) 17.2 10.5 128.8 113.4 113.4
Actuated g/C Ratio 0.11 0.07 0.83 0.73 0.73
v/c Ratio 0.63 0.66 0.82 0.95 0.04
Control Delay 81.1 84.1 13.8 29.5 6.5
Queue Delay 0.0 0.0 6.5 0.0 0.0
Total Delay 81.1 84.1 20.3 29.5 6.5
LOS F F C C A
Approach Delay 81.1 22.3 29.0
Approach LOS F C C
Lanes, Volumes, Timings
400: US 17 (Market Street) & Site Access 2 08/24/2022
Lendire Mixed Use 06/20/2021 1b1. AM Full Build Scenario 1 Synchro 10 Report
A. Some Page 12
Lane Group EBL EBR NBL NBT SBT SBR
Queue Length 50th (ft) 119 82 637 1107 13
Queue Length 95th (ft) 189 m96 1076 #1311 26
Internal Link Dist (ft) 951 227 598
Turn Bay Length (ft) 100 150
Base Capacity (vph) 222 118 2922 2571 1150
Starvation Cap Reductn 0 0 484 0 0
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.55 0.66 0.99 0.95 0.04
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 34 (22%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 140
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 27.0 Intersection LOS: C
Intersection Capacity Utilization 75.5% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 17 (Market Street) & Site Access 2
HCM 6th TWSC
400: US 17 (Market Street) & Site Access 2 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 2 Synchro 10 Report
A. Some Page 12
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 80 0 2397 2015 91
Future Vol, veh/h 0 80 0 2397 2015 91
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 89 0 2663 2239 101
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1170 - 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 0 186 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 186 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 40.9 0 0
HCM LOS E
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 186 - -
HCM Lane V/C Ratio - 0.478 - -
HCM Control Delay (s) - 40.9 - -
HCM Lane LOS - E - -
HCM 95th %tile Q(veh) - 2.3 - -
HCM 6th TWSC
400: US 17 (Market Street) & Site Access 2 08/29/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build - Scenario 2 Synchro 10 Report
A. Some Page 12
Intersection
Int Delay, s/veh 448.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 101 36 79 2232 1980 63
Future Vol, veh/h 101 36 79 2232 1980 63
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 112 40 88 2480 2200 70
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 3651 1135 2270 0 - 0
Stage 1 2235 -----
Stage 2 1416 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver ~ 4 196 221 - - -
Stage 1 ~ 67 -----
Stage 2 190 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 4 196 221 - - -
Mov Cap-2 Maneuver ~ 4 -----
Stage 1 ~ 67 -----
Stage 2 190 -----
Approach EB NB SB
HCM Control Delay, s$ 14681.8 1.1 0
HCM LOS F
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 221 - 5 - -
HCM Lane V/C Ratio 0.397 -30.444 - -
HCM Control Delay (s) 31.6 0$ 14681.8 - -
HCM Lane LOS D A F - -
HCM 95th %tile Q(veh) 1.8 - 21.1 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th TWSC
400: US 17 (Market Street) & Site Access 2 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build with improvements - Scenario 1 Synchro 10 Report
A. Some Page 12
Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 80 0 2397 2015 91
Future Vol, veh/h 0 80 0 2397 2015 91
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 250
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 89 0 2663 2239 101
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1120 - 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 0 201 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 201 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 36.4 0 0
HCM LOS E
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 201 - -
HCM Lane V/C Ratio - 0.442 - -
HCM Control Delay (s) - 36.4 - -
HCM Lane LOS - E - -
HCM 95th %tile Q(veh) - 2.1 - -
Lanes, Volumes, Timings
400: US 17 (Market Street) & Site Access 2 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build with improvements - Scenario 2 Synchro 10 Report
A. Some Page 11
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 101 36 79 2232 1980 63
Future Volume (vph) 101 36 79 2232 1980 63
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 150
Storage Lanes 1 0 1 1
Taper Length (ft) 25 100
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 0.964 0.850
Flt Protected 0.964 0.950
Satd. Flow (prot) 1731 0 1770 3539 3539 1583
Flt Permitted 0.964 0.950
Satd. Flow (perm) 1731 0 1770 3539 3539 1583
Right Turn on Red No No
Satd. Flow (RTOR)
Link Speed (mph) 10 45 45
Link Distance (ft) 966 328 476
Travel Time (s) 65.9 5.0 7.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 112 40 88 2480 2200 70
Shared Lane Traffic (%)
Lane Group Flow (vph) 152 0 88 2480 2200 70
Turn Type Prot Prot NA NA Perm
Protected Phases 4 5 2 6
Permitted Phases 6
Detector Phase 4 5266
Switch Phase
Minimum Initial (s) 7.0 7.0 12.0 12.0 12.0
Minimum Split (s) 25.0 14.0 25.0 25.0 25.0
Total Split (s) 25.0 14.0 127.0 113.0 113.0
Total Split (%) 16.4% 9.2% 83.6% 74.3% 74.3%
Maximum Green (s) 18.0 7.0 120.0 106.0 106.0
Yellow Time (s) 5.0 5.0 5.0 5.0 5.0
All-Red Time (s) 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode None None C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 18.4 9.9 123.6 108.7 108.7
Actuated g/C Ratio 0.12 0.07 0.81 0.72 0.72
v/c Ratio 0.73 0.77 0.86 0.87 0.06
Control Delay 84.4 89.6 6.8 21.5 6.8
Queue Delay 0.0 0.0 0.6 0.0 0.0
Total Delay 84.4 89.6 7.4 21.5 6.8
Lanes, Volumes, Timings
400: US 17 (Market Street) & Site Access 2 08/24/2022
Lendire Mixed Use 06/20/2021 2c. PM Future Build with improvements - Scenario 2 Synchro 10 Report
A. Some Page 12
Lane Group EBL EBR NBL NBT SBT SBR
LOS F F A C A
Approach Delay 84.4 10.2 21.0
Approach LOS F B C
90th %ile Green (s) 18.0 7.0 120.0 106.0 106.0
90th %ile Term Code Max Max Coord Coord Coord
70th %ile Green (s) 18.0 7.0 120.0 106.0 106.0
70th %ile Term Code Max Max Coord Coord Coord
50th %ile Green (s) 18.0 7.0 120.0 106.0 106.0
50th %ile Term Code Max Max Coord Coord Coord
30th %ile Green (s) 15.9 9.1 122.1 106.0 106.0
30th %ile Term Code Gap Max Coord Coord Coord
10th %ile Green (s) 12.0 9.4 126.0 109.6 109.6
10th %ile Term Code Gap Gap Coord Coord Coord
Queue Length 50th (ft) 146 94 355 807 19
Queue Length 95th (ft) 228 m102 337 934 35
Internal Link Dist (ft) 886 248 396
Turn Bay Length (ft) 100 150
Base Capacity (vph) 227 115 2878 2531 1132
Starvation Cap Reductn 0 0 132 0 0
Spillback Cap Reductn 0 0000
Storage Cap Reductn 0 0000
Reduced v/c Ratio 0.67 0.77 0.90 0.87 0.06
Intersection Summary
Area Type: Other
Cycle Length: 152
Actuated Cycle Length: 152
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 17.4 Intersection LOS: B
Intersection Capacity Utilization 80.9% ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 400: US 17 (Market Street) & Site Access 2
Lendire Mixed Use – Transportation Impact Analysis
Queueing and Blocking Reports
Lendire Mixed Use – Transportation Impact Analysis
EXISTINGS
Queuing and Blocking Report
1a. AM Existing 08/23/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 1
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement EB EB EB B5 B6 WB WB WB WB NB NB NB
Directions Served L T R T T L L T R L T T
Maximum Queue (ft) 166 233 376 396 302 246 274 134 167 350 1513 1495
Average Queue (ft) 75 61 334 223 91 130 162 43 72 211 991 979
95th Queue (ft) 151 163 427 486 352 216 235 97 140 412 1819 1806
Link Distance (ft) 292 292 313 440 1142 2056 2056
Upstream Blk Time (%) 68 28 7 4 5
Queuing Penalty (veh) 125 104 25 0 0
Storage Bay Dist (ft) 150 425 425 150 350
Storage Blk Time (%) 4 2 0 1 0 35 17
Queuing Penalty (veh) 3 2 1 5 2 45 41
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement NB SB SB SB SB
Directions Served R L T T R
Maximum Queue (ft) 821 149 896 902 225
Average Queue (ft) 327 110 501 518 50
95th Queue (ft) 1049 181 891 905 189
Link Distance (ft) 906 906
Upstream Blk Time (%) 1 1
Queuing Penalty (veh) 10 11
Storage Bay Dist (ft) 900 150 125
Storage Blk Time (%) 15 29 29
Queuing Penalty (veh) 138 40 18
Intersection: 200: Dennys Entrance/Wendover Lane & US 17 (Market Street)
Movement EB WB NB NB SB SB
Directions Served LTR LTR LT TR LT TR
Maximum Queue (ft) 191 1125 697 717 1180 1178
Average Queue (ft) 93 909 120 121 593 573
95th Queue (ft) 221 1414 552 563 1484 1472
Link Distance (ft) 1048 1106 906 906 1613 1613
Upstream Blk Time (%) 58 0 0 13 11
Queuing Penalty (veh)00000
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
1a. AM Existing 08/23/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 2
Intersection: 300: Ogden Business Park Lane & Lendire Road
Movement EB WB NB
Directions Served TR LT LR
Maximum Queue (ft) 223 34 34
Average Queue (ft) 65 3 8
95th Queue (ft) 426 18 29
Link Distance (ft) 1351 440 1479
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 573
Queuing and Blocking Report
2a. PM Existing 08/23/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 1
Intersection: 100: US 17 (Market Street) & MIddle Sound Loop Road
Movement EB EB EB B5 WB WB WB WB NB NB NB NB
Directions Served L T R T L L T R L T T R
Maximum Queue (ft) 200 357 338 144 261 325 544 225 350 2112 2113 1000
Average Queue (ft) 106 246 205 21 140 175 228 159 338 1842 1839 627
95th Queue (ft) 218 378 334 116 245 290 517 250 397 2679 2684 1407
Link Distance (ft) 292 292 313 1142 2056 2056
Upstream Blk Time (%) 16 8 0 0 61 63
Queuing Penalty (veh) 15 8 0 0 0 0
Storage Bay Dist (ft) 150 425 425 150 350 900
Storage Blk Time (%) 13 76 15 27 76 74 43
Queuing Penalty (veh) 19 51 53 70 749 149 119
Intersection: 100: US 17 (Market Street) & MIddle Sound Loop Road
Movement SB SB SB SB
Directions Served L T T R
Maximum Queue (ft) 150 927 954 186
Average Queue (ft) 144 830 696 13
95th Queue (ft) 164 1107 1232 88
Link Distance (ft) 906 906
Upstream Blk Time (%) 22 7
Queuing Penalty (veh) 203 62
Storage Bay Dist (ft) 150 125
Storage Blk Time (%) 85 74 18
Queuing Penalty (veh) 666 163 9
Intersection: 200: Dennys Entrance/Wendover Lane & US 17 (Market Street)
Movement EB WB NB NB SB SB
Directions Served LTR LTR LT TR LT TR
Maximum Queue (ft) 150 1132 456 454 1668 1670
Average Queue (ft) 83 1011 39 39 1393 1380
95th Queue (ft) 194 1362 263 266 2059 2067
Link Distance (ft) 1048 1106 906 906 1613 1613
Upstream Blk Time (%) 73 0 0 62 52
Queuing Penalty (veh)00100
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
2a. PM Existing 08/23/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 2
Intersection: 500: Ogden Business Park Lane & Lendire Road
Movement WB NB
Directions Served LT LR
Maximum Queue (ft) 23 38
Average Queue (ft) 1 16
95th Queue (ft) 11 40
Link Distance (ft) 440 1479
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 2337
Lendire Mixed Use – Transportation Impact Analysis
Future No Builds Conditions
Queuing and Blocking Report
1b. AM Future No Build 08/19/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 2
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L T R R L L T R L T T R
Maximum Queue (ft) 183 186 188 192 235 265 165 182 350 2114 2109 1000
Average Queue (ft) 92 79 109 109 136 169 42 73 247 1579 1568 699
95th Queue (ft) 159 148 174 171 213 237 107 141 421 2498 2495 1434
Link Distance (ft) 293 293 293 1143 2126 2126
Upstream Blk Time (%)18 19
Queuing Penalty (veh)00
Storage Bay Dist (ft) 150 425 425 150 350 900
Storage Blk Time (%) 3 1 0 2 1 42 38
Queuing Penalty (veh) 2 1 1 7 14 56 97
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement SB SB SB SB
Directions Served L T T R
Maximum Queue (ft) 150 454 467 225
Average Queue (ft) 126 422 424 49
95th Queue (ft) 177 438 446 189
Link Distance (ft) 414 414
Upstream Blk Time (%) 24 23
Queuing Penalty (veh) 258 250
Storage Bay Dist (ft) 150 125
Storage Blk Time (%) 16 33 36
Queuing Penalty (veh) 154 47 23
Intersection: 200: US 17 (Market Street) & Wendover Lane
Movement EB WB NB NB
Directions Served LT R T TR
Maximum Queue (ft) 62 148 364 387
Average Queue (ft) 38 66 217 231
95th Queue (ft) 67 123 330 350
Link Distance (ft) 53 1027 491 491
Upstream Blk Time (%) 13 0
Queuing Penalty (veh) 9 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
1b. AM Future No Build 08/19/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 3
Intersection: 201: US 17 (Market Street) & Dennys Entrance
Movement EB SB SB SB
Directions Served R L T TR
Maximum Queue (ft) 52 564 661 669
Average Queue (ft) 14 69 550 550
95th Queue (ft) 50 377 841 835
Link Distance (ft) 1000 621 621
Upstream Blk Time (%) 0 10 11
Queuing Penalty (veh) 0 111 117
Storage Bay Dist (ft) 650
Storage Blk Time (%) 0 10
Queuing Penalty (veh) 0 7
Intersection: 500: Ogden Business Park Lane & Lendire Road
Movement WB NB
Directions Served LT LR
Maximum Queue (ft) 30 29
Average Queue (ft) 2 6
95th Queue (ft) 17 26
Link Distance (ft) 440 1479
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1561
Queuing and Blocking Report
2b. PM Future No Build 08/19/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 2
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement EB EB EB EB B5 WB WB WB WB NB NB NB
Directions Served L T R R T L L T R L T T
Maximum Queue (ft) 200 364 292 197 186 284 338 484 225 350 2101 2097
Average Queue (ft) 120 282 120 105 23 141 175 214 160 342 2000 1997
95th Queue (ft) 227 380 232 182 109 246 276 437 250 356 2404 2413
Link Distance (ft) 293 293 293 313 1142 2045 2045
Upstream Blk Time (%) 26 0 0 0 76 78
Queuing Penalty (veh) 16 0 0 0 0 0
Storage Bay Dist (ft) 150 425 425 150 350
Storage Blk Time (%) 12 92 17 25 82 71 31
Queuing Penalty (veh) 18 64 64 69 829 148 87
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement NB SB SB SB SB
Directions Served R L T T R
Maximum Queue (ft) 1000 150 436 452 207
Average Queue (ft) 451 145 418 264 15
95th Queue (ft) 1254 154 428 574 98
Link Distance (ft) 414 414
Upstream Blk Time (%) 89 12
Queuing Penalty (veh) 832 110
Storage Bay Dist (ft) 900 150 125
Storage Blk Time (%) 90 79 19
Queuing Penalty (veh) 729 180 9
Intersection: 200: US 17 (Market Street) & Wendover Lane
Movement EB WB NB NB
Directions Served LT R T TR
Maximum Queue (ft) 67 246 273 285
Average Queue (ft) 45 112 105 101
95th Queue (ft) 75 205 207 208
Link Distance (ft) 53 1027 491 491
Upstream Blk Time (%) 32
Queuing Penalty (veh) 40
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
2b. PM Future No Build 08/19/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 3
Intersection: 201: US 17 (Market Street) & Dennys Entrance
Movement EB SB SB SB
Directions Served R L T TR
Maximum Queue (ft) 54 616 664 682
Average Queue (ft) 13 302 619 518
95th Queue (ft) 44 780 733 921
Link Distance (ft) 999 617 617
Upstream Blk Time (%) 0 47 20
Queuing Penalty (veh) 0 459 201
Storage Bay Dist (ft) 650
Storage Blk Time (%) 0 47
Queuing Penalty (veh) 2 59
Intersection: 500: Ogden Business Park Lane & Lendire Road
Movement WB NB
Directions Served LT LR
Maximum Queue (ft) 12 38
Average Queue (ft) 1 16
95th Queue (ft) 7 41
Link Distance (ft) 440 1479
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 4751
Lendire Mixed Use – Transportation Impact Analysis
Future Builds Conditions
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 2
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement EB EB EB EB B5 B6 WB WB WB WB NB NB
Directions Served L T R R T T L L T R L T
Maximum Queue (ft) 194 246 226 215 38 23 218 255 180 193 350 2093
Average Queue (ft) 122 105 126 124 6 2 131 166 50 86 294 1813
95th Queue (ft) 196 224 205 198 77 33 208 233 120 161 429 2540
Link Distance (ft) 293 293 293 313 456 1142 2045
Upstream Blk Time (%)2000 35
Queuing Penalty (veh)3002 0
Storage Bay Dist (ft) 150 425 425 150 350
Storage Blk Time (%) 9 5 1 2 10 45
Queuing Penalty (veh) 7 6 3 8 97 66
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement NB NB SB SB SB SB
Directions Served T R L T T R
Maximum Queue (ft) 2089 1000 149 444 450 225
Average Queue (ft) 1808 821 114 392 397 42
95th Queue (ft) 2540 1437 178 464 468 174
Link Distance (ft) 2045 414 414
Upstream Blk Time (%) 38 5 5
Queuing Penalty (veh) 0 49 59
Storage Bay Dist (ft) 900 150 125
Storage Blk Time (%) 49 9 27 31
Queuing Penalty (veh) 125 93 42 20
Intersection: 200: US 17 (Market Street) & Wendover Lane
Movement EB WB NB NB
Directions Served LT R T TR
Maximum Queue (ft) 53 143 410 404
Average Queue (ft) 45 68 233 247
95th Queue (ft) 65 123 374 380
Link Distance (ft) 49 1027 491 491
Upstream Blk Time (%) 22 0 0
Queuing Penalty (veh) 28 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 3
Intersection: 201: US 17 (Market Street) & Dennys Entrance
Movement EB SB
Directions Served R L
Maximum Queue (ft) 33 98
Average Queue (ft) 5 21
95th Queue (ft) 22 68
Link Distance (ft) 999 236
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 17 (Market Street) & Site Access 1
Movement EB NB SB SB
Directions Served R T T TR
Maximum Queue (ft) 351 6 283 322
Average Queue (ft) 117 0 61 200
95th Queue (ft) 332 6 235 393
Link Distance (ft) 1028 144 250 250
Upstream Blk Time (%) 1 5
Queuing Penalty (veh) 7 61
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 17 (Market Street) & Site Access 2
Movement EB SB SB
Directions Served R T TR
Maximum Queue (ft) 1001 701 704
Average Queue (ft) 688 671 673
95th Queue (ft) 1142 687 693
Link Distance (ft) 989 651 651
Upstream Blk Time (%) 28 39 65
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 4
Intersection: 500: Ogden Business Lane/Site Access 3 & Lendire Road
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 62 24 35 117
Average Queue (ft) 7 2 10 48
95th Queue (ft) 34 11 34 86
Link Distance (ft) 1219 456 1132 1172
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 678
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 08/29/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 2
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement EB EB EB EB B5 B6 WB WB WB WB NB NB
Directions Served L T R R T T L L T R L T
Maximum Queue (ft) 190 265 226 209 92 46 252 282 206 186 350 2090
Average Queue (ft) 114 108 119 117 7 2 136 169 51 82 260 1842
95th Queue (ft) 192 238 199 187 78 36 217 241 133 154 441 2516
Link Distance (ft) 293 293 293 313 456 1142 2045
Upstream Blk Time (%) 3 0 36
Queuing Penalty (veh) 4 2 0
Storage Bay Dist (ft) 150 425 425 150 350
Storage Blk Time (%) 13 4 1 2 5 45
Queuing Penalty (veh) 11 4 4 7 49 64
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement NB NB SB SB SB SB
Directions Served T R L T T R
Maximum Queue (ft) 2100 1000 149 443 447 225
Average Queue (ft) 1839 826 119 387 397 44
95th Queue (ft) 2517 1436 176 472 461 179
Link Distance (ft) 2045 414 414
Upstream Blk Time (%) 39 5 6
Queuing Penalty (veh) 0 55 61
Storage Bay Dist (ft) 900 150 125
Storage Blk Time (%) 49 13 27 30
Queuing Penalty (veh) 123 127 42 19
Intersection: 200: US 17 (Market Street) & Wendover Lane
Movement EB WB NB NB
Directions Served LT R T TR
Maximum Queue (ft) 54 146 517 520
Average Queue (ft) 33 67 344 351
95th Queue (ft) 61 123 587 594
Link Distance (ft) 49 1027 491 491
Upstream Blk Time (%) 9 5 6
Queuing Penalty (veh) 6 57 64
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 08/29/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 3
Intersection: 201: US 17 (Market Street) & Dennys Entrance
Movement EB SB
Directions Served R L
Maximum Queue (ft) 31 52
Average Queue (ft) 4 7
95th Queue (ft) 19 33
Link Distance (ft) 999 236
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 17 (Market Street) & Site Access 1
Movement EB NB NB SB SB
Directions Served R T T T TR
Maximum Queue (ft) 306 186 192 300 330
Average Queue (ft) 110 113 120 70 214
95th Queue (ft) 406 226 234 260 408
Link Distance (ft) 1028 144 144 255 255
Upstream Blk Time (%) 8 14 1 5
Queuing Penalty (veh) 94 156 7 59
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 17 (Market Street) & Site Access 2
Movement EB NB NB SB SB
Directions Served LR LT T T TR
Maximum Queue (ft) 999 293 322 687 698
Average Queue (ft) 908 228 244 664 668
95th Queue (ft) 1176 360 413 677 687
Link Distance (ft) 989 255 255 645 645
Upstream Blk Time (%) 73 9 18 41 70
Queuing Penalty (veh) 0 104 205 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 08/29/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 4
Intersection: 500: Ogden Business Lane/Site Access 3 & Lendire Road
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 59 33 33 92
Average Queue (ft) 7 3 10 40
95th Queue (ft) 33 16 34 72
Link Distance (ft) 1219 456 1132 1053
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1406
Queuing and Blocking Report
2c. PM Future Build - Scenario 2 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 1
Intersection: 9: US 17 (Market Street)
Movement SB SB NE NE
Directions Served R R T T
Maximum Queue (ft) 517 551 8 10
Average Queue (ft) 492 233 0 0
95th Queue (ft) 557 645 6 8
Link Distance (ft) 490 490 414 414
Upstream Blk Time (%) 74 11
Queuing Penalty (veh) 703 106
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: US 17 (Market Street)
Movement SB SB SB
Directions Served R R R
Maximum Queue (ft) 215 251 256
Average Queue (ft) 112 201 162
95th Queue (ft) 262 284 308
Link Distance (ft) 202 202 202
Upstream Blk Time (%) 16 41 13
Queuing Penalty (veh) 114 287 94
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
2c. PM Future Build - Scenario 2 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 2
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement EB EB EB EB B5 B6 WB WB WB WB NB NB
Directions Served L T R R T T L L T R L T
Maximum Queue (ft) 200 376 278 264 340 232 267 325 580 225 350 2099
Average Queue (ft) 137 317 128 125 160 77 144 178 276 175 342 2038
95th Queue (ft) 237 409 237 225 433 319 246 289 537 254 358 2301
Link Distance (ft) 293 293 293 313 434 1142 2045
Upstream Blk Time (%) 57 22 4 83
Queuing Penalty (veh) 46 53 10 0
Storage Bay Dist (ft) 150 425 425 150 350
Storage Blk Time (%) 30 88 19 34 79 78
Queuing Penalty (veh) 47 82 76 94 807 192
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement NB NB SB SB SB SB
Directions Served T R L T T R
Maximum Queue (ft) 2100 1000 150 434 459 162
Average Queue (ft) 2028 299 145 418 187 8
95th Queue (ft) 2408 1033 154 427 508 71
Link Distance (ft) 2045 414 414
Upstream Blk Time (%) 76 88 8
Queuing Penalty (veh) 0 851 79
Storage Bay Dist (ft) 900 150 125
Storage Blk Time (%) 19 93 84 14
Queuing Penalty (veh) 53 769 209 7
Intersection: 200: US 17 (Market Street) & Wendover Lane
Movement EB WB NB NB
Directions Served LT R T TR
Maximum Queue (ft) 56 234 275 290
Average Queue (ft) 43 116 106 109
95th Queue (ft) 70 205 206 214
Link Distance (ft) 48 1027 491 491
Upstream Blk Time (%) 42 0 0
Queuing Penalty (veh) 87 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
2c. PM Future Build - Scenario 2 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 3
Intersection: 201: US 17 (Market Street) & Dennys Entrance
Movement EB SB SB SB
Directions Served R L T TR
Maximum Queue (ft) 57 202 228 244
Average Queue (ft) 16 77 193 122
95th Queue (ft) 51 187 253 300
Link Distance (ft) 999 189 189 189
Upstream Blk Time (%) 3 68 13
Queuing Penalty (veh) 22 478 94
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 17 (Market Street) & Site Access 1
Movement EB SB SB
Directions Served R T TR
Maximum Queue (ft) 738 326 315
Average Queue (ft) 335 169 271
95th Queue (ft) 835 363 346
Link Distance (ft) 962 268 268
Upstream Blk Time (%) 6 12 41
Queuing Penalty (veh) 0 126 428
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 17 (Market Street) & Site Access 2
Movement EB SB SB
Directions Served R T TR
Maximum Queue (ft) 927 493 498
Average Queue (ft) 734 464 467
95th Queue (ft) 1102 538 530
Link Distance (ft) 914 452 452
Upstream Blk Time (%) 49 62 76
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
2c. PM Future Build - Scenario 2 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 4
Intersection: 500: Ogden Business Park Entrance/Site Access 3 & Lendire Road
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 118 24 50 136
Average Queue (ft) 19 1 18 51
95th Queue (ft) 95 12 44 116
Link Distance (ft) 1348 434 1479 1221
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 5917
Queuing and Blocking Report
2c. PM Future Build - Scenario 2 08/29/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 1
Intersection: 9: US 17 (Market Street)
Movement SB SB NE NE
Directions Served R R T T
Maximum Queue (ft) 522 552 139 141
Average Queue (ft) 495 262 9 10
95th Queue (ft) 540 680 95 99
Link Distance (ft) 490 490 414 414
Upstream Blk Time (%) 71 13 0 0
Queuing Penalty (veh) 682 127 1 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: US 17 (Market Street)
Movement NB NB SB SB SB
Directions Served T T R R R
Maximum Queue (ft) 192 197 220 252 257
Average Queue (ft) 23 23 89 204 171
95th Queue (ft) 121 123 243 274 315
Link Distance (ft) 201 201 202 202 202
Upstream Blk Time (%) 1 1 12 39 16
Queuing Penalty (veh) 7 9 84 263 107
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
2c. PM Future Build - Scenario 2 08/29/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 2
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement EB EB EB EB B5 B6 WB WB WB WB NB NB
Directions Served L T R R T T L L T R L T
Maximum Queue (ft) 200 366 320 239 271 22 239 347 564 225 350 2100
Average Queue (ft) 118 294 128 114 63 1 136 171 263 172 342 2045
95th Queue (ft) 227 395 255 202 235 18 230 278 510 257 357 2280
Link Distance (ft) 293 293 293 313 434 1142 2045
Upstream Blk Time (%) 36 0 0 1 84
Queuing Penalty (veh) 25 0 0 3 0
Storage Bay Dist (ft) 150 425 425 150 350
Storage Blk Time (%) 12 91 17 33 80 73
Queuing Penalty (veh) 19 64 66 93 826 169
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement NB NB SB SB SB SB
Directions Served T R L T T R
Maximum Queue (ft) 2105 1000 150 439 464 164
Average Queue (ft) 2043 460 145 418 208 8
95th Queue (ft) 2284 1266 154 429 534 72
Link Distance (ft) 2045 414 414
Upstream Blk Time (%) 80 88 9
Queuing Penalty (veh) 0 851 87
Storage Bay Dist (ft) 900 150 125
Storage Blk Time (%) 29 92 82 15
Queuing Penalty (veh) 83 758 202 7
Intersection: 200: US 17 (Market Street) & Wendover Lane
Movement EB WB NB NB
Directions Served LT R T TR
Maximum Queue (ft) 107 244 374 378
Average Queue (ft) 66 118 126 122
95th Queue (ft) 122 204 296 300
Link Distance (ft) 48 1027 491 491
Upstream Blk Time (%) 33 1 1
Queuing Penalty (veh) 42 8 12
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
2c. PM Future Build - Scenario 2 08/29/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 3
Intersection: 201: US 17 (Market Street) & Dennys Entrance
Movement EB SB SB SB
Directions Served R L T TR
Maximum Queue (ft) 48 94 238 250
Average Queue (ft) 12 12 197 138
95th Queue (ft) 49 52 247 314
Link Distance (ft) 999 189 189 189
Upstream Blk Time (%) 0 66 17
Queuing Penalty (veh) 0 446 114
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 17 (Market Street) & Site Access 1
Movement EB NB NB SB SB
Directions Served R T T T TR
Maximum Queue (ft) 542 235 240 339 333
Average Queue (ft) 242 50 54 196 283
95th Queue (ft) 571 187 195 392 351
Link Distance (ft) 962 202 202 274 274
Upstream Blk Time (%) 2 3 16 40
Queuing Penalty (veh) 28 33 161 406
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: US 17 (Market Street) & Site Access 2
Movement EB NB NB SB SB
Directions Served LR LT T T TR
Maximum Queue (ft) 931 307 332 488 498
Average Queue (ft) 893 162 150 464 466
95th Queue (ft) 1032 338 366 478 485
Link Distance (ft) 914 274 274 447 447
Upstream Blk Time (%) 86 5 6 66 80
Queuing Penalty (veh) 0 56 71 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
2c. PM Future Build - Scenario 2 08/29/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 4
Intersection: 500: Ogden Business Park Entrance/Site Access 3 & Lendire Road
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 64 17 58 86
Average Queue (ft) 9 1 21 34
95th Queue (ft) 36 10 48 63
Link Distance (ft) 1347 434 1479 1082
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 5909
Lendire Mixed Use – Transportation Impact Analysis
Future Builds Conditions
with improvements
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 with improvements 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 1
Intersection: 9: US 17 (Market Street)
Movement SB SB NE NE
Directions Served R R T T
Maximum Queue (ft) 241 252 31 61
Average Queue (ft) 81 95 1 2
95th Queue (ft) 199 209 17 43
Link Distance (ft) 490 490 414 414
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: US 17 (Market Street)
Movement SB SB SB
Directions Served R R R
Maximum Queue (ft) 24 61 60
Average Queue (ft) 1 8 3
95th Queue (ft) 12 40 28
Link Distance (ft) 144 144 144
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 with improvements 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 2
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L T R R L L T R L T T R
Maximum Queue (ft) 192 207 235 225 247 273 163 176 350 2094 2094 1000
Average Queue (ft) 114 93 131 128 138 172 43 83 271 1849 1841 814
95th Queue (ft) 180 179 205 198 220 239 114 154 440 2530 2536 1439
Link Distance (ft) 293 293 293 1142 2045 2045
Upstream Blk Time (%) 0 38 41
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 150 425 425 150 350 900
Storage Blk Time (%) 6 3 1 2 14 47 51
Queuing Penalty (veh) 5 4 4 6 140 69 130
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement SB SB SB SB
Directions Served L T T R
Maximum Queue (ft) 149 442 445 225
Average Queue (ft) 118 399 408 37
95th Queue (ft) 174 465 458 161
Link Distance (ft) 414 414
Upstream Blk Time (%) 6 7
Queuing Penalty (veh) 60 77
Storage Bay Dist (ft) 150 125
Storage Blk Time (%) 8 28 31
Queuing Penalty (veh) 77 43 20
Intersection: 200: US 17 (Market Street) & Wendover Lane
Movement EB WB NB NB
Directions Served LT R T TR
Maximum Queue (ft) 53 139 399 392
Average Queue (ft) 45 67 233 245
95th Queue (ft) 64 117 361 373
Link Distance (ft) 49 1027 491 491
Upstream Blk Time (%) 22
Queuing Penalty (veh) 29
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 with improvements 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 3
Intersection: 201: US 17 (Market Street) & Dennys Entrance
Movement EB SB
Directions Served R L
Maximum Queue (ft) 25 93
Average Queue (ft) 4 23
95th Queue (ft) 19 69
Link Distance (ft) 999 236
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 17 (Market Street) & Site Access 1
Movement EB NB SB SB SB
Directions Served R T T T R
Maximum Queue (ft) 890 5 294 323 224
Average Queue (ft) 524 0 60 191 17
95th Queue (ft) 1014 5 240 400 119
Link Distance (ft) 1030 144 250 250
Upstream Blk Time (%) 7 1 5 0
Queuing Penalty (veh) 0 7 55 0
Storage Bay Dist (ft) 175
Storage Blk Time (%) 2
Queuing Penalty (veh) 1
Intersection: 400: US 17 (Market Street) & Site Access 2
Movement EB SB SB SB
Directions Served R T T R
Maximum Queue (ft) 990 699 701 350
Average Queue (ft) 737 669 672 211
95th Queue (ft) 1189 711 706 492
Link Distance (ft) 978 652 652
Upstream Blk Time (%) 41 31 58
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 250
Storage Blk Time (%) 52
Queuing Penalty (veh) 41
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 with improvements 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 4
Intersection: 500: Ogden Business Lane/Site Access 3 & Lendire Road
Movement EB WB WB NB SB
Directions Served L LT R LTR LTR
Maximum Queue (ft) 34 34 15 35 102
Average Queue (ft)521947
95th Queue (ft) 24 17 7 32 82
Link Distance (ft) 455 1126 1162
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 1
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Network Summary
Network wide Queuing Penalty: 766
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 1
Intersection: 9: US 17 (Market Street)
Movement SB SB NE NE
Directions Served R R T T
Maximum Queue (ft) 30 43 87 66
Average Queue (ft)1233
95th Queue (ft) 20 25 51 33
Link Distance (ft) 490 490 414 414
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: US 17 (Market Street)
Movement SB SB SB
Directions Served R R R
Maximum Queue (ft) 53 76 23
Average Queue (ft) 3 10 1
95th Queue (ft) 25 48 17
Link Distance (ft) 144 144 144
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 2
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement EB EB EB EB WB WB WB WB NB NB NB NB
Directions Served L T R R L L T R L T T R
Maximum Queue (ft) 188 231 209 207 217 250 188 184 350 2092 2091 1000
Average Queue (ft) 109 91 118 114 131 166 45 81 265 1656 1650 766
95th Queue (ft) 187 182 182 179 209 230 116 156 437 2503 2506 1446
Link Distance (ft) 293 293 293 1142 2045 2045
Upstream Blk Time (%) 0 0 0 23 24
Queuing Penalty (veh) 0 0 0 0 0
Storage Bay Dist (ft) 150 425 425 150 350 900
Storage Blk Time (%) 8 2 1 2 5 41 41
Queuing Penalty (veh) 7 2 3 7 46 58 103
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement SB SB SB SB
Directions Served L T T R
Maximum Queue (ft) 150 386 387 224
Average Queue (ft) 108 240 247 36
95th Queue (ft) 173 334 344 159
Link Distance (ft) 414 414
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 2 2
Storage Bay Dist (ft) 150 125
Storage Blk Time (%) 5 25 30
Queuing Penalty (veh) 48 39 20
Intersection: 200: US 17 (Market Street) & Wendover Lane
Movement EB WB NB NB
Directions Served LT R T TR
Maximum Queue (ft) 52 148 400 422
Average Queue (ft) 30 70 212 223
95th Queue (ft) 61 125 365 389
Link Distance (ft) 49 1027 491 491
Upstream Blk Time (%) 8 0 0
Queuing Penalty (veh) 5 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 3
Intersection: 201: US 17 (Market Street) & Dennys Entrance
Movement EB SB
Directions Served R L
Maximum Queue (ft) 32 46
Average Queue (ft) 4 4
95th Queue (ft) 22 25
Link Distance (ft) 999 236
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 17 (Market Street) & Site Access 1
Movement EB NB NB SB SB SB
Directions Served R TTTTR
Maximum Queue (ft) 71 29 32 293 331 20
Average Queue (ft) 27 1 2 35 168 1
95th Queue (ft) 59 17 17 184 392 28
Link Distance (ft) 1025 144 144 256 256
Upstream Blk Time (%) 0 0 3
Queuing Penalty (veh) 0 4 39
Storage Bay Dist (ft) 100
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 400: US 17 (Market Street) & Site Access 2
Movement EB NB NB NB SB SB SB
Directions Served LR L TTTTR
Maximum Queue (ft) 224 187 305 318 699 703 250
Average Queue (ft) 110 74 162 176 667 669 109
95th Queue (ft) 197 150 294 309 684 688 312
Link Distance (ft) 973 256 256 647 647
Upstream Blk Time (%) 1 1 53 79
Queuing Penalty (veh) 12 16 0 0
Storage Bay Dist (ft) 100 150
Storage Blk Time (%) 9 8 59
Queuing Penalty (veh) 102 6 25
Queuing and Blocking Report
1b1. AM Full Build Scenario 1 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 4
Intersection: 500: Ogden Business Lane/Site Access 3 & Lendire Road
Movement EB WB WB NB SB
Directions Served L LT R LTR LTR
Maximum Queue (ft) 32 23 16 37 88
Average Queue (ft) 6 2 1 10 37
95th Queue (ft) 25 11 8 35 69
Link Distance (ft) 455 1126 1040
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 1
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Network Summary
Network wide Queuing Penalty: 543
Queuing and Blocking Report
2c. PM Future Build with improvements - Scenario 1 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 1
Intersection: 9: US 17 (Market Street)
Movement SB SB NE NE
Directions Served R R T T
Maximum Queue (ft) 516 555 40 39
Average Queue (ft) 495 219 1 1
95th Queue (ft)538 630 40 38
Link Distance (ft)490 490 414 414
Upstream Blk Time (%) 74 11 0
Queuing Penalty (veh) 708 105 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: US 17 (Market Street)
Movement SB SB SB
Directions Served R R R
Maximum Queue (ft) 229 258 266
Average Queue (ft) 111 210 169
95th Queue (ft)267 273 316
Link Distance (ft)202 202 202
Upstream Blk Time (%) 16 44 12
Queuing Penalty (veh) 113 312 87
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
2c. PM Future Build with improvements - Scenario 1 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 2
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement EB EB EB EB B5 B6 WB WB WB WB NB NB
Directions Served L T R R T T L L T R L T
Maximum Queue (ft) 200 369 318 212 350 138 261 330 579 225 350 2099
Average Queue (ft) 142 322 149 126 162 31 145 178 288 174 342 2031
95th Queue (ft)240 401 276 197 421 156 242 290 547 257 356 2312
Link Distance (ft)293 293 293 313 435 1142 2045
Upstream Blk Time (%)59 15 83
Queuing Penalty (veh)47 36 0
Storage Bay Dist (ft) 150 425 425 150 350
Storage Blk Time (%) 29 90 19 34 76 76
Queuing Penalty (veh) 45 84 75 95 777 188
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement NB NB SB SB SB SB
Directions Served T R L T T R
Maximum Queue (ft) 2098 1000 149 437 468 184
Average Queue (ft) 2030 300 145 418 193 11
95th Queue (ft)2317 1039 154 428 518 81
Link Distance (ft)2045 414 414
Upstream Blk Time (%) 74 87 9
Queuing Penalty (veh) 0 845 86
Storage Bay Dist (ft)900 150 125
Storage Blk Time (%) 20 91 85 14
Queuing Penalty (veh) 57 754 211 7
Intersection: 200: US 17 (Market Street) & Wendover Lane
Movement EB WB NB NB
Directions Served LT R T TR
Maximum Queue (ft) 109 236 225 236
Average Queue (ft) 71 121 107 105
95th Queue (ft)135 201 194 195
Link Distance (ft)48 1027 491 491
Upstream Blk Time (%) 39
Queuing Penalty (veh) 80
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
2c. PM Future Build with improvements - Scenario 1 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 3
Intersection: 201: US 17 (Market Street) & Dennys Entrance
Movement EB SB SB SB
Directions Served R L T TR
Maximum Queue (ft)57 170 234 246
Average Queue (ft)16 37 197 114
95th Queue (ft)53 123 241 294
Link Distance (ft)999 189 189 189
Upstream Blk Time (%)1 71 14
Queuing Penalty (veh)6 496 96
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 17 (Market Street) & Site Access 1
Movement EB SB SB SB
Directions Served R T T R
Maximum Queue (ft) 957 319 323 268
Average Queue (ft) 512 199 276 44
95th Queue (ft)1030 381 354 208
Link Distance (ft)965 268 268
Upstream Blk Time (%) 14 16 46 0
Queuing Penalty (veh) 0 169 480 0
Storage Bay Dist (ft)175
Storage Blk Time (%) 55
Queuing Penalty (veh)39
Intersection: 400: US 17 (Market Street) & Site Access 2
Movement EB SB SB SB
Directions Served R T T R
Maximum Queue (ft) 920 498 506 350
Average Queue (ft) 781 454 463 143
95th Queue (ft)1103 581 565 426
Link Distance (ft)906 454 454
Upstream Blk Time (%) 61 57 74
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)250
Storage Blk Time (%) 71
Queuing Penalty (veh)65
Queuing and Blocking Report
2c. PM Future Build with improvements - Scenario 1 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 4
Intersection: 500: Ogden Business Park Entrance/Site Access 3 & Lendire Road
Movement EB WB WB NB SB
Directions Served L LT R LTR LTR
Maximum Queue (ft)43 8 40 51 100
Average Queue (ft)7 0 5 19 49
95th Queue (ft)28 4 25 46 82
Link Distance (ft)435 1473 1217
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)50 1
Storage Blk Time (%)0 0 0
Queuing Penalty (veh) 0 0 0
Network Summary
Network wide Queuing Penalty: 6064
Queuing and Blocking Report
2c. PM Future Build with improvements - Scenario 2 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 1
Intersection: 9: US 17 (Market Street)
Movement SB SB NE NE
Directions Served R R T T
Maximum Queue (ft) 510 551 10 8
Average Queue (ft) 481 230 0 0
95th Queue (ft) 580 625 10 8
Link Distance (ft) 490 490 414 414
Upstream Blk Time (%) 72 7
Queuing Penalty (veh) 688 67
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 11: US 17 (Market Street)
Movement SB SB SB
Directions Served R R R
Maximum Queue (ft) 219 256 264
Average Queue (ft) 86 177 146
95th Queue (ft) 239 308 298
Link Distance (ft) 202 202 202
Upstream Blk Time (%) 12 33 9
Queuing Penalty (veh) 80 223 62
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
2c. PM Future Build with improvements - Scenario 2 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 2
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement EB EB EB EB B5 B6 WB WB WB WB NB NB
Directions Served L T R R T T L L T R L T
Maximum Queue (ft) 200 374 303 241 268 19 261 284 494 225 350 2097
Average Queue (ft) 116 306 118 107 65 1 141 172 239 163 341 2037
95th Queue (ft) 230 393 234 198 223 21 245 263 464 251 357 2283
Link Distance (ft) 293 293 293 313 435 1142 2045
Upstream Blk Time (%) 40 1 0 1 83
Queuing Penalty (veh) 28 0 0 2 0
Storage Bay Dist (ft) 150 425 425 150 350
Storage Blk Time (%) 10 93 18 28 68 75
Queuing Penalty (veh) 15 65 73 77 707 172
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement NB NB SB SB SB SB
Directions Served T R L T T R
Maximum Queue (ft) 2101 1000 149 433 457 166
Average Queue (ft) 2036 523 146 418 198 11
95th Queue (ft) 2296 1337 153 427 514 84
Link Distance (ft) 2045 414 414
Upstream Blk Time (%) 83 89 7
Queuing Penalty (veh) 0 858 64
Storage Bay Dist (ft) 900 150 125
Storage Blk Time (%) 46 92 78 14
Queuing Penalty (veh) 130 762 192 7
Intersection: 200: US 17 (Market Street) & Wendover Lane
Movement EB WB NB NB
Directions Served LT R T TR
Maximum Queue (ft) 104 215 252 263
Average Queue (ft) 61 115 87 85
95th Queue (ft) 118 195 194 193
Link Distance (ft) 48 1027 491 491
Upstream Blk Time (%) 29 0 0
Queuing Penalty (veh) 37 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
2c. PM Future Build with improvements - Scenario 2 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 3
Intersection: 201: US 17 (Market Street) & Dennys Entrance
Movement EB SB SB SB
Directions Served R L T TR
Maximum Queue (ft) 44 111 221 249
Average Queue (ft) 8 13 178 116
95th Queue (ft) 32 65 274 296
Link Distance (ft) 999 189 189 189
Upstream Blk Time (%) 0 63 9
Queuing Penalty (veh) 0 430 60
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: US 17 (Market Street) & Site Access 1
Movement EB NB NB SB SB SB
Directions Served R TTTTR
Maximum Queue (ft) 236 24 20 319 335 180
Average Queue (ft) 70 1 1 135 244 16
95th Queue (ft) 225 18 17 344 410 105
Link Distance (ft) 965 202 202 274 274
Upstream Blk Time (%) 9 29
Queuing Penalty (veh) 94 297
Storage Bay Dist (ft) 100
Storage Blk Time (%) 33
Queuing Penalty (veh) 12
Intersection: 400: US 17 (Market Street) & Site Access 2
Movement EB NB NB NB SB SB SB
Directions Served LR L TTTTR
Maximum Queue (ft) 610 134 222 233 493 498 250
Average Queue (ft) 281 53 87 93 465 468 105
95th Queue (ft) 644 116 191 194 487 486 304
Link Distance (ft) 907 274 274 448 448
Upstream Blk Time (%) 2 0 0 61 79
Queuing Penalty (veh) 0 2200
Storage Bay Dist (ft) 100 150
Storage Blk Time (%) 8 4 71
Queuing Penalty (veh) 86 3 45
Queuing and Blocking Report
2c. PM Future Build with improvements - Scenario 2 08/24/2022
Lendire Mixed Use SimTraffic Report
A. Some Page 4
Intersection: 500: Ogden Business Park Entrance/Site Access 3 & Lendire Road
Movement EB WB WB NB SB
Directions Served L LT R LTR LTR
Maximum Queue (ft) 40 7 34 58 91
Average Queue (ft) 7 1 3 22 37
95th Queue (ft) 26 8 18 49 67
Link Distance (ft) 435 1473 1079
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 50 1
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Network Summary
Network wide Queuing Penalty: 5342
Lendire Mixed Use – Transportation Impact Analysis
Traffic Volume Data
File Name : Murrayville(Lendire and Ogden Business Park)AM Peak
Site Code :
Start Date : 10/28/2021
Page No : 1
Groups Printed- Cars + - Trucks
Lendire Road
Westbound
Ogden Business Park Access
Northbound
Lendire Road
Eastbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
07:00 AM 11 0 11 0 0 0 0 52 52 63
07:15 AM 25 0 25 0 0 0 1 90 91 116
07:30 AM 31 2 33 1 0 1 3 99 102 136
07:45 AM 41 4 45 0 0 0 3 96 99 144
Total 108 6 114 1 0 1 7 337 344 459
08:00 AM 38 2 40 0 2 2 4 78 82 124
08:15 AM 34 4 38 2 0 2 1 69 70 110
08:30 AM 32 3 35 2 0 2 2 61 63 100
08:45 AM 23 1 24 2 0 2 1 53 54 80
Total 127 10 137 6 2 8 8 261 269 414
Grand Total 235 16 251 7 2 9 15 598 613 873
Apprch %93.6 6.4 77.8 22.2 2.4 97.6
Total %26.9 1.8 28.8 0.8 0.2 1 1.7 68.5 70.2
Cars +235 16 251 7 2 9 15 598 613 873
% Cars +100 100 100 100 100 100 100 100 100 100
Trucks 0 0 0 0 0 0 0 0 0 0
% Trucks 0 0 0 0 0 0 0 0 0 0
File Name : Murrayville(Lendire and Ogden Business Park)AM Peak
Site Code :
Start Date : 10/28/2021
Page No : 2
Lendire Road
Westbound
Ogden Business Park Access
Northbound
Lendire Road
Eastbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 25 0 25 0 0 0 1 90 91 116
07:30 AM 31 2 33 1 0 1 3 99 102 136
07:45 AM 41 4 45 0 0 0 3 96 99 144
08:00 AM 38 2 40 0 2 2 4 78 82 124
Total Volume 135 8 143 1 2 3 11 363 374 520
% App. Total 94.4 5.6 33.3 66.7 2.9 97.1
PHF .823 .500 .794 .250 .250 .375 .688 .917 .917 .903
L
e
n
d
i
r
e
R
o
a
d
L
e
n
d
i
r
e
R
o
a
d
Ogden Business Park Access
Th
r
u
13
5
Le
f
t
8
Ou
t
To
t
a
l
In
36
4
14
3
50
7
Left
2
Right
1
Out TotalIn
19 3 22
Th
r
u
36
3
Ri
g
h
t
11
To
t
a
l
Ou
t
In
13
7
37
4
51
1
Peak Hour Begins at 07:15 AM
Cars +
Trucks
Peak Hour Data
North
File Name : Murrayville(Lendire and Ogden Business Park)PM Peak
Site Code :
Start Date : 10/28/2021
Page No : 1
Groups Printed- Cars + - Trucks
Lendire Road
Westbound
Ogden Business Park Access
Northbound
Lendire Road
Eastbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
04:00 PM 51 3 54 2 3 5 0 41 41 100
04:15 PM 48 4 52 3 1 4 1 38 39 95
04:30 PM 49 1 50 1 3 4 0 41 41 95
04:45 PM 62 4 66 7 2 9 1 45 46 121
Total 210 12 222 13 9 22 2 165 167 411
05:00 PM 67 2 69 4 4 8 1 44 45 122
05:15 PM 68 0 68 1 0 1 2 38 40 109
05:30 PM 73 1 74 2 4 6 2 40 42 122
05:45 PM 53 3 56 1 1 2 0 43 43 101
Total 261 6 267 8 9 17 5 165 170 454
Grand Total 471 18 489 21 18 39 7 330 337 865
Apprch %96.3 3.7 53.8 46.2 2.1 97.9
Total %54.5 2.1 56.5 2.4 2.1 4.5 0.8 38.2 39
Cars +471 18 489 21 18 39 7 330 337 865
% Cars +100 100 100 100 100 100 100 100 100 100
Trucks 0 0 0 0 0 0 0 0 0 0
% Trucks 0 0 0 0 0 0 0 0 0 0
File Name : Murrayville(Lendire and Ogden Business Park)PM Peak
Site Code :
Start Date : 10/28/2021
Page No : 2
Lendire Road
Westbound
Ogden Business Park Access
Northbound
Lendire Road
Eastbound
Start Time Thru Left App. Total Right Left App. Total Right Thru App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 62 4 66 7 2 9 1 45 46 121
05:00 PM 67 2 69 4 4 8 1 44 45 122
05:15 PM 68 0 68 1 0 1 2 38 40 109
05:30 PM 73 1 74 2 4 6 2 40 42 122
Total Volume 270 7 277 14 10 24 6 167 173 474
% App. Total 97.5 2.5 58.3 41.7 3.5 96.5
PHF .925 .438 .936 .500 .625 .667 .750 .928 .940 .971
L
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d
i
r
e
R
o
a
d
L
e
n
d
i
r
e
R
o
a
d
Ogden Business Park Access
Th
r
u
27
0
Le
f
t
7
Ou
t
To
t
a
l
In
18
1
27
7
45
8
Left
10
Right
14
Out TotalIn
13 24 37
Th
r
u
16
7
Ri
g
h
t
6
To
t
a
l
Ou
t
In
28
0
17
3
45
3
Peak Hour Begins at 04:45 PM
Cars +
Trucks
Peak Hour Data
North
Count Number: SITE 1
County: NEW HANOVER
Division: 03
Location: US 17 MARKET ST. AND
MIDDLE SOUND LOOP RD.
Location Type: 4 LEG
Count Type: TURNING
MOVEMENT NO CLASSIFICATION
Count Start Date: 09-01-2021
Time: 7:00AM-9:00AM AND
4:00PM-6:00PM
Video Time Used: 7:00AM-
9:00AM AND 4:00PM-6:00PM
(09-01)
Total Volume: 20,000
Weather: SUNNY
1. School in Session: YES
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: MICHAEL JOHNSON
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: 03-0076
7. Intersection Controlled By: TRAFFIC SIGNAL
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: YES
11. Construction Present: NO
12. Traffic Problems Observed: NO
LOCATION OF COUNT SITE: SITE 1
North
LENDIRE RD.
US
1
7
M
A
R
K
E
T
S
T
.
MIDDLE SOUND LOOP RD
US
1
7
M
A
R
K
E
T
S
T
.
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’: NO
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’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
SIGNAL CABINET
File Name : SITE 1
Site Code : SITE 1
Start Date : 9/1/2021
Page No : 1
US 17 MARKET ST. AND MIDDLE SOUND LOOP
WILMINGTON NEWHANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
LENDIRE RD.
SOUTHBOUND
US 17 MARKET ST.
WESTBOUND
MIDDLE SOUND LOOP RD.
NORTHBOUND
US 17 MARKET ST.
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
07:00 AM 29 10 57 0 96 39 399 20 0 458 64 14 28 0 106 11 338 22 0 371 1031
07:15 AM 27 13 58 0 98 23 431 8 0 462 109 12 22 0 143 21 410 39 0 470 1173
07:30 AM 21 14 78 0 113 9 474 16 0 499 94 21 45 0 160 40 448 35 0 523 1295
07:45 AM 23 10 66 0 99 14 489 14 0 517 107 30 22 0 159 37 372 40 0 449 1224
Total 100 47 259 0 406 85 1793 58 0 1936 374 77 117 0 568 109 1568 136 0 1813 4723
08:00 AM 30 25 62 0 117 38 482 16 0 536 90 25 25 0 140 41 399 53 0 493 1286
08:15 AM 25 17 50 0 92 35 452 19 0 506 84 10 31 0 125 30 505 78 0 613 1336
08:30 AM 21 14 73 0 108 29 497 9 0 535 74 10 25 0 109 33 500 64 0 597 1349
08:45 AM 23 17 64 0 104 35 463 19 0 517 60 7 30 0 97 24 476 51 0 551 1269
Total 99 73 249 0 421 137 1894 63 0 2094 308 52 111 0 471 128 1880 246 0 2254 5240
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 1
Site Code : SITE 1
Start Date : 9/1/2021
Page No : 2
Groups Printed- ALL VEHICLES
LENDIRE RD.
SOUTHBOUND
US 17 MARKET ST.
WESTBOUND
MIDDLE SOUND LOOP RD.
NORTHBOUND
US 17 MARKET ST.
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 33 24 0 77 54 405 10 0 469 51 7 44 0 102 35 480 93 0 608 1256
04:15 PM 19 26 22 0 67 47 417 13 0 477 23 12 38 0 73 44 458 74 0 576 1193
04:30 PM 22 25 29 0 76 47 421 9 0 477 71 20 34 0 125 43 494 62 0 599 1277
04:45 PM 12 31 38 0 81 53 400 7 0 460 49 22 47 0 118 46 479 53 0 578 1237
Total 73 115 113 0 301 201 1643 39 0 1883 194 61 163 0 418 168 1911 282 0 2361 4963
05:00 PM 12 45 46 0 103 70 372 13 0 455 34 8 49 0 91 55 503 68 0 626 1275
05:15 PM 21 45 53 0 119 52 371 18 0 441 45 14 39 0 98 58 488 92 0 638 1296
05:30 PM 18 43 32 0 93 66 329 16 0 411 66 18 61 0 145 60 480 85 0 625 1274
05:45 PM 23 37 51 0 111 52 363 10 0 425 37 11 54 0 102 40 493 58 0 591 1229
Total 74 170 182 0 426 240 1435 57 0 1732 182 51 203 0 436 213 1964 303 0 2480 5074
Grand Total 346 405 803 0 1554 663 6765 217 0 7645 1058 241 594 0 1893 618 7323 967 0 8908 20000
Apprch %22.3 26.1 51.7 0 8.7 88.5 2.8 0 55.9 12.7 31.4 0 6.9 82.2 10.9 0
Total %1.7 2 4 0 7.8 3.3 33.8 1.1 0 38.2 5.3 1.2 3 0 9.5 3.1 36.6 4.8 0 44.5
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 9/1/2021
Page No : 3
LENDIRE RD.
U
S
1
7
M
A
R
K
E
T
S
T
.
U
S
1
7
M
A
R
K
E
T
S
T
.
MIDDLE SOUND LOOP RD.
Right
803
Thru
405
Left
346
Peds
0
InOut Total
1076 1554 2630
Ri
g
h
t
21
7
Th
r
u
67
6
5
Le
f
t
66
3
Pe
d
s
0
Ou
t
To
t
a
l
In
82
6
3
76
4
5
15
9
0
8
Left
1058
Thru
241
Right
594
Peds
0
Out TotalIn
2035 1893 3928
Le
f
t
61
8
Th
r
u
73
2
3
Ri
g
h
t
96
7
Pe
d
s
0
To
t
a
l
Ou
t
In
86
2
6
89
0
8
17
5
3
4
9/1/2021 07:00 AM
9/1/2021 05:45 PM
ALL VEHICLES
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 9/1/2021
Page No : 4
LENDIRE RD.
SOUTHBOUND
US 17 MARKET ST.
WESTBOUND
MIDDLE SOUND LOOP RD.
NORTHBOUND
US 17 MARKET ST.
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 07:00 AM to 12:30 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 30 25 62 0 117 38 482 16 0 536 90 25 25 0 140 41 399 53 0 493 1286
08:15 AM 25 17 50 0 92 35 452 19 0 506 84 10 31 0 125 30 505 78 0 613 1336
08:30 AM 21 14 73 0 108 29 497 9 0 535 74 10 25 0 109 33 500 64 0 597 1349
08:45 AM 23 17 64 0 104 35 463 19 0 517 60 7 30 0 97 24 476 51 0 551 1269
Total Volume 99 73 249 0 421 137 1894 63 0 2094 308 52 111 0 471 128 1880 246 0 2254 5240
% App. Total 23.5 17.3 59.1 0 6.5 90.4 3 0 65.4 11 23.6 0 5.7 83.4 10.9 0
PHF .825 .730 .853 .000 .900 .901 .953 .829 .000 .977 .856 .520 .895 .000 .841 .780 .931 .788 .000 .919 .971
LENDIRE RD.
U
S
1
7
M
A
R
K
E
T
S
T
.
U
S
1
7
M
A
R
K
E
T
S
T
.
MIDDLE SOUND LOOP RD.
Right
249
Thru
73
Left
99
Peds
0
InOut Total
243 421 664
Ri
g
h
t
63
Th
r
u
18
9
4
Le
f
t
13
7
Pe
d
s
0
Ou
t
To
t
a
l
In
20
9
0
20
9
4
41
8
4
Left
308
Thru
52
Right
111
Peds
0
Out TotalIn
456 471 927
Le
f
t
12
8
Th
r
u
18
8
0
Ri
g
h
t
24
6
Pe
d
s
0
To
t
a
l
Ou
t
In
24
5
1
22
5
4
47
0
5
Peak Hour Begins at 08:00 AM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 9/1/2021
Page No : 5
LENDIRE RD.
SOUTHBOUND
US 17 MARKET ST.
WESTBOUND
MIDDLE SOUND LOOP RD.
NORTHBOUND
US 17 MARKET ST.
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 12:45 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 22 25 29 0 76 47 421 9 0 477 71 20 34 0 125 43 494 62 0 599 1277
04:45 PM 12 31 38 0 81 53 400 7 0 460 49 22 47 0 118 46 479 53 0 578 1237
05:00 PM 12 45 46 0 103 70 372 13 0 455 34 8 49 0 91 55 503 68 0 626 1275
05:15 PM 21 45 53 0 119 52 371 18 0 441 45 14 39 0 98 58 488 92 0 638 1296
Total Volume 67 146 166 0 379 222 1564 47 0 1833 199 64 169 0 432 202 1964 275 0 2441 5085
% App. Total 17.7 38.5 43.8 0 12.1 85.3 2.6 0 46.1 14.8 39.1 0 8.3 80.5 11.3 0
PHF .761 .811 .783 .000 .796 .793 .929 .653 .000 .961 .701 .727 .862 .000 .864 .871 .976 .747 .000 .957 .981
LENDIRE RD.
U
S
1
7
M
A
R
K
E
T
S
T
.
U
S
1
7
M
A
R
K
E
T
S
T
.
MIDDLE SOUND LOOP RD.
Right
166
Thru
146
Left
67
Peds
0
InOut Total
313 379 692
Ri
g
h
t
47
Th
r
u
15
6
4
Le
f
t
22
2
Pe
d
s
0
Ou
t
To
t
a
l
In
22
0
0
18
3
3
40
3
3
Left
199
Thru
64
Right
169
Peds
0
Out TotalIn
643 432 1075
Le
f
t
20
2
Th
r
u
19
6
4
Ri
g
h
t
27
5
Pe
d
s
0
To
t
a
l
Ou
t
In
19
2
9
24
4
1
43
7
0
Peak Hour Begins at 04:30 PM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 9/1/2021
Page No : 6
SOUTHBOUND: LENDIRE 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 1
Site Code : SITE 1
Start Date : 9/1/2021
Page No : 7
WESTBOUND: US 17 MARKET ST.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 9/1/2021
Page No : 8
NORTHBOUND: MIDDLE SOUND LOOP 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 1
Site Code : SITE 1
Start Date : 9/1/2021
Page No : 9
EASTBOUND: US 17 MARKET ST.
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 1
Site Code : SITE 1
Start Date : 9/1/2021
Page No : 10
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Count Number: SITE 2
County: NEW HANOVER
Division: 03
Location: US 17 MARKET ST. AND
WENDOVER LANE
Location Type: 4 LEG
Count Type: TURNING
MOVEMENT NO CLASSIFICATION
Count Start Date: 09-01-2021
Time: 6:00AM-7:00PM
Video Time Used: 6:00AM-
7:00PM (09-01)
Total Volume: 51.113
Weather: SUNNY
1. School in Session: YES
2. Pedestrians Observed During Count: NO
3. Disabled Pedestrians Present: NO
4. Counted By: MICHAEL JOHNSON
5. Data Processor: MICHAEL JOHNSON
6. Signal Inventory: N/A
7. Intersection Controlled By: STOP SIGN
8. Data Collection Method: Jamar DB-400 Electronic Count Board
9. Equipment Operating Properly: Yes
10. Area Lighting: YES
11. Construction Present: NO
12. Traffic Problems Observed: NO
LOCATION OF COUNT SITE: SITE 2
NorthENTRANCE TO DENNYS
US
1
7
M
A
R
K
E
T
S
T
.
WENDOVER LANE
US
1
7
M
A
R
K
E
T
S
T
.
LOCATION
CAMERA
Southbound Approach:
Looking Back Southbound:
Southbound Approach:
Stop Sign Within 300’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
Westbound Approach:
Looking Back Westbound:
Westbound Approach:
Stop Sign Within 300’: NO
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’: NO
Traffic Signal Within 300’:
NO
Railroad Within 300’: NO
If Yes Distance:
File Name : SITE 2
Site Code : SITE 2
Start Date : 9/1/2021
Page No : 1
US 17 MARKET ST. AND WENDOVER LANE
WILMINGTON NEW HANOVER CO.
WEATHER: SUNNY
COUNTED BY: MICHAEL JOHNSON
Groups Printed- ALL VEHICLES
ENTRANCE TO DENNYS
SOUTHBOUND
US 17 MARKET ST.
WESTBOUND
WENDOVER LANE
NORTHBOUND
US 17 MARKET ST.
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 1 248 0 0 249 3 0 3 0 6 1 177 1 0 179 434
06:15 AM 0 0 0 0 0 0 331 0 0 331 6 0 15 0 21 0 245 1 0 246 598
06:30 AM 1 0 2 0 3 2 364 1 0 367 6 0 9 0 15 2 333 1 0 336 721
06:45 AM 0 0 1 0 1 1 435 0 0 436 6 0 12 0 18 0 413 1 0 414 869
Total 1 0 3 0 4 4 1378 1 0 1383 21 0 39 0 60 3 1168 4 0 1175 2622
07:00 AM 0 0 0 0 0 1 449 0 0 450 8 0 22 0 30 1 383 1 0 385 865
07:15 AM 0 0 2 0 2 10 445 0 0 455 11 0 50 0 61 0 442 4 0 446 964
07:30 AM 0 0 1 0 1 7 484 0 0 491 9 0 50 0 59 0 500 5 0 505 1056
07:45 AM 1 0 2 0 3 10 499 3 0 512 5 0 32 0 37 4 395 11 0 410 962
Total 1 0 5 0 6 28 1877 3 0 1908 33 0 154 0 187 5 1720 21 0 1746 3847
08:00 AM 0 0 0 0 0 15 525 1 0 541 6 0 18 0 24 0 436 5 0 441 1006
08:15 AM 0 0 0 0 0 22 491 2 0 515 3 0 33 0 36 1 530 12 0 543 1094
08:30 AM 0 0 1 0 1 13 527 1 0 541 2 0 26 0 28 0 525 5 0 530 1100
08:45 AM 0 0 0 0 0 16 505 2 0 523 3 0 16 0 19 0 510 9 0 519 1061
Total 0 0 1 0 1 66 2048 6 0 2120 14 0 93 0 107 1 2001 31 0 2033 4261
09:00 AM 2 0 2 0 4 25 423 2 0 450 8 0 17 0 25 2 438 10 0 450 929
09:15 AM 0 0 2 0 2 18 435 0 0 453 6 0 15 0 21 0 445 5 0 450 926
09:30 AM 1 0 5 0 6 15 481 0 0 496 1 0 20 0 21 1 466 6 0 473 996
09:45 AM 0 0 1 0 1 11 465 0 0 476 5 0 11 0 16 0 442 8 0 450 943
Total 3 0 10 0 13 69 1804 2 0 1875 20 0 63 0 83 3 1791 29 0 1823 3794
10:00 AM 1 0 4 0 5 9 460 0 0 469 7 0 10 0 17 1 451 16 0 468 959
10:15 AM 0 0 0 0 0 15 502 0 0 517 5 0 16 0 21 0 465 9 0 474 1012
10:30 AM 0 0 4 0 4 21 531 3 0 555 1 0 26 0 27 2 508 11 0 521 1107
10:45 AM 0 0 0 0 0 10 458 0 0 468 6 0 14 0 20 0 489 15 0 504 992
Total 1 0 8 0 9 55 1951 3 0 2009 19 0 66 0 85 3 1913 51 0 1967 4070
11:00 AM 1 0 1 0 2 14 436 0 0 450 2 0 19 0 21 1 471 26 0 498 971
11:15 AM 0 0 0 0 0 18 455 0 0 473 3 0 22 0 25 0 432 22 0 454 952
11:30 AM 0 0 2 0 2 26 461 2 0 489 8 0 27 0 35 0 443 37 0 480 1006
11:45 AM 0 0 2 0 2 12 498 0 0 510 5 0 15 0 20 0 455 15 0 470 1002
Total 1 0 5 0 6 70 1850 2 0 1922 18 0 83 0 101 1 1801 100 0 1902 3931
12:00 PM 0 0 1 0 1 23 517 2 0 542 2 0 14 0 16 1 427 17 0 445 1004
12:15 PM 0 0 0 0 0 19 502 0 0 521 3 0 25 0 28 0 465 22 0 487 1036
12:30 PM 0 0 6 0 6 33 498 1 0 532 5 0 36 0 41 0 472 30 0 502 1081
12:45 PM 0 0 1 0 1 22 474 0 0 496 4 0 28 0 32 0 432 25 0 457 986
Total 0 0 8 0 8 97 1991 3 0 2091 14 0 103 0 117 1 1796 94 0 1891 4107
01:00 PM 2 0 3 0 5 24 482 0 0 506 5 0 32 0 37 0 421 27 0 448 996
01:15 PM 0 0 0 0 0 15 493 0 0 508 6 0 18 0 24 0 433 19 0 452 984
01:30 PM 0 0 0 0 0 19 516 0 0 535 9 0 21 0 30 1 477 19 0 497 1062
01:45 PM 0 0 0 0 0 11 511 0 0 522 8 0 15 0 23 0 456 16 0 472 1017
Total 2 0 3 0 5 69 2002 0 0 2071 28 0 86 0 114 1 1787 81 0 1869 4059
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 : 9/1/2021
Page No : 2
Groups Printed- ALL VEHICLES
ENTRANCE TO DENNYS
SOUTHBOUND
US 17 MARKET ST.
WESTBOUND
WENDOVER LANE
NORTHBOUND
US 17 MARKET ST.
EASTBOUND
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
02:00 PM 0 0 1 0 1 19 471 1 0 491 8 0 24 0 32 0 481 20 0 501 1025
02:15 PM 0 0 0 0 0 22 489 0 0 511 6 0 16 0 22 0 489 18 0 507 1040
02:30 PM 1 0 3 0 4 29 440 1 0 470 6 0 27 0 33 1 528 13 0 542 1049
02:45 PM 0 0 0 0 0 25 436 0 0 461 5 0 22 0 27 0 498 11 0 509 997
Total 1 0 4 0 5 95 1836 2 0 1933 25 0 89 0 114 1 1996 62 0 2059 4111
03:00 PM 1 0 2 0 3 23 454 0 0 477 5 0 26 0 31 3 488 22 0 513 1024
03:15 PM 0 0 0 0 0 26 465 0 0 491 4 0 24 0 28 0 492 16 0 508 1027
03:30 PM 0 0 0 0 0 30 493 1 0 524 3 0 15 0 18 0 452 21 0 473 1015
03:45 PM 0 0 0 0 0 25 478 0 0 503 6 0 18 0 24 0 444 19 0 463 990
Total 1 0 2 0 3 104 1890 1 0 1995 18 0 83 0 101 3 1876 78 0 1957 4056
04:00 PM 0 0 0 0 0 12 456 0 0 468 5 0 21 0 26 1 523 19 0 543 1037
04:15 PM 0 0 0 0 0 19 463 0 0 482 3 0 19 0 22 0 489 22 0 511 1015
04:30 PM 0 0 2 0 2 38 458 0 0 496 8 0 26 0 34 1 516 28 0 545 1077
04:45 PM 0 0 0 0 0 26 450 0 0 476 5 0 22 0 27 0 502 25 0 527 1030
Total 0 0 2 0 2 95 1827 0 0 1922 21 0 88 0 109 2 2030 94 0 2126 4159
05:00 PM 2 0 1 0 3 35 440 1 0 476 8 0 28 0 36 1 520 38 0 559 1074
05:15 PM 0 0 0 0 0 24 432 0 0 456 6 0 24 0 30 0 515 21 0 536 1022
05:30 PM 0 0 1 0 1 33 405 1 0 439 3 0 22 0 25 4 526 24 0 554 1019
05:45 PM 0 0 0 0 0 29 418 0 0 447 4 0 20 0 24 0 532 29 0 561 1032
Total 2 0 2 0 4 121 1695 2 0 1818 21 0 94 0 115 5 2093 112 0 2210 4147
06:00 PM 0 0 1 0 1 48 409 0 0 457 8 0 23 0 31 0 464 41 0 505 994
06:15 PM 0 0 0 0 0 32 422 0 0 454 6 0 19 0 25 0 489 32 0 521 1000
06:30 PM 0 0 1 0 1 30 436 0 0 466 7 0 26 0 33 2 469 24 0 495 995
06:45 PM 0 0 0 0 0 25 432 0 0 457 8 0 25 0 33 0 445 25 0 470 960
Total 0 0 2 0 2 135 1699 0 0 1834 29 0 93 0 122 2 1867 122 0 1991 3949
Grand Total 13 0 55 0 68 1008 23848 25 0 24881 281 0 1134 0 1415 31 23839 879 0 24749 51113
Apprch %19.1 0 80.9 0 4.1 95.8 0.1 0 19.9 0 80.1 0 0.1 96.3 3.6 0
Total %0 0 0.1 0 0.1 2 46.7 0 0 48.7 0.5 0 2.2 0 2.8 0.1 46.6 1.7 0 48.4
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2
Site Code : SITE 2
Start Date : 9/1/2021
Page No : 3
ENTRANCE TO DENNYS
U
S
1
7
M
A
R
K
E
T
S
T
.
U
S
1
7
M
A
R
K
E
T
S
T
.
WENDOVER LANE
Right
55
Thru
0
Left
13
Peds
0
InOut Total
56 68 124
Ri
g
h
t
25
Th
r
u
23
8
4
8
Le
f
t
10
0
8
Pe
d
s
0
Ou
t
To
t
a
l
In
24
9
8
6
24
8
8
1
49
8
6
7
Left
281
Thru
0
Right
1134
Peds
0
Out TotalIn
1887 1415 3302
Le
f
t
31
Th
r
u
23
8
3
9
Ri
g
h
t
87
9
Pe
d
s
0
To
t
a
l
Ou
t
In
24
1
8
4
24
7
4
9
48
9
3
3
9/1/2021 06:00 AM
9/1/2021 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 : 9/1/2021
Page No : 4
ENTRANCE TO DENNYS
SOUTHBOUND
US 17 MARKET ST.
WESTBOUND
WENDOVER LANE
NORTHBOUND
US 17 MARKET ST.
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 12:30 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 15 525 1 0 541 6 0 18 0 24 0 436 5 0 441 1006
08:15 AM 0 0 0 0 0 22 491 2 0 515 3 0 33 0 36 1 530 12 0 543 1094
08:30 AM 0 0 1 0 1 13 527 1 0 541 2 0 26 0 28 0 525 5 0 530 1100
08:45 AM 0 0 0 0 0 16 505 2 0 523 3 0 16 0 19 0 510 9 0 519 1061
Total Volume 0 0 1 0 1 66 2048 6 0 2120 14 0 93 0 107 1 2001 31 0 2033 4261
% App. Total 0 0 100 0 3.1 96.6 0.3 0 13.1 0 86.9 0 0 98.4 1.5 0
PHF .000 .000 .250 .000 .250 .750 .972 .750 .000 .980 .583 .000 .705 .000 .743 .250 .944 .646 .000 .936 .968
ENTRANCE TO DENNYS
U
S
1
7
M
A
R
K
E
T
S
T
.
U
S
1
7
M
A
R
K
E
T
S
T
.
WENDOVER LANE
Right
1
Thru
0
Left
0
Peds
0
InOut Total
7 1 8
Ri
g
h
t
6
Th
r
u
20
4
8
Le
f
t
66
Pe
d
s
0
Ou
t
To
t
a
l
In
20
9
4
21
2
0
42
1
4
Left
14
Thru
0
Right
93
Peds
0
Out TotalIn
97 107 204
Le
f
t
1
Th
r
u
20
0
1
Ri
g
h
t
31
Pe
d
s
0
To
t
a
l
Ou
t
In
20
6
3
20
3
3
40
9
6
Peak Hour Begins at 08:00 AM
ALL VEHICLES
Peak Hour Data
North
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
File Name : SITE 2
Site Code : SITE 2
Start Date : 9/1/2021
Page No : 5
ENTRANCE TO DENNYS
SOUTHBOUND
US 17 MARKET ST.
WESTBOUND
WENDOVER LANE
NORTHBOUND
US 17 MARKET ST.
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 12:45 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 0 2 0 2 38 458 0 0 496 8 0 26 0 34 1 516 28 0 545 1077
04:45 PM 0 0 0 0 0 26 450 0 0 476 5 0 22 0 27 0 502 25 0 527 1030
05:00 PM 2 0 1 0 3 35 440 1 0 476 8 0 28 0 36 1 520 38 0 559 1074
05:15 PM 0 0 0 0 0 24 432 0 0 456 6 0 24 0 30 0 515 21 0 536 1022
Total Volume 2 0 3 0 5 123 1780 1 0 1904 27 0 100 0 127 2 2053 112 0 2167 4203
% App. Total 40 0 60 0 6.5 93.5 0.1 0 21.3 0 78.7 0 0.1 94.7 5.2 0
PHF .250 .000 .375 .000 .417 .809 .972 .250 .000 .960 .844 .000 .893 .000 .882 .500 .987 .737 .000 .969 .976
ENTRANCE TO DENNYS
U
S
1
7
M
A
R
K
E
T
S
T
.
U
S
1
7
M
A
R
K
E
T
S
T
.
WENDOVER LANE
Right
3
Thru
0
Left
2
Peds
0
InOut Total
3 5 8
Ri
g
h
t
1
Th
r
u
17
8
0
Le
f
t
12
3
Pe
d
s
0
Ou
t
To
t
a
l
In
21
5
5
19
0
4
40
5
9
Left
27
Thru
0
Right
100
Peds
0
Out TotalIn
235 127 362
Le
f
t
2
Th
r
u
20
5
3
Ri
g
h
t
11
2
Pe
d
s
0
To
t
a
l
Ou
t
In
18
1
0
21
6
7
39
7
7
Peak Hour Begins at 04:30 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 : 9/1/2021
Page No : 6
SOUTHBOUND: ENTRANCE TO DENNYS
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 : 9/1/2021
Page No : 7
WESTBOUND: US 17 MARKET ST.
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 : 9/1/2021
Page No : 8
NORTHBOUND: WENDOVER LANE
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 : 9/1/2021
Page No : 9
EASTBOUND: US 17 MARKET ST.
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 : 9/1/2021
Page No : 10
TRUE DIRECTION TRAFFIC SERVICES, INC.
236-1 GRANDVIEW DR.
SNEADS FERRY NC 28460
TRUEDIRECTIONTRAFFIC@GMAIL.COM
919-749-3979
MICHAEL JOHNSON
Lendire Mixed Use – Transportation Impact Analysis
Supporting Documentation
DAVENPORT
Lendire Mixed Use Development
Project # 210236
Study Name : 2024 FB Signal Warrant
Page No. : 1Signal Warrants - Summary
Major Street Approaches Minor Street Approaches
Northbound: US 17 (Market Street)
Number of Lanes: 2
85% Speed > 40 MPH.
Total Approach Volume: 26,447
Eastbound: Site Access 2
Number of Lanes: 1
Total Approach Volume: 1,232
Southbound: US 17 (Market Street)
Number of Lanes: 2
85% Speed > 40 MPH.
Total Approach Volume: 26,590
Westbound: None
Number of Lanes: 1
Total Approach Volume: 0
Warrant Summary (Rural values apply.)
Warrant 1 - Eight Hour Vehicular Volumes ...........................................................................................................................Satisfied
Warrant 1A - Minimum Vehicular Volume .........................................................................................Not Satisfied
Required volumes reached for 3 hours, 8 are needed
Warrant 1B - Interruption of Continuous Traffic ..............................................................................Satisfied
Required volumes reached for 13 hours, 8 are needed
Warrant 1C - Combination of Warrants ............................................................................................Satisfied
Required 1A volumes reached for 11 hours, 8 are needed
Required 1B volumes reached for 13 hours, 8 are needed
Warrant 2 - Four Hour Volumes .............................................................................................................................................Satisfied
Number of hours (13) volumes exceed minimum >= minimum required (4).
Warrant 3 - Peak Hour ............................................................................................................................................................Satisfied
Warrant 3A - Peak Hour Delay ...........................................................................................................Not Satisfied
Total approach volumes and delays on minor street do not exceed minimums for any hour.
Warrant 3B - Peak Hour Volumes ......................................................................................................Satisfied
Volumes exceed minimums for at least one hour.
Warrant 4 - Pedestrian Volumes ............................................................................................................................................Not Evaluated
Warrant 5 - School Crossing ..................................................................................................................................................Not Evaluated
Warrant 6 - Coordinated Signal System ...............................................................................................................................Not Evaluated
Warrant 7 - Crash Experience ................................................................................................................................................Not Evaluated
Warrant 8 - Roadway Network ...............................................................................................................................................Not Evaluated
Warrant 9 - Intersection Near a Grade Crossing ..................................................................................................................Not Evaluated
DAVENPORT
Lendire Mixed Use Development
Project # 210236
Study Name : 2024 FB Signal Warrant
Page No. : 2Signal Warrants - Summary
200 400 600 800 1000 1200 1400 1600 1800
0
100
200
300
400
500
600
700
Major Street - Total of Both Directions (VPH)
Mi
n
o
r
S
t
r
e
e
t
-
H
i
g
h
e
r
V
o
l
u
m
e
A
p
p
r
o
a
c
h
(
V
P
H
)
Warrant Curves
Peak Hour Warrant
Four Hour Warrant
[Rural, 2+ major lanes and 1 minor lane curves used]
17:1508:3009:3017:0014:3012:4516:4514:4513:00
15:1515:0015:3011:1513:1516:1514:1518:15
11:0016:30
Analysis of 8-Hour Volume Warrants:
War 1A-Minimum Volume War 1B-Interruption of Traffic War 1C-Combination of Warrants
Hour Major Minor Maj Min Hour Major Minor Maj Min Hour Major Minor 1A 1B
Begin Total Vol Dir 420 105 Begin Total Vol Dir 630 53 Begin Total Vol Dir Met Met
17:15 4,321 106 EB Yes Yes 08:45 4,336 120 EB Yes Yes 09:00 4,442 128 EB Yes -
08:30 4,290 112 EB Yes Yes 17:45 4,284 110 EB Yes Yes 17:30 4,321 112 EB Yes Yes
09:30 4,178 110 EB Yes Yes 12:45 4,277 96 EB Yes Yes 08:30 4,290 112 EB -Yes
17:00 4,311 100 EB Yes No 16:45 4,273 92 EB Yes Yes 14:30 4,283 86 EB -Yes
14:30 4,283 86 EB Yes No 14:45 4,272 83 EB Yes Yes 13:00 4,262 100 EB Yes -
12:45 4,277 96 EB Yes No 15:45 4,220 80 EB Yes Yes 15:30 4,252 80 EB No Yes
16:45 4,273 92 EB Yes No 10:45 4,177 86 EB Yes Yes 11:00 4,226 84 EB Yes -
14:45 4,272 83 EB Yes No 18:45 4,175 98 EB Yes Yes 16:30 4,223 84 EB Yes Yes
13:00 4,262 100 EB Yes No 13:45 4,164 94 EB Yes Yes 18:30 4,205 100 EB Yes Yes
15:15 4,256 80 EB Yes No 09:45 4,064 101 EB Yes Yes 14:00 4,197 92 EB Yes -
15:00 4,256 80 EB Yes No 11:45 4,029 84 EB Yes Yes 12:30 4,185 92 EB -Yes
15:30 4,252 80 EB Yes No 07:45 3,928 95 EB Yes Yes 09:30 4,178 110 EB -Yes
11:15 4,237 84 EB Yes No 06:45 1,836 69 EB Yes Yes 13:30 4,176 96 EB -Yes
13:15 4,235 98 EB Yes No 06:30 1,087 46 EB Yes No 11:30 4,163 84 EB -Yes
16:15 4,234 82 EB Yes No 19:45 1,002 24 EB Yes No 10:30 4,062 88 EB -Yes
14:15 4,229 89 EB Yes No 06:15 460 23 EB No No 12:00 4,038 84 EB Yes -
18:15 4,227 104 EB Yes No 22:45 0 0 W No No 08:00 4,023 96 EB Yes -
11:00 4,226 84 EB Yes No 22:30 0 0 W No No 10:00 3,938 92 EB Yes -
16:30 4,223 84 EB Yes No 22:15 0 0 W No No 07:30 3,573 94 EB -Yes
15:45 4,220 80 EB Yes No 22:00 0 0 W No No 07:00 2,741 92 EB Yes -
16:00 4,207 80 EB Yes No 21:45 0 0 W No No 19:30 2,039 48 EB No Yes
18:30 4,205 100 EB Yes No 21:30 0 0 W No No 06:30 1,087 46 EB No Yes
14:00 4,197 92 EB Yes No 21:15 0 0 W No No 15:15 4,256 80 EB No -
12:30 4,185 92 EB Yes No 21:00 0 0 W No No 15:00 4,256 80 EB No -
NOTES
11 51
61
62
21
22
6A
6B
2A
2B
5C
5B
7A
3A 3B 8A
5A 1A
(
Mi
d
d
l
e
S
o
u
n
d
L
o
o
p
Ro
a
d
)
S
R
1
4
0
3
31328182
4342 71
-0.3% grade
45 MPH
EOP
EOP
sidewalk
s
i
d
e
w
a
l
k
C&G
C&G
C
&G
(Market Street)
US 17 Business
(Market Street)
US 17 Business
-
0
.
9
%
g
r
a
d
e
3
5
MP
H
Wilmington Signal System
Fully Actuated
8 Phase
R/W
R/W
C
&G
R
/
W R
/
W
12"
R
Y
31, 32
R
Y
F
Y
12"
SIGNAL FACE I.D.
All Heads L.E.D.
16"
P22
P21
P82
P81
P21, P22
P81, P82
65' LT +/-
Sta. 77+99 -Y1- +/-
Metal Pole #11
49' RT +/-
Sta. 79+59 -Y1- +/-
Metal Pole #13
TABLE OF OPERATION
FACE
SIGNAL
PHASE
F
L
A
S
H
0
1
+
5
0
2
+
5
0
2
+
6
0
3
+
7
0
3
+
8
0
4
+
7
0
4
+
8
0
1
+
6
11
31, 32
51
Y
Y
R
R
R
R
R
R
R
R
R
G
R
R
R
R
G
R
R
R R R
R
R
81, 82
G
G
R
R
R
R
R
R
R
R
R
R G
R
R
R
R
R
R
G
R
R
R
R
R
G
G
R
R
R
R
R
R
F
Y
F
Y
21, 22
P21, P22
P81, P82
W W DRK
DRK
DW DW DW DW DW DW
W WDWDWDWDWDWDW
Y
Y
*
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
LO
O
P
F
U
LL
T
I
M
E
D
E
L
A
Y
E
X
T
E
N
S
I
O
N
C
A
L
LI
N
G
S
Y
S
T
E
M
LO
O
P
Y Y --15 --
-
-
-
-
-
-
-
-
-
----YY
Y
Y
Y
Y
Y
Y
Y
Y
Y Y ----
-
-
-
-
-
-
-
---Y
Y
Y
Y
Y
Y
Y
Y ---
-
--
-
-
-
-
--
-
-
-
-
-
OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
1A 6x40 0 2-4-2
1
2A
2B
3A
3B
5B
5A
6A
6B
4A
8A
6x6
6x6
6x6
6x6
6x40
6x40
6x40
6x40
6x40
6x40
300
300
300
300
0
0
0
0
0
0
2-4-2
2-4-2
2-4-2
2-4-2
2-4-2
2-4-2
6
6
5
5
2
2
3
3
5
5
6
6
4
8
-
15
6 Y Y -3 --Y
-Y -Y - 2 3
-
*
*
ALTERNATE PHASING DIAGRAM
02+6
02+5
01+6
01+5
03+8
04+7
04+8
03+7
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
PHASING DIAGRAM DETECTION LEGEND
DEFAULT PHASING DIAGRAM
02+6
02+5
01+6
01+5
03+8
04+7
04+8
03+7
Directional Arrow
Controller & Cabinet
Signal Pole with Guy
With Push Button & Sign
Signal Pole with Sidewalk Guy
Inductive Loop Detector
Traffic Signal Head
Pedestrian Signal Head
2-in Underground Conduit
PROPOSED EXISTING
Sign
Modified Signal Head N/A
Junction Box
N/A Right of Way
Metal Pole with Mastarm
existing
existing
LEGEND
48' RT +/-
Sta. 24+50 -Y13- +/-
Metal Pole #14
Directional Drill N/A
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
F
Y
F
Y
R
N
0
SCALE
Division 03 Wilmington
SR 1403(Middle Sound Loop Road)
at
(Market Street)
US 17 Business
1"=40'
03-0076
40
U-4751
Y
exType II Signal Pedestal
FEATURE
PHASE
1 2 3 4 5 6 7 8
MIN RECALL MIN RECALL
YELLOW YELLOW
ON ON
20 100 25 25 20 100 15 30
-----4
-27 -----23
------
4 -
------
------
--------
------
------
ON ON ON ON ON ON
other phases should not be lower than 4 seconds.
* These values may be field adjusted. Do not adjust Min Green and Extension times for phases 2 and 6 lower than what is shown. Min Green for all
Min Green 1 *
Extension 1 *
Max Green 1 *
Yellow Clearance
Red Clearance
Walk 1 *
Don't Walk 1
Seconds Per Actuation *
Max Variable Initial *
Time Before Reduction *
Time To Reduce *
Minimum Gap
Recall Mode
Vehicle Call Memory
Dual Entry
Simultaneous Gap
------
------
OASIS 2070E TIMING CHART
12 125 55555
2.0 6.0 2.0 2.0 6.02.0 2.0 2.0
1.5
34
15
30
3.0
1.5
34
15
30
3.0
3.0
3.4
4.6
2.2
3.0
3.3
3.9
2.3
3.0
3.4
4.6
2.2
3.0
3.5
3.8
2.4
11
51
63
R
Y
G
12"
81, 82
21, 22
1B
-Y Y ---1B 6x40 1Y02-4-2 15
R
Y
F
Y
12"
63
23
83
R R R R23
RRRRR83F
Y
F
Y
F
Y
F
Y
New Hanover County
PORTDAVEN
NCBELS FIRM LICENSE NO. C-2522
HOME OFFICE:
www.davenportworld.com336.744.1636
WINSTON-SALEM, NC 27101
119 BROOKSTOWN AVENUE, SUITE PH1
Project #: 170257
SHEET NO.PROJECT REFERENCE NO.
PREPARED BY:
SIG. INVENTORY NO.
REVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:
DATESIGNATURE
PLAN DATE:
0
DOCUMENT NOT CONSIDERED
FINAL UNLESS ALL
SIGNATURES COMPLETED
41
DEFAULT PHASING
-Y -Y --7A 6x40 0 2-4-2 7 3Y
-
4A
Y -Y --5C 6x40 0 2-4-2 5 15Y
LD Stouchko
MB Toth
-
71
10. Signal system data: Controller Asset #0076
values supersede these values.
operation only. Coordinated signal system timing
9. Maximum times shown in timing charts are for free-run
Don't Walk" time only.
8. Program pedestrain heads to countdown the flashing
no pedestrian calls.
7. Omit "WALK" and flashing "DON'T WALK" with
hours of use for each phasing plan.
6. The Division (City) Traffic Engineer will determine the
5. Set all detector units to presence mode.
4. Phase 3 and/or phase 7 may be lagged.
3. Phase 1 and/or phase 5 may be lagged.
unless otherwise directed by the Engineer.
2. Do not program signal for late night flashing operation
and Structures" dated January 2018.
dated January 2018 and "Standard Specifications for Roads
1. Refer to "Roadway Standard Drawings NCDOT"
71
43, 44 R R R R R
TABLE OF OPERATION
FACE
SIGNAL
PHASE
F
L
A
S
H
0
1
+
5
0
2
+
5
0
2
+
6
0
3
+
7
0
3
+
8
0
4
+
7
0
4
+
8
0
1
+
6
11
31, 32
51
Y
Y
R
R
R
R
R
R
R
R
R
G
R
R
R
R
G
R
R
R R R
R
R
81, 82
G
G
R
R
R
R
R
R
R
R
R
R G
R
R
R
R
R
R
G
R
R
R
R
R
G
G
R
R
R
R
R
R
21, 22
P21, P22
P81, P82
W W DRK
DRK
DW DW DW DW DW DW
W WDWDWDWDWDWDW
Y
Y
R
R R R R23
RRRRR83F
Y
F
Y
F
Y
F
Y
ATERNATE PHASING
71
R R R R R
RR
RR
Y
Sig. 8.6
#
15
#
#
44
41, 42
+0.3% grade
45 MPH
+
0
.
7
%
g
r
a
d
e
3
5
MP
H
Phasing Operation.
Disable phase call for loop during Alternate
Disable delay during Alternate Phasing Operation.
41, 42
43, 44
41, 42
SEAL
T N
T
T
I
N
D
E
P
A
R
T
ME
N
OF TRA SPORT
A
IO
N
S
T
A
E OF NORTH
C
ARO
L
A
n
oi
s
i
v
i
D
y
tefaS dn
a ytiliboM noitatro
p
s
n
a
r
T
noitceS ngiseD la
n
giS
750 N. Greenfield Pkwy, Garner, NC 27529
Prepared for:
L
e
n
d
i
r
e
E
x
t
e
n
s
i
o
n
23
F
Y
F
Y
F
Y
F
Y
F
Y
F
Y
F
Y
F
Y
43, 44
F
Y
F
Y
F
Y
F
Y
F
Y
F
Y
F
Y
F
Y
April 2017
R/W
1
Construction Revision
DATESIGNATURE
REVISION SEAL1
Not a certified document as to the
Original Document but Only as to
the Revisions - This document
originally issued and sealed by
MELISSA B. TOTH, 025892,
on 6-15-17.
This document is only certified as
to the revisions.
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96' LT +/-
Sta. 78+26 -Y1- +/-
Metal Pole #12
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A ARight Arrow "ONLY" Sign (R3-5R)
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Added right turn lane on Lendire Extension,
relocated cabinet and pole #12, and added new FYA
Curb RampN/A
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for right turns of phases 4 and 6.
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Updated pavement markings.
DocuSign Envelope ID: 02C458A4-D133-4CE6-9FFB-6AEBD9005259
11/14/2019 11/14/2019
N
Wilmington Signal System
Fully Actuated
2 Phase
New Installation
300
1"=30'
R/W
R/W
R/W
R/W
PHASING DIAGRAM DETECTION LEGEND
PEDESTRIAN MOVEMENT
UNSIGNALIZED MOVEMENT
UNDETECTED MOVEMENT (OVERLAP)
DETECTED MOVEMENT
Directional Arrow
2-in Underground Conduit
N/A Right of Way
Controller & Cabinet
With Push Button & Sign
Inductive Loop Detector
Traffic Signal Head
Pedestrian Signal Head
LEGEND
PROPOSED EXISTING
Sign
Junction Box
N/ADirectional Drill
Metal Pole with Mastarm
existing
existing
Wheelchair Ramp
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03-1128
B BTO U-TURN" Sign
"RIGHT TURN MUST YIELD
A ARight Arrow "ONLY" Sign (R3-5R)
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45 MPH 0% Grade
Sig. 2.0
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TABLE OF OPERATION
FACE
SIGNAL
PHASE
G R Y21,22
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72,73
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ALTERNATE PHASING
02 07
ALTERNATE PHASING DIAGRAMDEFAULT PHASING DIAGRAM
02 07 *
SIGNAL FACE I.D.
All Heads L.E.D.
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12"
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12"
21,22
71
72,73
P21,P22
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F
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12"
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TABLE OF OPERATION
FACE
SIGNAL
PHASE
G R Y
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21,22
71
72,73
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R RF
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DEFAULT PHASING
US 17 (Market Street)
US 17 (Market Street)
SR 1929 (Wendover Lane)
at
US 17 (Market Street)
SidewalkSidewalk
Y Y
TURNS
INDUCTIVE LOOPS
PHASE
DETECTOR PROGRAMMING
LOOP
TIME
DELAY
(FT)
STOPBAR
FROM
DISTANCE
(FT)
SIZE
TIME
STRETCH
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OASIS 2070 LOOP & DETECTOR INSTALLATION CHART
Y Y ---
Y Y ---2
Y Y ---
6X40
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15Y6X40
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2-4-2
6X6 Y2A
2-4-2
Y Y ---2 -6X6 Y2B
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300
300
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phasing operation.
* Reduce delay to 0 seconds during alternate
FEATURE
PHASE
2
MIN RECALL
YELLOW
ON
30
3.0
12 5
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15 -
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ON
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Min Green 1 *
Extension 1 *
Max Green 1 *
Yellow Clearance
Red Clearance
Walk 1 *
Don't Walk 1
Seconds Per Actuation *
Max Variable Initial *
Time Before Reduction *
Time To Reduce *
Minimum Gap
Recall Mode
Vehicle Call Memory
Dual Entry
Simultaneous Gap
-
90 20
OASIS 2070 TIMING CHART
for all other phases should not be lower than 4 seconds.
Extension times for phase 2 lower than what is shown. Min Green
* These values may be field adjusted. Do not adjust Min Green and
7
Multiuse Path
Multiuse Path
7B
Y Y ---0 15Y7B Y76X63
7C
exType II Signal Pedestal
OH
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P21,P22
P21,P22 W DW DRK P21,P22 W DW DRK
P22 P21
NOTES
Controller Asset #1128
10. Signal system data:
supersede these values.
signal system timing values
operation only. Coordinated
chart are for free-run
9. Maximum times shown in timing
for each phasing plan.
determine the hours of use
8. The Division Traffic Engineer will
installation.
Division Traffic Engineer before
located in the field by the
7. All pedestrian pushbuttons shall be
"DON'T WALK" time only.
countdown the flashing
6. Program pedestrian heads to
with no pedestrian calls.
5. Omit "WALK" and flashing "DON'T WALK"
vehicles turning right on red.
to obstruct sight distance of
4. Locate new cabinet so as not
presence mode.
3. Set all detector units to
the Engineer.
unless otherwise directed by
night flashing operation
2. Do not program signal for late
January 2018.
for Roads and Structures" dated
2018 and "Standard Specifications
Drawings NCDOT" dated January
1. Refer to "Roadway Standard
SHEET NO.PROJECT REFERENCE NO.
SEAL
PREPARED BY:
SIG. INVENTORY NO.
REVISIONS
REVIEWED BY:
INIT.DATE
REVIEWED BY:
DATESIGNATURE
PLAN DATE:
SCALE
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750 N. Greenfield Pkwy, Garner, NC 27529
Prepared for:
Division 03 New Hanover Co.Wilmington
February 2018 A.D. Klinksiek
A.H. Thornburg N.R. Simmons
U-4902D
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
(919) 546-8997
NC License No: C-1554
Raleigh, North Carolina 27609
343 E. Six Forks Road, Suite 200
HNTB NORTH CAROLINA, P.C.
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53' Rt +/-
Sta. 208+37 +/- -L-
Metal Pole with Mast Arm #1
Sta. 208+43 +/- -L-
Signal Pedestal #1
72
73B
A
DocuSign Envelope ID: C2D054F2-78FA-4233-A30C-1586102816A2
8/1/2018
Opposing Lefts Opposing Rights
AM 164 45 AM 164 17
PM 328 57 PM 328 44
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 LENDIRE ROAD AT SITE ACCESS 3
Opposing Lefts Opposing Rights
AM n/a n/a AM 1296 79
PM n/a n/a PM 1188.8 91
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 MARKET STREET AT SITE ACCESS 2
(SCENARIO 1)
Opposing Lefts Opposing Rights
AM 2248*70 AM 1256 43
PM 2043*79 PM 1152 63
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 MARKET STREET AT SITE ACCESS 2
(SCENARIO 2)
* volumes off the scale. see signal warrant analysis
Opposing Lefts Opposing Rights
AM n/a n/a AM 1270 58
PM n/a n/a PM 1163.3 71
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 MARKET STREET AT SITE ACCESS 1
(SCENARIO 1)
Opposing Lefts Opposing Rights
AM 00 AM 1131 29
PM 00 PM 1027 37
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 MARKET STREET AT SITE ACCESS 1
(SCENARIO 2)
June 23, 2021
Mr. Don Bennett, PE
DAVENPORT
5917 Oleander Drive, Suite 206
Wilmington, NC 28403
RE: Approved Scope for the Traffic Impact Analysis (TIA) associated with the proposed
Mixed Use development located west of US 17 (Market Street) in Wilmington, NC
Dear Mr. Bennett:
Based on the information provided and conversations held to date, it is our understanding that the proposed development, with a build out year of 2023, will consist of:
o ITE Land Use Code 221 – 694 multi-family apartments
o ITE Land Use Code 710 – General Office (26,000 Sq. Ft)
o ITE Land Use Code 720 – Medical Office (10,000 Sq. Ft.)
o ITE Land Use Code 820 – Shopping Center (29,000 Sq. Ft.)
o ITE Land Use Code 932 – High Turnover (Sit-down) Restaurant (7,000 Sq. Ft.)
o ITE Land Use Code 934 – Fast-Food Restaurant with Drive-Thru (2,500 Sq. Ft.)
Below please find the scope to be used in the Traffic Impact Analysis:
1. Data Collection – Analysis Parameters:
a. Study Intersections i. 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 travel periods, plus 13 hour count for US 17 (Market Street)/Wendover Lane: 1. US 17 (Market Street)/SR 1403 (Middle Sound Loop Rd)/SR 2892 (Lendire Rd), 2. US 17 (Market Street)/Wendover Lane 3. US 17 (Market Street)/ Site Access #1 right-in/right-out 4. US 17 (Market Street)/ Site Access #2 (signal warrant analysis) 5. SR 2892 (Lendire Rd)/ Site Access #3
Note: Please use the volume data collected at US 17 (Market Street)/Wendover Lane to perform the signal
warrant analysis for Site Access Driveway #2.
Lendire Mixed use development Traffic Impact Analysis (TIA) scope
Page 2 of 3
b. Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions: i. Site Trip Generation Estimate 1. Trip Generation
o Attached 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. Planned Roadway Improvements
o TIP U-4751 – NC 417 (Military Cutoff Road Extension) between US 17 (Market Street) and NC 140
o TIP U-4902D – US 17 (Market Street) Median Project between SR 1403 (Middle
Sound Loop Road)/SR 2892 (Lendire Road) and SR 1734 (Marsh Oaks Road)/
SR 2290 (Mendenhall Drive)
5. Background Traffic Assumptions
o TIP Horizon year – 2040
o Growth Rate – 1% per year
2. Capacity Analysis: Weekday AM & PM Peak Hour
a. Technical Analysis to use current signal timing and existing geometry and lane configurations.
i. 2021 Existing Conditions
ii. 2023 Future No-Build [Existing + 1% background growth] iii. 2023 Build Conditions [Existing + 1% background growth + site trips] iv. 2023 Build Conditions + Improvements v. 2040 U-4751 & U-4902D TIP Design Year Build Conditions + Improvements 3. Final Report Submittal: a. Completed TIA Application b. Signed and sealed by a Professional Engineer c. Electronic copy submitted via file share link to include PDF of TIA and Synchro output files as well as digital Synchro files d. City of Wilmington $250 TIA Review Fee
4. Notes:
a. This scope shall remain valid for three months from the date of this letter
b. Please note that if any changes occur (including but not limited to: land use, intensity, phasing,
and/or site access) additional analysis may be required.
Lendire Mixed use development Traffic Impact Analysis (TIA) scope
Page 3 of 3
Please feel free to contact me at (910) 473 – 5130 if you have any questions regarding this scope.
Sincerely,
Scott A. James, PE
Transportation Planning Engineer
Wilmington Urban Area MPO
Attachments: Traffic Impact Analysis Supplemental Guidelines Trip Generation Summary (provided by DAVENPORT)
Ec: Ben Hughes, PE, District Engineer, NCDOT
Jessi Leonard, PE, Division Traffic Engineer, NCDOT
Eva Covarrubias, EI, Transportation Engineering Associate, NCDOT
Charles Sorrell, Congestion Management Project Design Engineer, NCDOT James Dunlop, PE, Congestion Management Engineer, NCDOT Denys Vielkanowitz, PE, City Traffic Engineer, City of Wilmington Thomas Bradshaw, PE, ITS Engineer, City of Wilmington Brian Chambers, AICP, Senior Planner, City of Wilmington
Mike Kozlosky, Executive Director, WMPO
Bill McDow, Transportation Planner, WMPO
Home Office: Wilmington Regional Office: Serving the Southeast since 2002
119 Brookstown Ave. Suite PH1 5917 Oleander Dr, 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
June 11, 2021
Transportation Impact Analysis (TIA) Scoping Request
Lendire Mixed Use (DAVENPORT Project Number 210236)
New Hanover County, NC
Proposed Land Uses
LUC 221 – 694 Apartments/Townhomes
LUC 710 – 26,000 square feet of General Office
LUC 720 – 10,000 square feet of Medical Office
LUC 820 – 29,000 square feet of Shopping Center
LUC 932 – 7,000 square feet of High-Turnover (Sit-down) Restaurant
LUC 934 – 2,500 square feet of Fast-Food Restaurant with Drive-thru
Proposed Study Intersections
1. US 17 (Market Street) at SR 1403 (Middle Sound Loop Road)/SR 2892 (Lendire Road)
2. SR 2892 (Lendire Road) at Site Access 3
3. US 17 (Market Street) at Site Access 1 (RIRO)
4. US 17 (Market Street) at Site Access 2 (RIRO, RI/RO/LI or Full)
Proposed annual growth rate – 1%
Analysis Periods – Weekday AM peak (7:00-9:00 am) and PM peak (4:00-6:00 pm)
TIA Analysis Scenarios:
• 2021 Existing Conditions
• 2023 Future No-Build Conditions
• 2023 Future Build Conditions
• 2023 Future Build Conditions with Improvements (as necessary)
• 2040 TIP Build Year Analysis (U-4751)
Trip Generation – Based on ITE Trip Generation Manual 10th Edition,
Proposed site trip directional distribution – TBD based on background counts
Existing Traffic Counts – Counts to be collected at:
1. US 17 (Market Street) at SR 1403 (Middle Sound Loop Road)/SR 2892 (Lendire Road)
2. US 17 (Market Street) at SR 1929 (Wendover Drive)
3. US 17 (Market Street) at Jackson Hewett/PB Driveway
4. SR 2892 (Lendire Road) at Ogden Business Lane
Counts will be adjusted to pre-COVID values based on mutually agreeable process.
Approved developments – n/a unless instructed otherwise
Committed Improvements – U-4751, Military Cutoff Extension
24 Hour
Two-Way
Land Use ITE Land
Code
Data
Source Volume Enter Exit Enter Exit
Apartments/
Townhomes 221 694.0
Dwelling
Units
Adjacent/
Equation 3,781 60 169 174 111
General Office 710 26.0
1000
GFA
Generator/
Equation 287 45 6 17 77
Medical Office 720 10.0
1000
GFA
Adjacent/
Rate 348 22 6 10 25
Retail 820 29.0
1000
GLA
Adjacent/
Equation 1,095 17 10 53 57
High-Turnover (Sit-
down) Restaurant 932 7.0
1000
GFA
Generator/
Rate 785 56 42 63 59
Fast Food
Restaurant with
Drive Thru
934 2.5
1000
GFA
Adjacent/
Rate 1,177 51 49 43 39
7,473 251 282 360 368
-13 -11 -8 -7
-7 -5 -34 -29
-30 -14 -28 -43
-4 -25 -28 -18
- -54 -55 -98 -97
0 0 -8 -8
0 0 -17 -17
-19 -19 -13 -13
- -19 -19 -38 -38
- 178 208 224 233
LUC 934 Fast Food Restaurant with Drive Thru (49%AM, 50% PM)
Table 4.2 - ITE Trip Generation
Lendire Mixed Use, New Hanover County
Average Weekday Driveway Volumes AM Peak
Hour
PM Peak
Hour
Size
Total Pass-By Peak Reduction
Total Adjusted (Primary) Trips
LUC 820 General Retail (0%AM, 34% PM)
Total Unadjusted Trips
Office Internal Capture
Residential Internal Capture
Retail Internal Capture
Total Internal Trips Reduction
Restaurant Internal Capture
LUC 932 High-Turnover (Sit-down) Restaurant (0%AM, 43% PM)
Project Name: Organization:
Project Location: Performed By:
Scenario Description:AM Peak Date:
Analysis Year: Checked By:
Analysis Period: Date:
ITE LUCs1 Quantity Units Total Entering Exiting
Office 710, 720 36 1000 Sq. Ft. GFA 79 67 12
Retail 820 29 1000 Sq. Ft. GLA 27 17 10
Restaurant 932, 934 9.5 1000 Sq. Ft. GFA 198 107 91
Cinema/Entertainment 0
Residential 221 694 Dwelling Units 229 60 169
Hotel 0
All Other Land Uses2 0
533 251 282
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized
Office 1.10 0% 0% 1.10 0% 0%
Retail 1.10 0% 0% 1.10 0% 0%
Restaurant 1.10 0% 0% 1.10 0% 0%
Cinema/Entertainment 1.10 0% 0% 1.10 0% 0%
Residential 1.10 0% 0% 1.10 0% 0%
Hotel 1.10 0% 0% 1.10 0% 0%
All Other Land Uses2 1.10 0% 0% 1.10 0% 0%
Office Retail Restaurant Residential Hotel
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
Office Retail Restaurant Residential Hotel
Office 4 8 0 0
Retail 3 1 1 0
Restaurant 10 2 3 0
Cinema/Entertainment 0 0 0 0 0
Residential 2 2 24 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips
All Person-Trips 587 277 310 Office 20% 92%
Internal Capture Percentage 20% 22% 19% Retail 42% 45%
Restaurant 28% 15%
External Vehicle-Trips5 424 197 227 Cinema/Entertainment N/A N/A
External Transit-Trips6 0 0 0 Residential 6% 15%
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
NCHRP 684 Internal Trip Capture Estimation Tool
Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate)
0
0
Cinema/Entertainment
Development Data (For Information Only )
0
0
0
Estimated Vehicle-Trips3
Land Use
Lendire Mixed Use
Table 2-A: Mode Split and Vehicle Occupancy Estimates
Table 4-A: Internal Person-Trip Origin-Destination Matrix*
Destination (To)Origin (From)
Origin (From)Destination (To)
Cinema/Entertainment
Land Use Entering Trips Exiting Trips
Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance)
Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1
Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use
2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator.
5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A.
1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers.
6Person-Trips
*Indicates computation that has been rounded to the nearest whole number.
3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ).
4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be
made to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete.
New Hanover County
AM Street Peak Hour
DAVENPORT
kkoilada
2021
Project Name: Organization:
Project Location: Performed By:
Scenario Description:PM Peak Date:
Analysis Year: Checked By:
Analysis Period: Date:
ITE LUCs1 Quantity Units Total Entering Exiting
Office 710, 720 36 1000 Sq. Ft. GFA 129 27 102
Retail 820 29 1000 Sq. Ft. GLA 110 53 57
Restaurant 932, 934 9.5 1000 Sq. Ft. GFA 204 106 98
Cinema/Entertainment 0
Residential 221 694 Dwelling Units 285 174 111
Hotel 0
All Other Land Uses2 0
728 360 368
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized
Office 1.10 1.10
Retail 1.10 1.10
Restaurant 1.10 1.10
Cinema/Entertainment 1.10 1.10
Residential 1.10 1.10
Hotel 1.10 1.10
All Other Land Uses2 1.10 1.10
Office Retail Restaurant Residential Hotel
Office 600 600 1500
Retail 1500
Restaurant 1500
Cinema/Entertainment
Residential 1500 1500
Hotel
Office Retail Restaurant Residential Hotel
Office 4 2 2 0
Retail 1 18 13 0
Restaurant 3 29 15 0
Cinema/Entertainment 0 0 0 0 0
Residential 5 4 10 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips
All Person-Trips 801 396 405 Office 30% 7%
Internal Capture Percentage 26% 27% 26% Retail 64% 51%
Restaurant 26% 44%
External Vehicle-Trips5 535 263 272 Cinema/Entertainment N/A N/A
External Transit-Trips6 0 0 0 Residential 16% 16%
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
*Indicates computation that has been rounded to the nearest whole number.
Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1
2021
PM Street Peak Hour
Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate)
Land Use Development Data (For Information Only )Estimated Vehicle-Trips3
Table 2-P: Mode Split and Vehicle Occupancy Estimates
Land Use Entering Trips Exiting Trips
Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance)
Origin (From)Destination (To)
NCHRP 684 Internal Trip Capture Estimation Tool
Lendire Mixed Use DAVENPORT
New Hanover County kkoilada
Cinema/Entertainment
0
0
Table 4-P: Internal Person-Trip Origin-Destination Matrix*
Origin (From)Destination (To)
Cinema/Entertainment
6Person-Trips
1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers.
2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator.
3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ).
5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P.
0
Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use
4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made
0
0
Trip Generation Summary
Open Date:
Analysis Date:
6/4/2021
6/4/2021Project: Lendire Mixed Use
Alternative:
Alternative 1
Phase:
ITE Land Use Enter Exit Enter ExitEnter Exit TotalTotal Total ***
Weekday Average Daily Trips Weekday AM Peak Hour of
Adjacent Street Traffic
Weekday PM Peak Hour of
Adjacent Street Traffic
221 Apartments/Townhomes
694 Dwelling Units
1891 1890 3781 60 169 229 174 111 285
710 OFFICEGENERAL 1
26 1000 Sq. Ft. GFA
144 143 287 0 0
720 OFFICEMEDICAL 1
10 1000 Sq. Ft. GFA
174 174 348 22 6 28 10 25 35
820 CENTERSHOPPING 1
29 1000 Sq. Ft. GLA
548 547 1095 17 10 27 53 57 110
932 RESTAURANTHT 1
7 1000 Sq. Ft. GFA
393 392 785 0 0
934 FASTFOOD-DRIVE 1
2.5 1000 Sq. Ft. GFA
589 588 1177 51 49 100 43 39 82
Unadjusted Volume 3739 3734 7473 150 234 384 280 232 512
Internal Capture Trips 0 0 0 28 28 56 73 73 146
0 0 0 19 19 38 20 20 40
3739 3734 7473 103 187 290 187 139 326
Pass-By Trips
Volume Added to Adjacent Streets
Total Weekday Average Daily Trips Internal Capture = 0 Percent
Total Weekday AM Peak Hour of Adjacent Street Traffic Internal Capture = 15 Percent
Total Weekday PM Peak Hour of Adjacent Street Traffic Internal Capture = 29 Percent
P. 1TRIP GENERATION 10, TRAFFICWARE, LLC
Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition
- Custom rate used for selected time period.*
Trip Generation Summary
Open Date:
Analysis Date:
6/4/2021
6/4/2021Project: Lendire Mixed Use
Alternative:
Alternative 1
Phase:
ITE Land Use Enter Exit Enter ExitEnter Exit TotalTotal Total ***
Weekday Average Daily Trips Weekday AM Peak Hour of
Generator
Weekday PM Peak Hour of
Generator
221 Apartments/Townhomes
694 Dwelling Units
1891 1890 3781 0 0
710 OFFICEGENERAL 1
26 1000 Sq. Ft. GFA
144 143 287 45 6 51 17 77 94
720 OFFICEMEDICAL 1
10 1000 Sq. Ft. GFA
174 174 348 0 0
820 CENTERSHOPPING 1
29 1000 Sq. Ft. GLA
548 547 1095 0 0
932 RESTAURANTHT 1
7 1000 Sq. Ft. GFA
393 392 785 56 42 98 63 59 122
934 FASTFOOD-DRIVE 1
2.5 1000 Sq. Ft. GFA
589 588 1177 0 0
Unadjusted Volume 3739 3734 7473 101 48 149 80 136 216
Internal Capture Trips 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0
3739 3734 7473 101 48 149 80 136 216
Pass-By Trips
Volume Added to Adjacent Streets
Total Weekday Average Daily Trips Internal Capture = 0 Percent
Total Weekday AM Peak Hour of Generator Internal Capture = 0 Percent
Total Weekday PM Peak Hour of Generator Internal Capture = 0 Percent
P. 1TRIP GENERATION 10, TRAFFICWARE, LLC
Source: Institute of Transportation Engineers, Trip Generation Manual 10th Edition
- Custom rate used for selected time period.*
SITE
FIGURE 2A
SITE LOCATION MAP
US 17 (Market Street)
SITE
STUDY INTERSECTIONS
EXISTING
PROPOSED
FIGURE 2B
VICINITY MAP
1
2
3
4
Lendire Road
Lendire Road (Private)