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TRANSPORTATION IMPACT ANALYSIS
June 24, 2019
Middlesound West
Wilmington, NC
Prepared for
Tribute Investment & Development, Inc.
Project #: 190231
Home Office: Wilmington Regional Office: Serving the Southeast since 2002
119 Brookstown Ave. Suite PH1 3722 Shipyard Boulevard, Suite E
Winston-Salem, NC 27101 Wilmington, NC 28403
Main: 336.744.1636; Fax: 336.458.9377 Main: 910.251.8912; Fax: 336.458.9377
Transportation Impact Analysis
Middlesound West
Wilmington, NC
Prepared for Tribute Investment &
Development, Inc.
June 24, 2019
Analysis by: Tou Lee, EI
Drafting/Graphics by: Krupa Koilada
Reviewed by: Dan Cumbo, PE
Amandeep Bindal, PE, PTOE
Amandeep Bindal, PE, PTOE
Sealed by: Amandeep Bindal, PE, PTOE
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.
SEAL
This report is printed on recycled paper with 30% post-consumer content.
All paper is FSC Certified. The entire document, including binding, is
100% recyclable.
6/24/2019 Middlesound West – Transportation Impact Analysis 1
Middlesound West – Transportation Impact Analysis
Wilmington, NC
Prepared for Tribute Investment & Development, Inc.
June 24, 2019
Table of Contents
1.0 Introduction ............................................................................................................. 2
Figure 1 – Site Plan ..................................................................................................... 3
Figure 2A – Site Location Map .................................................................................... 4
Figure 2B – Vicinity Map .............................................................................................. 5
2.0 Existing Conditions ................................................................................................ 6
2.1 Inventory ................................................................................................................ 6
2.2 Existing Traffic Volumes ........................................................................................ 6
Figure 3 – Existing Lane Geometry ............................................................................. 7
Figure 4 – 2019 Existing Traffic Volumes .................................................................... 8
3.0 Approved Developments and Committed Improvements ................................... 9
3.1 Approved Developments ........................................................................................ 9
3.2 Committed Improvements ...................................................................................... 9
4.0 Methodology ......................................................................................................... 10
4.1 Base Assumptions and Standards ....................................................................... 10
4.2 Trip Generation .................................................................................................... 10
4.3 Trip Distribution .................................................................................................... 11
4.4 2021 Future No Build Traffic ................................................................................ 11
4.5 2021 Future Build Total Traffic ............................................................................. 11
Figure 5 – Trip Distribution ........................................................................................ 12
Figure 6 – 2021 Future No Build Volumes ................................................................. 13
Figure 7 – Site Trips .................................................................................................. 14
Figure 8 – 2021 Future Build Volumes ...................................................................... 15
5.0 Capacity Analysis ................................................................................................. 16
5.1 Level of Service Evaluation Criteria ..................................................................... 16
5.2 Level of Service Results ...................................................................................... 17
6.0 Queue Results ...................................................................................................... 22
Figure 9 – Recommended Improvements .................................................................. 24
7.0 Summary and Conclusion ................................................................................... 25
Appendix ...................................................................................................................... 26
6/24/2019 Middlesound West – Transportation Impact Analysis 2
Middlesound West – Transportation Impact Analysis
Wilmington, NC
Prepared for Tribute Investment & Development, Inc.
June 24, 2019
1.0 Introduction
The Middlesound West 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 49 dwelling units of
multifamily housing (low-rise), 240 dwelling units of multifamily housing (mid-rise), and
32 employee small office building. Two (2) accesses are proposed to the site, one full
access on Lendire Road and one full access on Lendire Access Road. 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:
x US 17 (Market Street) at SR 1403 (Middle Sound Loop Road)
x US 17 (Market Street) at Lendire Access Road (not state maintained)
x SR 1403 (Middle Sound Loop Road) / SR 2892 (Lendire Road) at Lendire
Access Road (not state maintained)
x SR 2892 (Lendire Road) at Site Access 1
x Leandire Access Road (not state maintained) at Site Access 2
The intersections were analyzed during the AM (7-9 am) and PM (4-6 pm) peaks for the
following conditions:
x 2019 Existing Conditions
x 2021 Future No Build Conditions
x 2021 Future Build Conditions
x 2021 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.
Fi
g
u
r
e
1
:
S
i
t
e
P
l
a
n
FIGURE 2A
SITE LOCATION MAP
SITE INDICATOR
FIGURE 2B
VICINITY MAP
STUDY INTERSECTIONS
BACKGROUND
PROPOSED
SITE
6/24/2019 Middlesound West – Transportation Impact Analysis 6
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
Lendire
Access Road N/A 2-Lane
Undivided Approx. 20’ Not Posted City of
Wilmington
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. A system peak hour was used for the traffic analysis. The AM peak
hour occurred from 7:15 to 8:15 AM and the PM peak hour occurred from 5:00 to 6:00
PM. Figure 4 shows the 2019 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 04/24/2019 DAVENPORT
US 17 at Lendire Access Road 04/24/2019 DAVENPORT
Lendire Road at Lendire Access Road 04/25/2019 DAVENPORT
*** NOT TO SCALE ***
PROJECT NUMBER 190231
MIDDDLESOUND WEST
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
This document, together with the concepts and designs presented herein, isintended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without writtenauthorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORTand the client.
FIGURE 3EXISTING LANE GEOMETRY
BLACK = EXISTING
AADT 2017
VOLUME###
Lendire Access Road
425'
35
0
'
US
1
7
(
M
a
r
k
e
t
(
S
t
r
e
e
t
)
51
,
0
0
0
46
,
0
0
0
SPEEDLIMIT
35
SPEEDLIMIT
45
SPEEDLIMIT
45
Middle Sound Loop Road
TW
L
T
L
TW
L
T
L
425'
150'
90
0
'
325'
150'
SPEED
LIMIT35
TW
L
T
L
12
5
'
15
0
'
8,900
TWO WAY LEFT
TURN LANETWLTL
Lendire Road
US
1
7
(
M
a
r
k
e
t
(
S
t
r
e
e
t
)
TW
L
T
L
*** NOT TO SCALE ***
PROJECT NUMBER 190231
MIDDLESOUND WEST
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
BLACK = EXISTING
AM / PM PEAKS
FIGURE 4
2019 EXISTING
TRAFFIC VOLUMES
80
/
2
8
4
19
/
9
14 / 22
23 / 29
33
5
/
1
8
7
0 / 0
5 / 1
15
1
0
/
1
4
6
8
17
/
3
3
13
5
0
/
1
9
8
1
7
/
9
121 / 117
68 / 77
484 / 285
73 / 84
47 / 87
248 / 118
93
/
1
0
9
13
7
5
/
1
2
9
7
47
/
6
3
13
1
/
3
3
3
11
6
3
/
1
7
8
9
84
/
1
4
8
This document, together with the concepts and designs presented herein, isintended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without writtenauthorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORTand the client.
Lendire Access Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
TW
L
T
L
Lendire
Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
6/24/2019 Middlesound West – Transportation Impact Analysis 9
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 is one (1) approved
development to be considered in this analysis.
The Ogden Starbucks development is to be located on the northwest corner of Market
Street and Middle Sound Loop Road. The development consists of a 2,200 square feet
coffee shop with drive-through window. It was assumed that this site would be fully
build and operational by the 2021 analysis year. Therefore, trips for this approved
development were included in the no build and build analyses. These trips were based
on trip generation and trip distribution from the Ogden Starbucks development’s TIA.
More information can be found in the supporting documents section of the appendix.
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.
6/24/2019 Middlesound West – Transportation Impact Analysis 10
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%
4.2 Trip Generation
The Middlesound West development is planned to consist of 49 dwelling units of
multifamily housing (low-rise), 240 dwelling units of multifamily housing (mid-rise), 32
employee small office building. 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
Middlesound West
Average Weekday Driveway Volumes 24 Hour AM Peak
Hour
PM Peak
Hour Two-Way
Land Use
ITE
Land
Code
Size Method/
Type Volume Enter Exit Enter Exit
Multifamily
Housing (Low-
Rise)
220 24.0 Dwelling
Units
Adjacent/
Equation 141 3 9 10 6
Multifamily
Housing (Mid-
Rise)
221 264.0 Dwelling
Units
Adjacent/
Equation 1,437 23 66 69 44
Small Office
Building 712 32.0 Employees Generator/
Equation 255 25 14 29 32
Total Unadjusted Trips 1,833 51 89 108 82
6/24/2019 Middlesound West – Transportation Impact Analysis 11
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
WMPO. The directional distributions for site trips are as follows:
x 45% to and from the north on US 17
x 40% to and from the south on US 17
x 10% to and from the east on Middle Sound Loop Road
x 5% to and from the west on Lendire Road
The site trips distribution are shown in Figure 5.
4.4 2021 Future No Build Traffic
The 2021 future no build traffic volumes were computed by applying a 1.0%
compounded annual growth rate to the 2019 existing traffic volumes and adding
approved development trips. Figure 6 shows 2021 future no build traffic volumes for AM
and PM peaks.
4.5 2021 Future Build Total Traffic
The 2021 build-out traffic volumes were obtained by summing the 2021 future no build
volumes and site trips due to the proposed development. Site trips are shown in Figure
7. The 2021 future build volumes are shown for AM and PM peaks in Figure 8.
*** NOT TO SCALE ***
PROJECT NUMBER 190231
MIDDLESOUND WEST
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 toDAVENPORT and shall be a violation of the agreement between DAVENPORT
and the client.
P
1%
DESTINATION
NODE%
FIGURE 5TRIP DISTRIBUTION
Si
t
e
A
c
c
e
s
s
2
40
%
I
N
10% IN
5% IN
10%
40%
Lendire Access Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound Loop Road
TW
L
T
L
Lendire
Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
45%
5%
Si
t
e
Ac
c
e
s
s
1
5%
O
U
T
45
%
I
N
45% IN10% OUT
45
%
I
N
5%
I
N
40
%
O
U
T
5% OUT
45% IN
45
%
O
U
T
40% OUT
5%
O
U
T
5% IN
45
%
O
U
T
RIGHT IN /
RIGHT OUT
45 % OUT
10
%
O
U
T
5% OUT
BLACK = EXISTING
GREEN = COMMITTED
BLUE = PROPOSED
35
%
O
U
T
45
%
O
U
T
*** NOT TO SCALE ***
PROJECT NUMBER 190231
MIDDLESOUND WEST
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM / PM PEAKS
FIGURE 6
2021 FUTURE NO BUILD
RE-ROUTED VOLUMES
10
0
/
3
0
4
19
/
9
14 / 22
16 / 21
35
3
/
1
9
6
5 / 1
15
9
1
/
1
5
1
9
17
/
3
4
14
2
6
/
2
0
4
2
123 / 119
80 / 84
494 / 291
123 / 107
59 / 94
291 / 136
95
/
1
1
1
14
0
3
/
1
3
2
3
48
/
6
4
13
4
/
3
4
0
11
7
9
/
1
8
1
6
13
3
/
1
7
6
This document, together with the concepts and designs presented herein, isintended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without writtenauthorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORTand the client.
Lendire Access Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
TW
L
T
L
Lendire
Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
BLACK = EXISTING
GREEN = COMMITTED
RIGHT IN /
RIGHT OUT
*** NOT TO SCALE ***
PROJECT NUMBER 190231
MIDDLESOUND WEST
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM / PM PEAKS
FIGURE 7
SITE TRIPS
23
/
4
9
3
/
5
9 / 8
0 / 0
40
/
3
7
36 / 33
0
/
0
23
/
4
9
40
/
3
7
0 / 0
5 / 11
0 / 0
40 / 37
4 / 4
4 / 4
4
/
4
31
/
2
9
0
/
0
0
/
0
0
/
0
20
/
4
3
This document, together with the concepts and designs presented herein, isintended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without writtenauthorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORTand the client.
Lendire Access Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
TW
L
T
L
Lendire
Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
2
Si
t
e
Ac
c
e
s
s
1
0 / 0
23 / 49
3 / 5
0 / 0
3 / 5
0 / 0
0 / 0
23 / 4936
/
3
3
9
/
8
40
/
3
7
4
/
4
BLACK = EXISTING
GREEN = COMMITTED
BLUE = PROPOSED
RIGHT IN /
RIGHT OUT
*** NOT TO SCALE ***
PROJECT NUMBER 190231
MIDDLESOUND WEST
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
AM / PM PEAKS
FIGURE 8
2021 FUTURE BUILD
VOLUMES
12
3
/
3
5
3
22
/
1
4
23 / 30
16 / 21
39
3
/
2
3
3
41 / 34
15
9
1
/
1
5
1
9
40
/
8
3
14
6
6
/
2
0
7
9
123 / 119
85 / 95
494 / 291
163 / 144
63 / 98
295 / 140
99
/
1
1
5
14
3
4
/
1
3
5
2
48
/
6
4
13
4
/
3
4
0
11
7
9
/
1
8
1
6
15
3
/
2
1
9
This document, together with the concepts and designs presented herein, isintended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without writtenauthorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORTand the client.
Lendire Access Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
TW
L
T
L
Lendire
Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
Si
t
e
A
c
c
e
s
s
2
Si
t
e
Ac
c
e
s
s
1
116 / 325
23 / 49
3 / 5
368 / 203
3 / 5
5 / 1
17 / 34
23 / 4936
/
3
3
9
/
8
40
/
3
7
4
/
4
BLACK = EXISTING
GREEN = COMMITTED
BLUE = PROPOSED
RIGHT IN /
RIGHT OUT
6/24/2019 Middlesound West – Transportation Impact Analysis 16
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 d 10 A d 10
B ! 10 and d 20 B ! 10 and d 15
C ! 20 and d 35 C ! 15 and d 25
D ! 35 and d 55 D ! 25 and d 35
E ! 55 and d 80 E ! 35 and d 50
F ! 80 F ! 50
6/24/2019 Middlesound West – Transportation Impact Analysis 17
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 D during the AM and PM peaks.
In 2021 future no build condition with future committed improvements, this intersection
is expected to operate at LOS E during the AM and PM peaks. In the 2021 future build
conditions, the level of service is expected to remain unchanged. It should be noted that
the total average delay at the intersection or individual approaches do not increase by
25% or greater. Additionally, with the addition of the committed improvements to add
dual right turn lanes on the eastbound approach and extending the southbound right
turn lane to 175 feet of storage, this intersection will be built out and improved to the
maximum extent; therefore, there is no additional right of way available to provide
additional intersection approach lane improvements. Therefore, no improvements are
recommended to accommodate the future build traffic.
Table 5.2 - US 17 at Middle Sound Loop Road
Scenario Overall
LOS
Level of Service by Approach (Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2019
Existing
D
(44.9)
L T R L T R L T R L T R
F
(96.8)
F
(84.0)
F
(170.4)
E
(78.0)
E
(58.2)
D
(47.6)
D
(43.9)
C
(25.2)
A
(3.3)
C
(24.0)
C
(28.9)
A
(6.4)
F (144.8) E (70.6) C (24.2) C (27.9)
2021
Future No
Build
E
(59.0)
L T R L T R L T R L T R
F
(85.2)
F
(83.3)
E
(64.2)
D
(51.6)
D
(52.7)
D
(37.5)
F
(111.3)
D
(46.2)
A
(4.4)
F
(83.8)
E
(69.8)
C
(25.8)
E (72.1) D (49.2) D (48.3) E (69.3)
2021
Future
Build
E
(66.6)
L T R L T R L T R L T R
F
(83.5)
F
(83.4)
E
(59.5)
D
(52.7)
E
(56.3)
D
(39.7)
F
(119.4)
D
(48.8)
A
(4.7)
F
(82.6)
F
(88.2)
C
(26.9)
E (69.9) D (50.8) D (52.1) F (86.0)
PM Peak Hour
2019
Existing
D
(48.8)
L T R L T R L T R L T R
F (192.1) F (188.8) F (141.8) F (163.7) F (136.6) F (122.3) D (43.4) C (29.6) A (3.7) F (99.3) C (21.1) A (4.1)
F (170.6) F (149.2) C (26.7) C (26.2)
2021
Future No
Build
E
(73.5)
L T R L T R L T R L T R
F (171.5) F (170.1) F (109.3) F (123.5) F (121.3) F (95.1) F (250.4) E (62.8) A (6.3) F (168.8) D (41.7) C (24.4)
F (146.0) F (116.3) E (68.8) D (50.4)
2021
Future
Build
E
(78.6)
L T R L T R L T R L T R
F
(166.6)
F
(170.0)
F
(103.3)
F
(123.0)
F
(129.9)
F
(99.8)
F
(247.6)
E
(65.8)
A
(6.6)
F
(168.0)
D
(48.0)
C
(27.5)
F (144.2) F (118.8) E (74.0) E (56.2)
6/24/2019 Middlesound West – Transportation Impact Analysis 18
US 17 at Lendire Access Road
This unsignalized intersection currently operates at LOS D during the AM peak and LOS
E during the PM peak. In 2021 future no build conditions with future committed right-in
right-out only configuration improvement, LOS C is expected in the AM and PM peaks.
In future build conditions, LOS is expected to remain unchanged. Based on the NCDOT
Turn Lane Warrants, it is recommended to provide a southbound right turn lane with
125 feet of storage and appropriate deceleration and taper. With this recommendation
in place, this intersection is expected to remain at LOS C for both AM and PM peaks.
Note: This proposed southbound right turn lane should be coordinated with NCDOT
during the design and permitting stage to determine the exact turn lane and taper
dimensions due to the existing driveways located in the vicinity of this proposed
widening.
Table 5.3 - US 17 at Lendire Access Road
Scenario
LOS of
Worst
Approach
Level of Service by Approach
(Delay in sec/veh)
Eastbound Northbound Southbound
AM Peak Hour
2019 Existing
D (29.3)
EB
Approach
L T R L T R L T R
D (29.3) D (29.3) B (14.9) A
(0.0) A
(0.0)
A
(0.0)
D (29.3) A (0.0) A (0.0)
2021 Future No
Build
C (17.9)
EB
Approach
L T R L T R L T R
C (17.9) A
(0.0)
A
(0.0)
C (17.9) A (0.0)
2021 Future Build
C (20.4)
EB
Approach
L T R L T R L T R
C (20.4) A
(0.0)
A
(0.0)
C (20.4) A (0.0)
2021 Future Build
+ Improvements
C (19.8)
EB
Approach
L T R L T R L T R
C (19.8) A
(0.0)
A
(0.0)
C (19.8) A (0.0)
PM Peak Hour
2019 Existing
E (41.6)
EB
Approach
L T R L T R L T R
E (41.6) E (41.6) B (14.7) A
(0.0) A
(0.0)
A
(0.0)
E (41.6) A (0.1) A (0.0)
2021 Future No
Build
C (17.1)
EB
Approach
L T R L T R L T R
C (17.1) A
(0.0)
A
(0.0)
C (17.1) A (0.0)
2021 Future Build
C (19.5)
EB
Approach
L T R L T R L T R
C (19.5) A
(0.0)
A
(0.0)
C (19.5) A (0.0)
2021 Future Build
+ Improvements
C (18.4)
EB
Approach
L T R L T R L T R
C (18.4) A
(0.0)
A
(0.0)
C (18.4) A (0.0)
6/24/2019 Middlesound West – Transportation Impact Analysis 19
Lendire Road / Middle Sound Loop Road at Lendire Access Road
This unsignalized intersection currently operates at LOS B during both the AM and PM
peaks. In 2021 future no build conditions and future build conditions, LOS is expected to
remain unchanged. Therefore, no improvements are recommended to accommodate
the future build traffic.
Table 5.4 - Lendire Road / Middle Sound Loop Road at Lendire Access Road
Scenario
LOS of
Worst
Approach
Level of Service by Approach
(Delay in sec/veh)
Westbound Northbound Southbound
AM Peak Hour
2019 Existing
B (10.3)
WB
Approach
L T R L T R L T R
B
(10.3) B
(10.3) A
(0.0)
A
(0.0)
A
(7.5)
A
(0.0)
B (10.3) A (0.0) A (0.3)
2021 Future
No Build
B (10.8)
WB
Approach
L T R L T R L T R
B
(10.8) B
(10.8) A
(0.0)
A
(0.0)
A
(7.5)
A
(0.0)
B (10.8) A (0.0) A (0.3)
2021 Future
Build
B (12.0)
WB
Approach
L T R L T R L T R
B
(12.0) B
(12.0) A
(0.0)
A
(0.0)
A
(7.6)
A
(0.0)
B (12.0) A (0.0) A (0.3)
PM Peak Hour
2019 Existing
B (11.6)
WB
Approach
L T R L T R L T R
B
(11.6) B
(11.6) A
(0.0)
A
(0.0)
A
(7.9)
A
(0.0)
B (11.6) A (0.0) A (0.3)
2021 Future
No Build
B (12.0)
WB
Approach
L T R L T R L T R
B
(12.0) B
(12.0) A
(0.0)
A
(0.0)
A
(8.0)
A
(0.0)
B (12.0) A (0.0) A (0.3)
2021 Future
Build
B (13.3)
WB
Approach
L T R L T R L T R
B
(13.3) B
(13.3) A
(0.0)
A
(0.0)
A
(8.1)
A
(0.0)
B (13.3) A (0.0) A (0.2)
6/24/2019 Middlesound West – Transportation Impact Analysis 20
Lendire Road at Site Access 1
This access is proposed to have a full movement configuration. In 2021 future build
conditions, LOS B is expected during the AM and PM peaks. Based on the NCDOT
Turn Lane Warrants, it is recommended to provide a westbound right turn lane with 50
feet of storage and appropriate deceleration and taper. With this recommendation in
place, this intersection is expected to remain at LOS B for both AM and PM peaks.
Table 5.5 - Lendire Road at Site Access 1
Scenario
LOS of
Worst
Approach
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Southbound
AM Peak Hour
2021 Future
Build
B (12.8)
SB
Approach
L T R L T R L T R
A
(7.5)
A
(0.0) A
(0.0)
A
(0.0)
B
(12.8) B
(12.8)
A (0.1) A (0.0) B (12.8)
2021 Future
Build +
Improvements
B (12.6)
SB
Approach
L T R L T R L T R
A
(7.5)
A
(0.0) A
(0.0)
A
(0.0)
B
(12.6) B
(12.6)
A (0.1) A (0.0) B (12.6)
PM Peak Hour
2021 Future
Build
B (13.7)
SB
Approach
L T R L T R L T R
A
(8.2)
A
(0.0) A
(0.0)
A
(0.0)
B
(13.7) B
(13.7)
A (0.2) A (0.0) B (13.7)
2021 Future
Build +
Improvements
B (13.3)
SB
Approach
L T R L T R L T R
A
(8.2)
A
(0.0) A
(0.0)
A
(0.0)
B
(13.3) B
(13.3)
A (0.2) A (0.0) B (13.3)
6/24/2019 Middlesound West – Transportation Impact Analysis 21
Lendire Access Road at Site Access 2
This access is proposed to have a full movement configuration. In 2021 future build
conditions, LOS A is expected during the AM and PM peaks. Based on the NCDOT
Turn Lane Warrants, no turn lanes are warranted. Therefore, no improvements are
recommended to accommodate future build traffic.
Table 5.6 - Lendire Access Road at Site Access 2
Scenario
LOS of
Worst
Approach
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Southbound
AM Peak Hour
2021 Future
Build
A (8.9)
SB
Approach
L T R L T R L T R
A
(7.3)
A
(0.0) A
(0.0)
A
(0.0)
A
(8.9) A
(8.9)
A (2.7) A (0.0) A (8.9)
PM Peak Hour
2021 Future
Build
A (9.0)
SB
Approach
L T R L T R L T R
A
(7.4)
A
(0.0) A
(0.0)
A
(0.0)
A
(9.0) A
(9.0)
A (6.2) A (0.0) A (9.0)
6/24/2019 Middlesound West – Transportation Impact Analysis 22
6.0 Queue Results
Below in Table 6.1 are the queue results for all exclusive turn lanes. Recommended improvements are illustrated in Figure 9.
Table 6.1 - Queue Results
AM Peak Hour Queues
Scenario US 17 at Middle Sound Loop Road
US 17 at
Lendire
Access
Road
Middle Sound
Loop Road /
Lendire Road at
Lendire Access
Road
Lendire
Road at Site
Access 1
Lendire Access
Road at Site
Access 2
Existing EBL EBR WBL WBR NBL NBR SBL SBR EBLR SBR WBLR WBR SBLR SBLR
Max Queue (ft) 90 300 380 200 116 53 149 225 53 459
95th Percentile
Queue (ft) 143 473 359 163 81 34 83 24 4 5
Storage Bay (ft) 150 325 425 150 350 900 150 125 FULL FULL
2021 No Build EBL EBR WBL WBR NBL NBR SBL SBR EBR SBR WBLR WBR SBLR SBLR
Max Queue (ft) 197 268 409 200 350 76 149 275 30 49
95th Percentile
Queue (ft) 204 223 335 161 286 44 167 59 2 4
Storage Bay (ft) 150 325 425 150 350 900 150 175 FULL FULL
2021 Build EBL EBR WBL WBR NBL NBR SBL SBR EBR SBR WBLR WBR SBLR SBLR
Max Queue (ft) 199 214 330 191 349 63 149 275 116 27 67 31
95th Percentile
Queue (ft) 254 223 336 167 327 45 172 60 15 6 8 4
Storage Bay (ft) 150 325 425 150 350 900 150 175 FULL FULL FULL FULL
2021 Build +
Imps EBL EBR WBL WBR NBL NBR SBL SBR EBR SBR WBLR WBR SBLR SBLR
Max Queue (ft) 700 142 525 200 350 975 149 225 76 0 92 0 73 53
95th Percentile
Queue (ft) 988 126 56 511 350 16 167 36 14 0 6 0 8 4
Storage Bay (ft) 150 325 425 150 350 900 150 125 FULL 125 FULL 50 FULL FULL
6/24/2019 Middlesound West – Transportation Impact Analysis 23
PM Peak Hour Queues
Scenario US 17 at Middle Sound Loop Road
US 17 at
Lendire
Access
Road
Middle Sound
Loop Road /
Lendire Road at
Lendire Access
Road
Lendire
Road at Site
Access 1
Lendire Access
Road at Site
Access 2
Existing EBL EBR WBL WBR NBL NBR SBL SBR EBLR SBR WBLR WBR SBLR SBLR
Max Queue (ft) 200 300 341 200 349 153 150 225 31 49
95th Percentile
Queue (ft) 312 355 419 338 136 99 272 28 3 7
Storage Bay (ft) 150 325 425 150 350 900 150 125 FULL FULL
2021 No Build EBL EBR WBL WBR NBL NBR SBL SBR EBR SBR WBLR WBR SBLR SBLR
Max Queue (ft) 200 228 370 200 350 975 150 275 0 49
95th Percentile
Queue (ft) 330 200 397 307 706 164 337 89 0 7
Storage Bay (ft) 150 325 425 150 350 900 150 175 FULL FULL
2021 Build EBL EBR WBL WBR NBL NBR SBL SBR EBR SBR WBLR WBR SBLR SBLR
Max Queue (ft) 200 272 318 200 350 975 150 275 53 49 48 54
95th Percentile
Queue (ft) 421 198 396 315 842 169 349 95 11 10 8 4
Storage Bay (ft) 150 325 425 150 350 900 150 175 FULL FULL FULL FULL
2021 Build +
Imps EBL EBR WBL WBR NBL NBR SBL SBR EBR SBR WBLR WBR SBLR SBLR
Max Queue (ft) 708 171 135 200 350 975 150 225 93 225 92 0 69 270
95th Percentile
Queue (ft) 1111 198 124 322 646 38 447 156 10 0 10 0 8 4
Storage Bay (ft) 150 325 425 150 350 900 150 125 FULL 125 FULL 50 FULL FULL
*** NOT TO SCALE ***
PROJECT NUMBER 190231
MIDDLESOUND WEST
WILMINGTON, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
This document, together with the concepts and designs presented herein, isintended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without writtenauthorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORTand the client.
FIGURE 9RECOMMENDED IMPROVEMENTS
BLACK = EXISTING
GREEN = COMMITTED
BLUE = PROPOSED
Proposed SIte Accesses should
be designed according to
NCDOT and CIty of Wilmington
Standards
Si
t
e
A
c
c
e
s
s
2
Lendire Access Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
Lendire
Road
US
1
7
(
M
a
r
k
e
t
S
t
r
e
e
t
)
Middle Sound
Loop Road
Si
t
e
Ac
c
e
s
s
1
425'
425'
150'
325'
150'
17
5
'
15
0
'
125'
RIGHT IN /
RIGHT OUT
50'
Signal Modification and Turn Lane
Design and construction as part of
the U-4751 NCDOT project
12
5
'
35
0
'
90
0
'
Proposed southbound right turn lane
Coordination with NCDOT during
design/permitting stage to determine
turn lane dimensions due to existing
driveways
TW
L
T
L
TW
L
T
L
6/24/2019 Middlesound West – Transportation Impact Analysis 25
7.0 Summary and Conclusion
The Middlesound West 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 49 dwelling units of
multifamily housing (low-rise), 240 dwelling units of multifamily housing (mid-rise), and
32 employee small office building. Two (2) accesses are proposed to the site, one full
access on Lendire Road and one full access on Lendire Access Road.
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 140 trips in the AM peak and 190 trips in the PM peak.
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.
Based on analysis and queues, US 17 at Middle Sound Loop Road will have
oversaturated traffic operations. While LOS E is not ideal, with the addition of the
committed improvements to add dual right turn lanes on the eastbound approach and
extending the southbound right turn lane to 175 feet of storage, this intersection will be
built out and improved to the maximum extent. Therefore, there is no additional right of
way available to provide additional intersection approach lane improvements.
Table 7.1 – Recommended Improvement Summary
Intersection 2021 Future Build
US 17 at Middle Sound Loop Road x No improvements recommended
US 17 at Lendire Access Road
x Provide southbound right turn lane with 125
feet of storage and appropriate taper
x Coordinate with NCDOT during design and
permitting stage to determine the exact turn
lane dimensions due to the existing driveways
Middle Sound Loop Road at Lendire Road x No improvements recommended
Lendire Road at Site Access 1 x Provide westbound right turn lane with 50 feet
of storage and appropriate taper
Lendire Road at Site Access 2 x No improvements recommended
In conclusion, this study has reviewed the impacts of both background traffic and this
development traffic. Please note that all site accesses should be designed according to
the City of Wilmington Standards.
6/24/2019 Middlesound West – Transportation Impact Analysis 26
Appendix
Middlesound West – Transportation Impact Analysis
Trip Generation
24 Hour
Two-Way
Land Use ITE Land
Code
Method/
Type Volume Enter Exit Enter Exit
Multifamily
Housing (Low-
Rise)
220 24.0
Dwelling
Units
Adjacent/
Equation 141 3 9 10 6
Multifamily
Housing (Mid-
Rise)
221 264.0
Dwelling
Units
Adjacent/
Equation 1,437 23 66 69 44
Small Office
Building 712 32.0 Employees
Generator/
Equation 255 25 14 29 32
1,833 51 89 108 82
Table A - ITE Trip Generation
Total Unadjusted Trips
Middlesound West
Average Weekday Driveway Volumes AM Peak Hour PM Peak Hour
Size
Middlesound West – Transportation Impact Analysis
Level of Service Analysis
Middlesound West – Transportation Impact Analysis
US 17 at Middle Sound Loop Road
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 06/20/2019
Middlesound West AM Existing
T. Lee Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 73 47 248 484 68 121 84 1163 131 93 1375 47
Future Volume (vph) 73 47 248 484 68 121 84 1163 131 93 1375 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 1 2 1 1 1 1 1
Taper Length (ft) 50 100 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 0.095 0.103
Satd. Flow (perm) 1770 1863 1583 3433 1863 1583 177 3539 1583 192 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 45 45
Link Distance (ft) 888 1764 1536 412
Travel Time (s) 17.3 34.4 23.3 6.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 81 52 276 538 76 134 93 1292 146 103 1528 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 81 52 276 538 76 134 93 1292 146 103 1528 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 10.8 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) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2
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) 10.7 9.3 23.1 28.0 24.4 39.9 90.5 90.5 119.4 89.9 89.9 100.6
Actuated g/C Ratio 0.07 0.06 0.15 0.18 0.16 0.26 0.58 0.58 0.77 0.58 0.58 0.64
v/c Ratio 0.67 0.47 1.18 0.87 0.26 0.33 0.43 0.63 0.12 0.48 0.75 0.05
Control Delay 96.8 84.0 170.4 78.0 58.2 47.6 43.9 25.2 3.3 24.0 28.9 6.4
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 96.8 84.0 170.4 78.0 58.2 47.6 43.9 25.2 3.3 24.0 28.9 6.4
Lanes, Volumes, Timings
100: US 17 (Market Street) & Middle Sound Loop Road 06/20/2019
Middlesound West AM Existing
T. Lee Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS F F F E E D D C A C C A
Approach Delay 144.8 70.6 24.2 27.9
Approach LOS F E C C
Queue Length 50th (ft) 81 52 ~309 274 67 110 43 472 16 49 634 12
Queue Length 95th (ft) #143 99 #473 #359 118 163 81 607 34 83 748 24
Internal Link Dist (ft) 808 1684 1456 332
Turn Bay Length (ft) 150 275 425 150 350 900 150 125
Base Capacity (vph) 136 143 234 646 346 511 214 2052 1226 322 2039 1034
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.60 0.36 1.18 0.83 0.22 0.26 0.43 0.63 0.12 0.32 0.75 0.05
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: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.18
Intersection Signal Delay: 44.9 Intersection LOS: D
Intersection Capacity Utilization 79.7% ICU Level of Service D
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 06/21/2019
Middlesound West AM 2021 FNB
T. Lee Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 123 59 291 494 80 123 133 1179 134 95 1403 48
Future Volume (vph) 123 59 291 494 80 123 133 1179 134 95 1403 48
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 125 425 150 350 900 150 175
Storage Lanes 1 1 2 1 1 1 1 1
Taper Length (ft) 50 100 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) 359 1764 1536 410
Travel Time (s) 7.0 34.4 23.3 6.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 137 66 323 549 89 137 148 1310 149 106 1559 53
Shared Lane Traffic (%)
Lane Group Flow (vph) 137 66 323 549 89 137 148 1310 149 106 1559 53
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm
Protected Phases 74538152316
Permitted Phases 4826
Detector Phase 745381523166
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 12.0
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 18.1
Total Split (s) 55.0 52.9 19.9 13.1 11.0 20.0 19.9 70.0 13.1 20.0 70.1 70.1
Total Split (%) 35.3% 33.9% 12.8% 8.4% 7.1% 12.8% 12.8% 44.9% 8.4% 12.8% 44.9% 44.9%
Maximum Green (s) 49.4 47.1 14.1 7.3 5.2 13.9 14.1 63.9 7.3 13.9 64.0 64.0
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 4.5
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 1.6
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 5.5
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 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 3.0
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 15.0
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 30.0
Recall Mode None None None None None None None C-Max None None C-Max C-Max
Act Effct Green (s) 17.2 10.8 28.4 44.8 36.1 55.9 14.9 67.9 113.7 14.8 67.8 67.3
Actuated g/C Ratio 0.11 0.07 0.18 0.29 0.23 0.36 0.10 0.44 0.73 0.09 0.43 0.43
v/c Ratio 0.70 0.52 0.64 0.56 0.21 0.24 0.88 0.85 0.13 0.63 1.01 0.08
Control Delay 85.2 83.3 64.2 51.6 52.7 37.5 111.3 46.2 4.4 83.8 69.8 25.8
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 85.2 83.3 64.2 51.6 52.7 37.5 111.3 46.2 4.4 83.8 69.8 25.8
Lanes, Volumes, Timings
100: US 17 (Market Street) & MIddle Sound Loop Road 06/21/2019
Middlesound West AM 2021 FNB
T. Lee Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS F F E D D D F D A F E C
Approach Delay 72.1 49.2 48.3 69.3
Approach LOS E D D E
Queue Length 50th (ft) 137 66 172 248 73 97 152 633 22 106 ~893 32
Queue Length 95th (ft) 204 117 223 335 137 161 #286 751 44 167 #983 59
Internal Link Dist (ft) 279 1684 1456 330
Turn Bay Length (ft) 150 125 425 150 350 900 150 175
Base Capacity (vph) 567 572 506 986 430 584 169 1539 1153 187 1537 682
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.24 0.12 0.64 0.56 0.21 0.23 0.88 0.85 0.13 0.57 1.01 0.08
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 124 (79%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.01
Intersection Signal Delay: 59.0 Intersection LOS: E
Intersection Capacity Utilization 79.4% ICU Level of Service D
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 06/21/2019
Middlesound West AM 2021 Future Build
T. Lee Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 163 63 295 494 85 123 153 1179 134 99 1434 48
Future Volume (vph) 163 63 295 494 85 123 153 1179 134 99 1434 48
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 125 425 150 350 900 150 175
Storage Lanes 1 1 2 1 1 1 1 1
Taper Length (ft) 50 100 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) 362 1764 1536 410
Travel Time (s) 7.1 34.4 23.3 6.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 181 70 328 549 94 137 170 1310 149 110 1593 53
Shared Lane Traffic (%)
Lane Group Flow (vph) 181 70 328 549 94 137 170 1310 149 110 1593 53
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm
Protected Phases 74538152316
Permitted Phases 4826
Detector Phase 745381523166
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 12.0
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 18.1
Total Split (s) 57.2 55.3 21.1 13.1 11.2 19.4 21.1 68.2 13.1 19.4 66.5 66.5
Total Split (%) 36.7% 35.4% 13.5% 8.4% 7.2% 12.4% 13.5% 43.7% 8.4% 12.4% 42.6% 42.6%
Maximum Green (s) 51.6 49.5 15.3 7.3 5.4 13.3 15.3 62.1 7.3 13.3 60.4 60.4
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 4.5
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 1.6
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 5.5
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 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 3.0
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 15.0
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 30.0
Recall Mode None None None None None None None C-Max None None C-Max C-Max
Act Effct Green (s) 21.2 11.1 32.2 43.3 33.2 53.6 16.1 66.1 109.4 15.5 65.5 65.0
Actuated g/C Ratio 0.14 0.07 0.21 0.28 0.21 0.34 0.10 0.42 0.70 0.10 0.42 0.42
v/c Ratio 0.75 0.53 0.57 0.58 0.24 0.25 0.93 0.87 0.13 0.63 1.07 0.08
Control Delay 83.5 83.4 59.5 52.7 56.3 39.7 119.4 48.8 4.7 82.6 88.2 26.9
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 83.5 83.4 59.5 52.7 56.3 39.7 119.4 48.8 4.7 82.6 88.2 26.9
Lanes, Volumes, Timings
100: US 17 (Market Street) & MIddle Sound Loop Road 06/21/2019
Middlesound West AM 2021 Future Build
T. Lee Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFEDEDFDAFFC
Approach Delay 69.9 50.8 52.1 86.0
Approach LOS E D D F
Queue Length 50th (ft) 180 70 172 249 80 100 175 637 22 110 ~944 32
Queue Length 95th (ft) 254 122 223 336 149 167 #327 761 45 172 #1037 60
Internal Link Dist (ft) 282 1684 1456 330
Turn Bay Length (ft) 150 125 425 150 350 900 150 175
Base Capacity (vph) 592 600 575 952 395 556 182 1500 1110 189 1486 659
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.31 0.12 0.57 0.58 0.24 0.25 0.93 0.87 0.13 0.58 1.07 0.08
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 124 (79%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.07
Intersection Signal Delay: 66.6 Intersection LOS: E
Intersection Capacity Utilization 81.4% ICU Level of Service D
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 06/20/2019
Middlesound West PM Existing
T. Lee Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 84 87 118 285 77 117 148 1789 333 109 1297 63
Future Volume (vph) 84 87 118 285 77 117 148 1789 333 109 1297 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 1 2 1 1 1 1 1
Taper Length (ft) 50 100 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 0.151 0.045
Satd. Flow (perm) 1770 1863 1583 3433 1863 1583 281 3539 1583 84 3539 1583
Right Turn on Red No No No No
Satd. Flow (RTOR)
Link Speed (mph) 35 35 45 45
Link Distance (ft) 880 1764 1536 412
Travel Time (s) 17.1 34.4 23.3 6.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 93 97 131 317 86 130 164 1988 370 121 1441 70
Shared Lane Traffic (%)
Lane Group Flow (vph) 93 97 131 317 86 130 164 1988 370 121 1441 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) 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 -0.8 -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) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 0.2
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) 18.7 18.7 38.7 30.8 30.9 50.1 220.2 220.2 251.0 219.5 219.5 238.1
Actuated g/C Ratio 0.06 0.06 0.13 0.10 0.10 0.16 0.72 0.72 0.83 0.72 0.72 0.78
v/c Ratio 0.86 0.85 0.65 0.91 0.46 0.50 0.59 0.78 0.28 0.87 0.56 0.06
Control Delay 192.1 188.8 141.8 163.7 136.6 122.3 43.4 29.6 3.7 99.3 21.1 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 192.1 188.8 141.8 163.7 136.6 122.3 43.4 29.6 3.7 99.3 21.1 4.1
Lanes, Volumes, Timings
100: US 17 (Market Street) & MIddle Sound Loop Road 06/20/2019
Middlesound West PM Existing
T. Lee Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFFFFFDCAFCA
Approach Delay 170.6 149.2 26.7 26.2
Approach LOS F F C C
Queue Length 50th (ft) 190 198 256 332 167 242 102 1343 81 129 719 18
Queue Length 95th (ft) #312 #320 355 #419 245 338 136 1387 99 #272 762 28
Internal Link Dist (ft) 800 1684 1456 332
Turn Bay Length (ft) 150 275 425 150 350 900 150 125
Base Capacity (vph) 116 122 201 361 196 265 277 2563 1313 144 2555 1247
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.80 0.80 0.65 0.88 0.44 0.49 0.59 0.78 0.28 0.84 0.56 0.06
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: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 48.8 Intersection LOS: D
Intersection Capacity Utilization 82.8% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: US 17 (Market Street) & MIddle Sound Loop Road
Lanes, Volumes, Timings
100: US 17 (Market Street) & MIddle Sound Loop Road 06/21/2019
Middlesound West PM 2021 FNB
T. Lee Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 107 94 136 291 84 119 176 1816 340 111 1323 64
Future Volume (vph) 107 94 136 291 84 119 176 1816 340 111 1323 64
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 125 425 150 350 900 150 175
Storage Lanes 1 1 2 1 1 1 1 1
Taper Length (ft) 50 100 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) 367 1764 1536 410
Travel Time (s) 7.1 34.4 23.3 6.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 119 104 151 323 93 132 196 2018 378 123 1470 71
Shared Lane Traffic (%)
Lane Group Flow (vph) 119 104 151 323 93 132 196 2018 378 123 1470 71
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm
Protected Phases 74538152316
Permitted Phases 4826
Detector Phase 745381523166
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 12.0
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 18.1
Total Split (s) 66.0 69.8 32.0 19.2 23.0 46.9 32.0 168.1 19.2 46.9 183.0 183.0
Total Split (%) 21.7% 23.0% 10.5% 6.3% 7.6% 15.4% 10.5% 55.3% 6.3% 15.4% 60.2% 60.2%
Maximum Green (s) 60.4 64.0 26.2 13.4 17.2 40.8 26.2 162.0 13.4 40.8 176.9 176.9
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 4.5
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 1.6
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 5.5
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 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 3.0
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 15.0
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 30.0
Recall Mode None None None None None None None C-Max None None C-Max C-Max
Act Effct Green (s) 25.5 22.3 54.3 49.8 46.6 78.2 27.0 185.3 235.1 26.6 184.9 184.4
Actuated g/C Ratio 0.08 0.07 0.18 0.16 0.15 0.26 0.09 0.61 0.77 0.09 0.61 0.61
v/c Ratio 0.80 0.76 0.30 0.57 0.33 0.32 1.25 0.94 0.31 0.80 0.68 0.07
Control Delay 171.5 170.1 109.3 123.5 121.3 95.1 250.4 62.8 6.3 168.8 41.7 24.4
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 171.5 170.1 109.3 123.5 121.3 95.1 250.4 62.8 6.3 168.8 41.7 24.4
Lanes, Volumes, Timings
100: US 17 (Market Street) & MIddle Sound Loop Road 06/21/2019
Middlesound West PM 2021 FNB
T. Lee Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFFFFFFEAFDC
Approach Delay 146.0 116.3 68.8 50.4
Approach LOS F F E D
Queue Length 50th (ft) 241 211 153 321 173 223 ~489 1873 105 249 1006 57
Queue Length 95th (ft) 330 295 200 397 260 307 #706 2105 164 337 1077 89
Internal Link Dist (ft) 287 1684 1456 330
Turn Bay Length (ft) 150 125 425 150 350 900 150 175
Base Capacity (vph) 355 397 497 562 285 486 157 2157 1224 243 2152 960
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.34 0.26 0.30 0.57 0.33 0.27 1.25 0.94 0.31 0.51 0.68 0.07
Intersection Summary
Area Type: Other
Cycle Length: 304
Actuated Cycle Length: 304
Offset: 25 (8%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.25
Intersection Signal Delay: 73.5 Intersection LOS: E
Intersection Capacity Utilization 83.8% 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 06/21/2019
Middlesound West PM 2021 Future Build
T. Lee Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 144 98 140 291 95 119 219 1816 340 115 1352 64
Future Volume (vph) 144 98 140 291 95 119 219 1816 340 115 1352 64
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 125 425 150 350 900 150 175
Storage Lanes 1 1 2 1 1 1 1 1
Taper Length (ft) 50 100 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) 360 1764 1536 410
Travel Time (s) 7.0 34.4 23.3 6.2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 160 109 156 323 106 132 243 2018 378 128 1502 71
Shared Lane Traffic (%)
Lane Group Flow (vph) 160 109 156 323 106 132 243 2018 378 128 1502 71
Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA Perm
Protected Phases 74538152316
Permitted Phases 4826
Detector Phase 745381523166
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 12.0
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 18.1
Total Split (s) 68.0 72.0 38.0 19.2 23.2 48.3 38.0 164.5 19.2 48.3 174.8 174.8
Total Split (%) 22.4% 23.7% 12.5% 6.3% 7.6% 15.9% 12.5% 54.1% 6.3% 15.9% 57.5% 57.5%
Maximum Green (s) 62.4 66.2 32.2 13.4 17.4 42.2 32.2 158.4 13.4 42.2 168.7 168.7
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 4.5
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 1.6
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 5.5
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 6.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 3.0 0.2 0.2 3.0 3.0
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 15.0
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 30.0
Recall Mode None None None None None None None C-Max None None C-Max C-Max
Act Effct Green (s) 32.7 23.1 61.1 50.3 40.8 73.2 33.0 183.1 233.4 27.5 177.6 177.1
Actuated g/C Ratio 0.11 0.08 0.20 0.17 0.13 0.24 0.11 0.60 0.77 0.09 0.58 0.58
v/c Ratio 0.84 0.77 0.28 0.57 0.43 0.35 1.27 0.95 0.31 0.80 0.73 0.08
Control Delay 166.6 170.0 103.3 123.0 129.9 99.8 247.6 65.8 6.6 168.0 48.0 27.5
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 166.6 170.0 103.3 123.0 129.9 99.8 247.6 65.8 6.6 168.0 48.0 27.5
Lanes, Volumes, Timings
100: US 17 (Market Street) & MIddle Sound Loop Road 06/21/2019
Middlesound West PM 2021 Future Build
T. Lee Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS FFFFFFFEAFDC
Approach Delay 144.2 118.8 74.0 56.2
Approach LOS F F E E
Queue Length 50th (ft) 324 221 154 321 204 229 ~612 1902 109 259 1110 60
Queue Length 95th (ft) 421 305 198 396 300 315 #842 2157 169 349 1196 95
Internal Link Dist (ft) 280 1684 1456 330
Turn Bay Length (ft) 150 125 425 150 350 900 150 175
Base Capacity (vph) 366 410 560 568 249 463 192 2131 1215 252 2067 921
Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.44 0.27 0.28 0.57 0.43 0.29 1.27 0.95 0.31 0.51 0.73 0.08
Intersection Summary
Area Type: Other
Cycle Length: 304
Actuated Cycle Length: 304
Offset: 25 (8%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.27
Intersection Signal Delay: 78.6 Intersection LOS: E
Intersection Capacity Utilization 84.0% 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
Middlesound West – Transportation Impact Analysis
US 17 at Lendire Access Road
HCM 2010 TWSC
200: US 17 (Market Street) & Lendire Access Road 06/20/2019
Middlesound West AM Existing
T. Lee Page 4
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 5 7 1350 1510 17
Future Vol, veh/h 4 5 7 1350 1510 17
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 4 6 8 1500 1678 19
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2454 849 1697 0 - 0
Stage 1 1688 -----
Stage 2 766 -----
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 25 304 372 - - -
Stage 1 135 -----
Stage 2 419 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 24 304 372 - - -
Mov Cap-2 Maneuver 99 -----
Stage 1 132 -----
Stage 2 419 -----
Approach EB NB SB
HCM Control Delay, s 29.3 0.1 0
HCM LOS D
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 372 - 158 - -
HCM Lane V/C Ratio 0.021 - 0.063 - -
HCM Control Delay (s) 14.9 - 29.3 - -
HCM Lane LOS B - D - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 2010 TWSC
200: US 17 (Market Street) & Lendire Access Road 06/21/2019
Middlesound West AM 2021 FNB
T. Lee Page 5
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 5 0 1426 1591 17
Future Vol, veh/h 0 5 0 1426 1591 17
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 6 0 1584 1768 19
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 894 - 0 - 0
Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.94 ----
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - 3.32 ----
Pot Cap-1 Maneuver 0 284 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 284 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 17.9 0 0
HCM LOS C
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 284 - -
HCM Lane V/C Ratio - 0.02 - -
HCM Control Delay (s) - 17.9 - -
HCM Lane LOS - C - -
HCM 95th %tile Q(veh) - 0.1 - -
HCM 2010 TWSC
200: US 17 (Market Street) & Lendire Access Road 06/21/2019
Middlesound West AM 2021 Future Build
T. Lee Page 5
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 41 0 1466 1591 40
Future Vol, veh/h 0 41 0 1466 1591 40
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 46 0 1629 1768 44
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 906 - 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 0 279 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 279 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 20.4 0 0
HCM LOS C
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 279 - -
HCM Lane V/C Ratio - 0.163 - -
HCM Control Delay (s) - 20.4 - -
HCM Lane LOS - C - -
HCM 95th %tile Q(veh) - 0.6 - -
HCM 2010 TWSC
200: US 17 (Market Street) & Lendire Access Road 06/21/2019
Middlesound West AM 2021 Future Build + Improvements
T. Lee Page 1
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 41 0 1466 1591 40
Future Vol, veh/h 0 41 0 1466 1591 40
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 125
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 46 0 1629 1768 44
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 884 - 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 0 288 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 288 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 19.8 0 0
HCM LOS C
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 288 - -
HCM Lane V/C Ratio - 0.158 - -
HCM Control Delay (s) - 19.8 - -
HCM Lane LOS - C - -
HCM 95th %tile Q(veh) - 0.6 - -
HCM 2010 TWSC
200: US 17 (Market Street) & Lendire Access Road 06/20/2019
Middlesound West PM Existing
T. Lee Page 4
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 1 9 1981 1468 33
Future Vol, veh/h 4 1 9 1981 1468 33
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 4 1 10 2201 1631 37
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2771 834 1668 0 - 0
Stage 1 1650 -----
Stage 2 1121 -----
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 15 311 381 - - -
Stage 1 142 -----
Stage 2 273 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 15 311 381 - - -
Mov Cap-2 Maneuver 89 -----
Stage 1 138 -----
Stage 2 273 -----
Approach EB NB SB
HCM Control Delay, s 41.6 0.1 0
HCM LOS E
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 381 - 104 - -
HCM Lane V/C Ratio 0.026 - 0.053 - -
HCM Control Delay (s) 14.7 - 41.6 - -
HCM Lane LOS B - E - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 2010 TWSC
200: US 17 (Market Street) & Lendire Access Road 06/21/2019
Middlesound West PM 2021 FNB
T. Lee Page 5
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 1 0 2042 1519 34
Future Vol, veh/h 0 1 0 2042 1519 34
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 1 0 2269 1688 38
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 863 - 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 0 298 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 298 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 17.1 0 0
HCM LOS C
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 298 - -
HCM Lane V/C Ratio - 0.004 - -
HCM Control Delay (s) - 17.1 - -
HCM Lane LOS - C - -
HCM 95th %tile Q(veh) - 0 - -
HCM 2010 TWSC
200: US 17 (Market Street) & Lendire Access Road 06/21/2019
Middlesound West PM 2021 Future Build
T. Lee Page 5
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 34 0 2079 1519 83
Future Vol, veh/h 0 34 0 2079 1519 83
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 38 0 2310 1688 92
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 890 - 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 0 286 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 286 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 19.5 0 0
HCM LOS C
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 286 - -
HCM Lane V/C Ratio - 0.132 - -
HCM Control Delay (s) - 19.5 - -
HCM Lane LOS - C - -
HCM 95th %tile Q(veh) - 0.5 - -
HCM 2010 TWSC
200: US 17 (Market Street) & Lendire Access Road 06/21/2019
Middlesound West PM 2021 Future Build + Improvements
T. Lee Page 1
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 34 0 1466 1519 83
Future Vol, veh/h 0 34 0 1466 1519 83
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - 125
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 38 0 1629 1688 92
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 844 - 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 0 307 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 307 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 18.4 0 0
HCM LOS C
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 307 - -
HCM Lane V/C Ratio - 0.123 - -
HCM Control Delay (s) - 18.4 - -
HCM Lane LOS - C - -
HCM 95th %tile Q(veh) - 0.4 - -
Middlesound West – Transportation Impact Analysis
Middle Sound Loop Road at Lendire
Road
HCM 2010 TWSC
300: Middle Sound Loop Road/Lendire Road & Lendire Access Road 06/20/2019
Middlesound West AM Existing
T. Lee Page 6
Intersection
Int Delay, s/veh 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 14 23 80 19 15 335
Future Vol, veh/h 14 23 80 19 15 335
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 16 26 89 21 17 372
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 506 100 0 0 110 0
Stage 1 100 -----
Stage 2 406 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 526 956 - - 1480 -
Stage 1 924 -----
Stage 2 673 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 519 956 - - 1480 -
Mov Cap-2 Maneuver 519 -----
Stage 1 911 -----
Stage 2 673 -----
Approach WB NB SB
HCM Control Delay, s 10.3 0 0.3
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 725 1480 -
HCM Lane V/C Ratio - - 0.057 0.011 -
HCM Control Delay (s) - - 10.3 7.5 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.2 0 -
HCM 2010 TWSC
300: MIddle Sound Loop Road/Lendire Road & Lendire Access Road 06/21/2019
Middlesound West AM 2021 FNB
T. Lee Page 7
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 14 16 100 19 15 353
Future Vol, veh/h 14 16 100 19 15 353
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 16 18 111 21 17 392
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 548 122 0 0 132 0
Stage 1 122 -----
Stage 2 426 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 497 929 - - 1453 -
Stage 1 903 -----
Stage 2 659 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 490 929 - - 1453 -
Mov Cap-2 Maneuver 490 -----
Stage 1 889 -----
Stage 2 659 -----
Approach WB NB SB
HCM Control Delay, s 10.8 0 0.3
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 655 1453 -
HCM Lane V/C Ratio - - 0.051 0.011 -
HCM Control Delay (s) - - 10.8 7.5 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.2 0 -
HCM 2010 TWSC
300: MIddle Sound Loop Road/Lendire Road & Lendire Access Road 06/21/2019
Middlesound West AM 2021 Future Build
T. Lee Page 7
Intersection
Int Delay, s/veh 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 23 16 123 22 15 393
Future Vol, veh/h 23 16 123 22 15 393
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 26 18 137 24 17 437
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 620 149 0 0 161 0
Stage 1 149 -----
Stage 2 471 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 452 898 - - 1418 -
Stage 1 879 -----
Stage 2 628 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 445 898 - - 1418 -
Mov Cap-2 Maneuver 445 -----
Stage 1 865 -----
Stage 2 628 -----
Approach WB NB SB
HCM Control Delay, s 12 0 0.3
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 561 1418 -
HCM Lane V/C Ratio - - 0.077 0.012 -
HCM Control Delay (s) - - 12 7.6 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.2 0 -
HCM 2010 TWSC
300: MIddle Sound Loop Road/Lendire Road & Lendire Access Road 06/20/2019
Middlesound West PM Existing
T. Lee Page 6
Intersection
Int Delay, s/veh 1.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 22 29 284 9 7 187
Future Vol, veh/h 22 29 284 9 7 187
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 24 32 316 10 8 208
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 545 321 0 0 326 0
Stage 1 321 -----
Stage 2 224 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 499 720 - - 1234 -
Stage 1 735 -----
Stage 2 813 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 496 720 - - 1234 -
Mov Cap-2 Maneuver 496 -----
Stage 1 730 -----
Stage 2 813 -----
Approach WB NB SB
HCM Control Delay, s 11.6 0 0.3
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 603 1234 -
HCM Lane V/C Ratio - - 0.094 0.006 -
HCM Control Delay (s) - - 11.6 7.9 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.3 0 -
HCM 2010 TWSC
300: MIddle Sound Loop Road/Lendire Road & Lendire Access Road 06/21/2019
Middlesound West PM 2021 FNB
T. Lee Page 7
Intersection
Int Delay, s/veh 1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 22 21 304 9 7 196
Future Vol, veh/h 22 21 304 9 7 196
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 24 23 338 10 8 218
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 577 343 0 0 348 0
Stage 1 343 -----
Stage 2 234 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 478 700 - - 1211 -
Stage 1 719 -----
Stage 2 805 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 474 700 - - 1211 -
Mov Cap-2 Maneuver 474 -----
Stage 1 713 -----
Stage 2 805 -----
Approach WB NB SB
HCM Control Delay, s 12 0 0.3
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 563 1211 -
HCM Lane V/C Ratio - - 0.085 0.006 -
HCM Control Delay (s) - - 12 8 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.3 0 -
HCM 2010 TWSC
300: MIddle Sound Loop Road/Lendire Road & Lendire Access Road 06/21/2019
Middlesound West PM 2021 Future Build
T. Lee Page 7
Intersection
Int Delay, s/veh 1.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 30 21 353 14 7 233
Future Vol, veh/h 30 21 353 14 7 233
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 33 23 392 16 8 259
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 675 400 0 0 408 0
Stage 1 400 -----
Stage 2 275 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 419 650 - - 1151 -
Stage 1 677 -----
Stage 2 771 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 416 650 - - 1151 -
Mov Cap-2 Maneuver 416 -----
Stage 1 672 -----
Stage 2 771 -----
Approach WB NB SB
HCM Control Delay, s 13.3 0 0.2
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 488 1151 -
HCM Lane V/C Ratio - - 0.116 0.007 -
HCM Control Delay (s) - - 13.3 8.1 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.4 0 -
Middlesound West – Transportation Impact Analysis
Lendire Road at Site Access 1
HCM 2010 TWSC
400: Lendire Road & Site Access 1 06/21/2019
Middlesound West AM 2021 Future Build
T. Lee Page 9
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 368 116 23 40 4
Future Vol, veh/h 3 368 116 23 40 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 3 409 129 26 44 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 155 0 - 0 557 142
Stage 1 - - - - 142 -
Stage 2 - - - - 415 -
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 1425 - - - 491 906
Stage 1 - - - - 885 -
Stage 2 - - - - 666 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1425 - - - 490 906
Mov Cap-2 Maneuver - - - - 490 -
Stage 1 - - - - 882 -
Stage 2 - - - - 666 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 12.8
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1425 - - - 511
HCM Lane V/C Ratio 0.002 - - - 0.096
HCM Control Delay (s) 7.5 0 - - 12.8
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.3
HCM 2010 TWSC
400: Lendire Road & Site Access 1 06/21/2019
Middlesound West AM 2021 Future Build + Improvements
T. Lee Page 2
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 368 116 23 40 4
Future Vol, veh/h 3 368 116 23 40 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 50 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 3 409 129 26 44 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 155 0 - 0 544 129
Stage 1 - - - - 129 -
Stage 2 - - - - 415 -
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 1425 - - - 500 921
Stage 1 - - - - 897 -
Stage 2 - - - - 666 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1425 - - - 499 921
Mov Cap-2 Maneuver - - - - 499 -
Stage 1 - - - - 894 -
Stage 2 - - - - 666 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 12.6
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1425 - - - 521
HCM Lane V/C Ratio 0.002 - - - 0.094
HCM Control Delay (s) 7.5 0 - - 12.6
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.3
HCM 2010 TWSC
400: Lendire Road & Site Access 1 06/21/2019
Middlesound West PM 2021 Future Build
T. Lee Page 9
Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 203 325 49 37 4
Future Vol, veh/h 5 203 325 49 37 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 6 226 361 54 41 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 415 0 - 0 626 388
Stage 1 - - - - 388 -
Stage 2 - - - - 238 -
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 - - - 448 660
Stage 1 - - - - 686 -
Stage 2 - - - - 802 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1144 - - - 445 660
Mov Cap-2 Maneuver - - - - 445 -
Stage 1 - - - - 682 -
Stage 2 - - - - 802 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 13.7
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1144 - - - 460
HCM Lane V/C Ratio 0.005 - - - 0.099
HCM Control Delay (s) 8.2 0 - - 13.7
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.3
HCM 2010 TWSC
400: Lendire Road & Site Access 1 06/21/2019
Middlesound West PM 2021 Future Build + Improvements
T. Lee Page 2
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 203 325 49 37 4
Future Vol, veh/h 5 203 325 49 37 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 50 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 6 226 361 54 41 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 415 0 - 0 599 361
Stage 1 - - - - 361 -
Stage 2 - - - - 238 -
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 - - - 465 684
Stage 1 - - - - 705 -
Stage 2 - - - - 802 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1144 - - - 462 684
Mov Cap-2 Maneuver - - - - 462 -
Stage 1 - - - - 701 -
Stage 2 - - - - 802 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 13.3
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1144 - - - 477
HCM Lane V/C Ratio 0.005 - - - 0.096
HCM Control Delay (s) 8.2 0 - - 13.3
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.3
Middlesound West – Transportation Impact Analysis
Lendire Access Road at Site Access 2
HCM 2010 TWSC
500: Lendire Access Road & Site Access 2 06/21/2019
Middlesound West AM 2021 Future Build
T. Lee Page 11
Intersection
Int Delay, s/veh 4.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 5 17 23 36 9
Future Vol, veh/h 3 5 17 23 36 9
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 3 6 19 26 40 10
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 45 0 - 0 44 32
Stage 1 - - - - 32 -
Stage 2 - - - - 12 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1563 - - - 967 1042
Stage 1 - - - - 991 -
Stage 2 - - - - 1011 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1563 - - - 965 1042
Mov Cap-2 Maneuver - - - - 965 -
Stage 1 - - - - 989 -
Stage 2 - - - - 1011 -
Approach EB WB SB
HCM Control Delay, s 2.7 0 8.9
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1563 - - - 979
HCM Lane V/C Ratio 0.002 - - - 0.051
HCM Control Delay (s) 7.3 0 - - 8.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.2
HCM 2010 TWSC
500: Lendire Access Road & Site Access 2 06/21/2019
Middlesound West PM 2021 Future Build
T. Lee Page 11
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 1 34 49 33 8
Future Vol, veh/h 5 1 34 49 33 8
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 6 1 38 54 37 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 92 0 - 0 78 65
Stage 1 - - - - 65 -
Stage 2 - - - - 13 -
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 1503 - - - 925 999
Stage 1 - - - - 958 -
Stage 2 - - - - 1010 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1503 - - - 921 999
Mov Cap-2 Maneuver - - - - 921 -
Stage 1 - - - - 954 -
Stage 2 - - - - 1010 -
Approach EB WB SB
HCM Control Delay, s 6.2 0 9
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1503 - - - 935
HCM Lane V/C Ratio 0.004 - - - 0.049
HCM Control Delay (s) 7.4 0 - - 9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.2
Middlesound West – Transportation Impact Analysis
Queueing and Blocking Reports
Queuing and Blocking Report
AM Existing 06/20/2019
Middlesound West SimTraffic Report
T. Lee Page 1
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement EB EB EB WB WB WB WB NB NB NB NB SB
Directions Served L T R L L T R L T T R L
Maximum Queue (ft) 90 818 300 371 380 242 200 116 352 408 53 149
Average Queue (ft) 31 776 298 189 209 58 73 64 209 181 15 81
95th Queue (ft) 75 952 304 293 306 147 144 113 337 331 41 162
Link Distance (ft) 803 1698 1485 1485
Upstream Blk Time (%) 68
Queuing Penalty (veh) 237
Storage Bay Dist (ft) 150 275 425 425 150 350 900 150
Storage Blk Time (%) 94 1 0 2
Queuing Penalty (veh) 113 5 0 10
Intersection: 100: US 17 (Market Street) & Middle Sound Loop Road
Movement SB SB SB
Directions Served T T R
Maximum Queue (ft) 359 360 225
Average Queue (ft) 268 252 70
95th Queue (ft) 396 391 224
Link Distance (ft) 339 339
Upstream Blk Time (%) 4 3
Queuing Penalty (veh) 30 23
Storage Bay Dist (ft) 125
Storage Blk Time (%) 21 21
Queuing Penalty (veh) 19 10
Intersection: 200: US 17 (Market Street) & Lendire Access Road
Movement EB NB SB SB
Directions Served LR L T TR
Maximum Queue (ft) 53 50 239 220
Average Queue (ft) 10 4 47 43
95th Queue (ft) 35 22 162 157
Link Distance (ft) 642 1447 1447
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM Existing 06/20/2019
Middlesound West SimTraffic Report
T. Lee Page 2
Intersection: 300: Middle Sound Loop Road/Lendire Road & Lendire Access Road
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 459 1446
Average Queue (ft) 216 908
95th Queue (ft) 480 1753
Link Distance (ft) 642 1412
Upstream Blk Time (%) 26
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 449
Queuing and Blocking Report
AM 2021 FNB 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 1
Intersection: 2: MIddle Sound Loop Road
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 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) 197 146 268 212 396 409 250 200 350 503 442 76
Average Queue (ft) 111 66 130 118 199 225 68 79 155 286 277 16
95th Queue (ft) 182 127 205 183 319 330 153 162 334 444 433 52
Link Distance (ft) 284 284 1698 1473 1473
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 150 125 425 425 150 350 900
Storage Blk Time (%) 6 1 11 6 00305
Queuing Penalty (veh) 4 2 17 9 0 2 19 1 6
Intersection: 100: US 17 (Market Street) & MIddle Sound Loop Road
Movement SB SB SB SB
Directions Served L T T R
Maximum Queue (ft) 149 364 369 275
Average Queue (ft) 111 323 325 59
95th Queue (ft) 180 386 393 220
Link Distance (ft) 332 332
Upstream Blk Time (%) 17 16
Queuing Penalty (veh) 135 128
Storage Bay Dist (ft) 150 175
Storage Blk Time (%) 11 34 33
Queuing Penalty (veh) 75 32 16
Queuing and Blocking Report
AM 2021 FNB 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 2
Intersection: 200: US 17 (Market Street) & Lendire Access Road
Movement EB SB SB
Directions Served R T TR
Maximum Queue (ft) 30 422 390
Average Queue (ft) 5 155 144
95th Queue (ft) 21 352 339
Link Distance (ft) 644 1415 1415
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: MIddle Sound Loop Road/Lendire Road & Lendire Access Road
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 49 53
Average Queue (ft) 19 2
95th Queue (ft) 40 17
Link Distance (ft) 644 1426
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 446
Queuing and Blocking Report
AM 2021 Future Build 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 1
Intersection: 2: MIddle Sound Loop Road
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 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) 199 280 214 209 327 330 348 191 349 442 466 63
Average Queue (ft) 122 63 124 118 184 214 81 93 133 269 258 16
95th Queue (ft) 182 165 191 187 302 324 194 174 242 374 374 43
Link Distance (ft) 288 288 1698 1472 1472
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 150 125 425 425 150 350 900
Storage Blk Time (%) 5 1 10 8 5 0 1
Queuing Penalty (veh) 3 1 14 12 26 0 2
Intersection: 100: US 17 (Market Street) & MIddle Sound Loop Road
Movement SB SB SB SB
Directions Served L T T R
Maximum Queue (ft) 149 374 369 275
Average Queue (ft) 108 334 331 46
95th Queue (ft) 172 391 408 196
Link Distance (ft) 335 335
Upstream Blk Time (%) 16 11
Queuing Penalty (veh) 131 90
Storage Bay Dist (ft) 150 175
Storage Blk Time (%) 7 34 32
Queuing Penalty (veh) 47 34 15
Queuing and Blocking Report
AM 2021 Future Build 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 2
Intersection: 200: US 17 (Market Street) & Lendire Access Road
Movement EB SB SB
Directions Served R T TR
Maximum Queue (ft) 116 351 275
Average Queue (ft) 37 131 113
95th Queue (ft) 85 270 244
Link Distance (ft) 523 1411 1411
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: MIddle Sound Loop Road/Lendire Road & Lendire Access Road
Movement WB
Directions Served LR
Maximum Queue (ft) 27
Average Queue (ft) 15
95th Queue (ft) 37
Link Distance (ft) 87
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: Lendire Road & Site Access 1
Movement SB
Directions Served LR
Maximum Queue (ft) 67
Average Queue (ft) 26
95th Queue (ft) 47
Link Distance (ft) 979
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2021 Future Build 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 3
Intersection: 500: Lendire Access Road & Site Access 2
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 29 31
Average Queue (ft) 1 24
95th Queue (ft) 10 45
Link Distance (ft) 87 1204
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 377
Queuing and Blocking Report
AM 2021 Future Build + Improvements 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 1
Intersection: 2: MIddle Sound Loop Road
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 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) 199 238 277 222 392 426 235 200 349 479 435 84
Average Queue (ft) 133 73 143 121 191 219 86 94 176 268 257 18
95th Queue (ft) 203 166 225 198 296 345 176 178 308 400 383 46
Link Distance (ft) 288 288 1698 1472 1472
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 150 125 425 425 150 350 900
Storage Blk Time (%) 11 1 20 14 02302
Queuing Penalty (veh) 7 1 29 20 1 13 15 0 3
Intersection: 100: US 17 (Market Street) & MIddle Sound Loop Road
Movement SB SB SB SB
Directions Served L T T R
Maximum Queue (ft) 150 355 386 275
Average Queue (ft) 113 319 317 57
95th Queue (ft) 175 401 414 219
Link Distance (ft) 335 335
Upstream Blk Time (%) 10 7
Queuing Penalty (veh) 83 59
Storage Bay Dist (ft) 150 175
Storage Blk Time (%) 4 31 27
Queuing Penalty (veh) 28 31 13
Queuing and Blocking Report
AM 2021 Future Build + Improvements 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 2
Intersection: 200: US 17 (Market Street) & Lendire Access Road
Movement EB SB SB
Directions Served R T T
Maximum Queue (ft) 76 245 224
Average Queue (ft) 26 88 67
95th Queue (ft) 56 207 188
Link Distance (ft) 510 1410 1410
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%) 3
Queuing Penalty (veh) 1
Intersection: 300: MIddle Sound Loop Road/Lendire Road & Lendire Access Road
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 51 44
Average Queue (ft) 23 1
95th Queue (ft) 43 15
Link Distance (ft) 87 477
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: Lendire Road & Site Access 1
Movement SB
Directions Served LR
Maximum Queue (ft) 73
Average Queue (ft) 27
95th Queue (ft) 47
Link Distance (ft) 972
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
AM 2021 Future Build + Improvements 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 3
Intersection: 500: Lendire Access Road & Site Access 2
Movement SB
Directions Served LR
Maximum Queue (ft) 78
Average Queue (ft) 25
95th Queue (ft) 53
Link Distance (ft) 1204
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 305
Queuing and Blocking Report
PM Existing 06/20/2019
Middlesound West SimTraffic Report
T. Lee Page 1
Intersection: 100: US 17 (Market Street) & MIddle Sound Loop Road
Movement EB EB EB WB WB WB WB NB NB NB NB SB
Directions Served L T R L L T R L T T R L
Maximum Queue (ft) 200 472 300 341 323 358 200 349 719 713 153 150
Average Queue (ft) 134 160 184 181 193 147 120 152 345 334 35 132
95th Queue (ft) 230 358 311 282 285 322 214 292 755 760 102 170
Link Distance (ft) 800 1698 1484 1484
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 275 425 425 150 350 900 150
Storage Blk Time (%) 24 14 1 14 15 0 15 34
Queuing Penalty (veh) 50 28 1 54 54 0 22 217
Intersection: 100: US 17 (Market Street) & MIddle Sound Loop Road
Movement SB SB SB
Directions Served T T R
Maximum Queue (ft) 362 385 225
Average Queue (ft) 254 249 14
95th Queue (ft) 484 486 82
Link Distance (ft) 339 339
Upstream Blk Time (%) 14 8
Queuing Penalty (veh) 106 58
Storage Bay Dist (ft) 125
Storage Blk Time (%) 24 17
Queuing Penalty (veh) 26 11
Intersection: 200: US 17 (Market Street) & Lendire Access Road
Movement EB NB SB SB
Directions Served LR L T TR
Maximum Queue (ft) 31 31 474 464
Average Queue (ft) 3 4 110 91
95th Queue (ft) 18 20 336 306
Link Distance (ft) 642 1447 1447
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM Existing 06/20/2019
Middlesound West SimTraffic Report
T. Lee Page 2
Intersection: 300: MIddle Sound Loop Road/Lendire Road & Lendire Access Road
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 49 30
Average Queue (ft) 23 1
95th Queue (ft) 41 10
Link Distance (ft) 642 1477
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 627
Queuing and Blocking Report
PM 2021 FNB 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 1
Intersection: 2: MIddle Sound Loop Road
Movement SE
Directions Served T
Maximum Queue (ft) 20
Average Queue (ft) 1
95th Queue (ft) 6
Link Distance (ft) 464
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
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) 200 322 228 214 356 370 345 200 350 1508 1508 975
Average Queue (ft) 155 151 100 84 188 209 108 118 311 927 911 329
95th Queue (ft) 220 289 180 165 310 318 248 193 424 1452 1447 1028
Link Distance (ft) 291 291 1698 1474 1474
Upstream Blk Time (%) 2 2 3
Queuing Penalty (veh) 3 0 0
Storage Bay Dist (ft) 150 125 425 425 150 350 900
Storage Blk Time (%) 28 22 11 5 6 15 28 33 15
Queuing Penalty (veh) 27 23 7 3 25 55 251 58 52
Intersection: 100: US 17 (Market Street) & MIddle Sound Loop Road
Movement SB SB SB SB
Directions Served L T T R
Maximum Queue (ft) 150 357 364 275
Average Queue (ft) 140 307 295 45
95th Queue (ft) 165 439 428 196
Link Distance (ft) 332 332
Upstream Blk Time (%) 25 13
Queuing Penalty (veh) 191 95
Storage Bay Dist (ft) 150 175
Storage Blk Time (%) 53 22 25
Queuing Penalty (veh) 350 25 16
Queuing and Blocking Report
PM 2021 FNB 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 2
Intersection: 200: US 17 (Market Street) & Lendire Access Road
Movement SB SB
Directions Served T TR
Maximum Queue (ft) 685 657
Average Queue (ft) 229 208
95th Queue (ft) 533 526
Link Distance (ft) 1415 1415
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: MIddle Sound Loop Road/Lendire Road & Lendire Access Road
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft) 49 22 54
Average Queue (ft) 20 1 2
95th Queue (ft) 45 7 18
Link Distance (ft) 644 464 1426
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1182
Queuing and Blocking Report
PM 2021 Future Build 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 1
Intersection: 5: MIddle Sound Loop Road
Movement SE
Directions Served T
Maximum Queue (ft) 502
Average Queue (ft) 114
95th Queue (ft) 367
Link Distance (ft) 495
Upstream Blk Time (%) 1
Queuing Penalty (veh) 2
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
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) 200 301 272 218 302 318 329 200 350 1515 1524 975
Average Queue (ft) 155 220 91 75 179 194 164 137 336 1321 1310 787
95th Queue (ft) 249 363 185 158 300 305 294 225 405 1859 1871 1404
Link Distance (ft) 286 286 1698 1472 1472
Upstream Blk Time (%) 23 0 39 39
Queuing Penalty (veh) 44 0 0 0
Storage Bay Dist (ft) 150 125 425 425 150 350 900
Storage Blk Time (%) 38 30 14 7 16 9 42 56 51
Queuing Penalty (veh) 38 43 10 5 67 37 386 122 172
Intersection: 100: US 17 (Market Street) & MIddle Sound Loop Road
Movement SB SB SB SB
Directions Served L T T R
Maximum Queue (ft) 150 352 375 275
Average Queue (ft) 134 270 256 19
95th Queue (ft) 165 456 479 101
Link Distance (ft) 334 334
Upstream Blk Time (%) 21 14
Queuing Penalty (veh) 161 112
Storage Bay Dist (ft) 150 175
Storage Blk Time (%) 38 25 26
Queuing Penalty (veh) 255 29 16
Queuing and Blocking Report
PM 2021 Future Build 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 2
Intersection: 200: US 17 (Market Street) & Lendire Access Road
Movement EB SB SB
Directions Served R T TR
Maximum Queue (ft) 53 496 484
Average Queue (ft) 24 170 143
95th Queue (ft) 53 440 397
Link Distance (ft) 533 1412 1412
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 300: MIddle Sound Loop Road/Lendire Road & Lendire Access Road
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 49 24
Average Queue (ft) 25 1
95th Queue (ft) 45 8
Link Distance (ft) 78 467
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: Lendire Road & Site Access 1
Movement SB
Directions Served LR
Maximum Queue (ft) 48
Average Queue (ft) 17
95th Queue (ft) 43
Link Distance (ft) 986
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2021 Future Build 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 3
Intersection: 500: Lendire Access Road & Site Access 2
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 31 54
Average Queue (ft) 1 26
95th Queue (ft) 10 49
Link Distance (ft) 78 1121
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1499
Queuing and Blocking Report
PM 2021 Future Build + Improvements 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 1
Intersection: 5: MIddle Sound Loop Road
Movement SE
Directions Served T
Maximum Queue (ft) 514
Average Queue (ft) 407
95th Queue (ft) 598
Link Distance (ft) 495
Upstream Blk Time (%) 16
Queuing Penalty (veh) 43
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
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) 200 355 267 223 332 346 465 200 350 1541 1517 975
Average Queue (ft) 175 325 128 116 197 214 198 146 330 1500 1497 947
95th Queue (ft) 254 364 223 198 298 319 394 237 409 1519 1510 1193
Link Distance (ft) 287 287 1698 1478 1478
Upstream Blk Time (%) 75 0 65 63
Queuing Penalty (veh) 142 0 0 0
Storage Bay Dist (ft) 150 125 425 425 150 350 900
Storage Blk Time (%) 63 56 35 27 18 24 56 64 72
Queuing Penalty (veh) 62 80 24 19 73 92 513 141 244
Intersection: 100: US 17 (Market Street) & MIddle Sound Loop Road
Movement SB SB SB SB
Directions Served L T T R
Maximum Queue (ft) 150 350 366 275
Average Queue (ft) 133 270 260 33
95th Queue (ft) 168 472 479 168
Link Distance (ft) 334 334
Upstream Blk Time (%) 23 15
Queuing Penalty (veh) 177 118
Storage Bay Dist (ft) 150 175
Storage Blk Time (%) 39 24 26
Queuing Penalty (veh) 264 27 17
Queuing and Blocking Report
PM 2021 Future Build + Improvements 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 2
Intersection: 200: US 17 (Market Street) & Lendire Access Road
Movement EB SB SB SB
Directions Served R T T R
Maximum Queue (ft) 93 665 562 225
Average Queue (ft) 33 224 202 30
95th Queue (ft) 78 547 490 156
Link Distance (ft) 521 1411 1411
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 125
Storage Blk Time (%) 15
Queuing Penalty (veh) 13
Intersection: 300: MIddle Sound Loop Road/Lendire Road & Lendire Access Road
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 92 310
Average Queue (ft) 34 54
95th Queue (ft) 67 184
Link Distance (ft) 78 467
Upstream Blk Time (%) 2
Queuing Penalty (veh) 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 400: Lendire Road & Site Access 1
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 31 69
Average Queue (ft) 1 25
95th Queue (ft) 10 47
Link Distance (ft) 1083 978
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Queuing and Blocking Report
PM 2021 Future Build + Improvements 06/21/2019
Middlesound West SimTraffic Report
T. Lee Page 3
Intersection: 500: Lendire Access Road & Site Access 2
Movement SB
Directions Served LR
Maximum Queue (ft) 54
Average Queue (ft) 25
95th Queue (ft) 51
Link Distance (ft) 1121
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 2050
Middlesound West – Transportation Impact Analysis
Traffic Volume Data
100 100
AM Peak 2019 TMC Balancing 2019 Existing 2021 Projected
Approved
Development 2021 FNB Site Trips
2021 Full
Build PM Peak 2019 TMC Balancing 2019 Existing
2021
Projected
Approved
Development 2021 FNB Site Trips
2021 Full
Build
EBL 73 73 74 49 123 40 163 EBL 84 84 86 21 107 37 144
EBT 47 47 48 11 59 4 63 EBT 87 87 89 5 94 4 98
EBR 248 248 253 38 291 4 295 EBR 118 118 120 16 136 4 140
WBL 484 484 494 0 494 494 WBL 285 285 291 0 291 291
WBT 68 68 69 11 80 5 85 WBT 77 77 79 5 84 11 95
WBR 121 121 123 0 123 123 WBR 117 117 119 0 119 119
NBL 84 84 86 40 133 20 153 NBL 148 148 151 16 176 43 219
NBT 1163 1163 1186 0 1179 1179 NBT 1789 1789 1825 0 1816 1816
NBR 131 131 134 0 134 134 NBR 333 333 340 0 340 340
SBL 93 93 95 0 95 4 99 SBL 109 109 111 0 111 4 115
SBT 1375 1375 1403 0 1403 31 1434 SBT 1297 1297 1323 0 1323 29 1352
SBR 47 47 48 0 48 48 SBR 63 63 64 0 64 64
Total 3934 0 3934 4013 149 4162 108 4270 Total 4507 0 4507 4598 63 4661 132 4793
200 200
AM Peak 2019 TMC Balancing 2019 Existing 2021 Projected
Approved
Development 2021 FNB Site Trips
2021 Full
Build PM Peak 2019 TMC Balancing 2019 Existing
2021
Projected
Approved
Development 2021 FNB Site Trips
2021 Full
Build
EBL 0 0 0 0 0 EBL 0 0 0 0 0
EBT 0 0 0 0 0 EBT 0 0 0 0 0
EBR 5 5 5 5 36 41 EBR 1 1 1 1 33 34
WBL 0 0 0 0 0 WBL 0 0 0 0 0
WBT 0 0 0 0 0 WBT 0 0 0 0 0
WBR 0 0 0 0 0 WBR 0 0 0 0 0
NBL 7 7 7 0 0 NBL 9 9 9 0 0
NBT 0 1350 1350 1377 49 1426 40 1466 NBT 0 1981 1981 2021 21 2042 37 2079
NBR 0 0 0 0 0 NBR 0 0 0 0 0
SBL 0 0 0 0 0 SBL 0 0 0 0 0
SBT 0 1510 1510 1540 51 1591 1591 SBT 0 1468 1468 1498 21 1519 1519
SBR 17 17 17 17 23 40 SBR 33 33 34 34 49 83
Total 29 2860 2889 2946 100 3039 99 3138 Total 43 3449 3492 3562 42 3596 119 3715
300 300
AM Peak 2019 TMC Balancing 2019 Existing 2021 Projected
Approved
Development 2021 FNB Site Trips
2021 Full
Build PM Peak 2019 TMC Balancing 2019 Existing
2021
Projected
Approved
Development 2021 FNB Site Trips
2021 Full
Build
EBL 0 0 0 0 0 EBL 0 0 0 0 0
EBT 0 0 0 0 0 EBT 0 0 0 0 0
EBR 0 0 0 0 0 EBR 0 0 0 0 0
WBL 14 14 14 14 9 23 WBL 22 22 22 22 8 30
WBT 0 0 0 0 0 WBT 0 0 0 0 0
WBR 23 23 23 16 16 WBR 29 29 30 21 21
NBL 0 0 0 0 0 NBL 0 0 0 0 0
NBT 80 80 82 11 100 23 123 NBT 284 284 290 5 304 49 353
NBR 19 19 19 19 3 22 NBR 9 9 9 9 5 14
SBL 15 15 15 15 15 SBL 7 7 7 7 7
SBT 335 335 342 11 353 40 393 SBT 187 187 191 5 196 37 233
SBR 0 0 0 0 0 SBR 0 0 0 0 0
Total 486 0 486 495 22 517 75 592 Total 538 0 538 549 10 559 99 658
US 17 (Market Street) at SR 1403 (Middle Sound Loop Road)US 17 (Market Street) at SR 1403 (Middle Sound Loop Road)
US 17 (Market Street) at Lendire Access Road US 17 (Market Street) at Lendire Access Road
SR 2892 (Lendire Road) at Lendire Access Road SR 2892 (Lendire Road) at Lendire Access Road
400 400
AM Peak 2019 TMC Balancing 2019 Existing 2021 Projected
Approved
Development 2021 FNB Site Trips
2021 Full
Build PM Peak 2019 TMC Balancing 2019 Existing
2021
Projected
Approved
Development 2021 FNB Site Trips
2021 Full
Build
EBL 0 0 0 3 3 EBL 0 0 0 5 5
EBT 0 0 11 11 368 EBT 0 0 5 5 203
EBR 0 0 0 0 EBR 0 0 0 0
WBL 0 0 0 0 WBL 0 0 0 0
WBT 0 0 11 11 116 WBT 0 0 5 5 325
WBR 0 0 0 23 23 WBR 0 0 0 49 49
NBL 0 0 0 0 NBL 0 0 0 0
NBT 0 0 0 0 NBT 0 0 0 0
NBR 0 0 0 0 NBR 0 0 0 0
SBL 0 0 0 40 40 SBL 0 0 0 37 37
SBT 0 0 0 0 SBT 0 0 0 0
SBR 0 0 0 4 4 SBR 0 0 0 4 4
Total 0 0 0 0 22 22 70 554 Total 0 0 0 0 10 10 95 623
500 500
AM Peak 2019 TMC Balancing 2019 Existing 2021 Projected
Approved
Development 2021 FNB Site Trips
2021 Full
Build PM Peak 2019 TMC Balancing 2019 Existing
2021
Projected
Approved
Development 2021 FNB Site Trips
2021 Full
Build
EBL 0 0 0 3 3 EBL 0 0 0 5 5
EBT 0 0 0 5 EBT 0 0 0 1
EBR 0 0 0 0 EBR 0 0 0 0
WBL 0 0 0 0 WBL 0 0 0 0
WBT 0 0 0 17 WBT 0 0 0 34
WBR 0 0 0 23 23 WBR 0 0 0 49 49
NBL 0 0 0 0 NBL 0 0 0 0
NBT 0 0 0 0 NBT 0 0 0 0
NBR 0 0 0 0 NBR 0 0 0 0
SBL 0 0 0 36 36 SBL 0 0 0 33 33
SBT 0 0 0 0 SBT 0 0 0 0
SBR 0 0 0 9 9 SBR 0 0 0 8 8
Total 0 0 0 0 0 0 71 93 Total 0 0 0 0 0 0 95 130
SR 2892 (Lendire Road) at Site Access 2 SR 2892 (Lendire Road) at Site Access 2
SR 2892 (Lendire Road) at Site Access 1 SR 2892 (Lendire Road) at Site Access 1
File Name : 190231 US 17 (Market St) @ SR 1403 (Middle Sound Loop Rd)
Site Code : 00190231
Start Date : 4/24/2019
Page No : 1
Counted by: L. Bounds
Weather: Clear
Groups Printed- Cars - Trucks and Buses
Market st
Southbound
Middle Sound Loop Rd
Westbound
Market st
Northbound
Middle Sound Loop Rd
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
07:00 AM 14 458 37 509 18 9 85 112 24 217 17 258 46 4 9 59 938
07:15 AM 9 298 28 335 37 15 135 187 33 297 12 342 63 6 27 96 960
07:30 AM 14 442 33 489 36 15 100 151 29 312 27 368 69 9 13 91 1099
07:45 AM 9 253 12 274 23 21 137 181 22 267 23 312 51 16 16 83 850
Total 46 1451 110 1607 114 60 457 631 108 1093 79 1280 229 35 65 329 3847
08:00 AM 15 382 20 417 25 17 112 154 47 287 22 356 65 16 17 98 1025
08:15 AM 15 345 14 374 28 9 82 119 49 312 26 387 54 4 20 78 958
08:30 AM 17 362 9 388 36 10 107 153 42 316 8 366 49 17 31 97 1004
08:45 AM 15 356 11 382 24 3 58 85 36 269 22 327 38 6 14 58 852
Total 62 1445 54 1561 113 39 359 511 174 1184 78 1436 206 43 82 331 3839
*** BREAK ***
04:00 PM 9 394 36 439 31 12 48 91 70 448 26 544 31 14 13 58 1132
04:15 PM 12 248 30 290 30 22 70 122 47 439 31 517 28 13 10 51 980
04:30 PM 16 300 28 344 28 17 63 108 41 445 24 510 14 18 23 55 1017
04:45 PM 17 273 18 308 34 14 68 116 75 447 30 552 21 24 15 60 1036
Total 54 1215 112 1381 123 65 249 437 233 1779 111 2123 94 69 61 224 4165
05:00 PM 19 384 29 432 32 16 85 133 74 540 36 650 36 16 20 72 1287
05:15 PM 20 277 18 315 34 22 77 133 52 372 37 461 18 29 15 62 971
05:30 PM 12 340 36 388 24 19 68 111 66 515 38 619 28 18 31 77 1195
05:45 PM 12 296 26 334 27 20 55 102 141 362 37 540 36 24 18 78 1054
Total 63 1297 109 1469 117 77 285 479 333 1789 148 2270 118 87 84 289 4507
*** BREAK ***
Grand Total 225 5408 385 6018 467 241 1350 2058 848 5845 416 7109 647 234 292 1173 16358
Apprch %3.7 89.9 6.4 22.7 11.7 65.6 11.9 82.2 5.9 55.2 19.9 24.9
Total %1.4 33.1 2.4 36.8 2.9 1.5 8.3 12.6 5.2 35.7 2.5 43.5 4 1.4 1.8 7.2
Cars 216 5311 371 5898 445 236 1327 2008 831 5722 412 6965 644 232 288 1164 16035
% Cars 96 98.2 96.4 98 95.3 97.9 98.3 97.6 98 97.9 99 98 99.5 99.1 98.6 99.2 98
Trucks and Buses 9 97 14 120 22 5 23 50 17 123 4 144 3 2 4 9 323
% Trucks and Buses 4 1.8 3.6 2 4.7 2.1 1.7 2.4 2 2.1 1 2 0.5 0.9 1.4 0.8 2
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 190231 US 17 (Market St) @ SR 1403 (Middle Sound Loop Rd)
Site Code : 00190231
Start Date : 4/24/2019
Page No : 2
Market st
M
i
d
d
l
e
S
o
u
n
d
L
o
o
p
R
d
M
i
d
d
l
e
S
o
u
n
d
L
o
o
p
R
d
Market st
Right
216
9
225
Thru
5311
97
5408
Left
371
14
385
InOut Total
6455 5898 12353
149 120 269
6604 12622 6018
Ri
g
h
t
44
5
22
46
7
Th
r
u 23
6
5
24
1
Le
f
t
13
2
7
23
13
5
0
Ou
t
To
t
a
l
In
14
3
4
20
0
8
34
4
2
33
50
83
14
6
7
35
2
5
20
5
8
Left
412
4
416
Thru
5722
123
5845
Right
831
17
848
Out TotalIn
7282 6965 14247
123 144 267
7405 14514 7109
Le
f
t
28
8
4
29
2
Th
r
u23
2
2
23
4
Rig
h
t
64
4
3
64
7
To
t
a
l
Ou
t
In
86
4
11
6
4
20
2
8
18
9
27
88
2
20
5
5
11
7
3
4/24/2019 07:00 AM
4/24/2019 06:00 PM
Cars
Trucks and Buses
North
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 190231 US 17 (Market St) @ SR 1403 (Middle Sound Loop Rd)
Site Code : 00190231
Start Date : 4/24/2019
Page No : 3
Market st
Southbound
Middle Sound Loop Rd
Westbound
Market st
Northbound
Middle Sound Loop Rd
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 9 298 28 335 37 15 135 187 33 297 12 342 63 6 27 96 960
07:30 AM 14 442 33 489 36 15 100 151 29 312 27 368 69 9 13 91 1099
07:45 AM 9 253 12 274 23 21 137 181 22 267 23 312 51 16 16 83 850
08:00 AM 15 382 20 417 25 17 112 154 47 287 22 356 65 16 17 98 1025
Total Volume 47 1375 93 1515 121 68 484 673 131 1163 84 1378 248 47 73 368 3934
% App. Total 3.1 90.8 6.1 18 10.1 71.9 9.5 84.4 6.1 67.4 12.8 19.8
PHF .783 .778 .705 .775 .818 .810 .883 .900 .697 .932 .778 .936 .899 .734 .676 .939 .895
Cars 46 1351 87 1484 115 67 478 660 128 1119 84 1331 247 47 72 366 3841
% Cars 97.9 98.3 93.5 98.0 95.0 98.5 98.8 98.1 97.7 96.2 100 96.6 99.6 100 98.6 99.5 97.6
Trucks and Buses 1 24 6 31 6 1 6 13 3 44 0 47 1 0 1 2 93
% Trucks and Buses 2.1 1.7 6.5 2.0 5.0 1.5 1.2 1.9 2.3 3.8 0 3.4 0.4 0 1.4 0.5 2.4
Market st
M
i
d
d
l
e
S
o
u
n
d
L
o
o
p
R
d
M
i
d
d
l
e
S
o
u
n
d
L
o
o
p
R
d
Market st
Right
46
1
47
Thru
1351
24
1375
Left
87
6
93
InOut Total
1306 1484 2790
51 31 82
1357 2872 1515
Rig
h
t
11
5
6
12
1
Th
r
u
67
1
68
Le
f
t
47
8
6
48
4
Ou
t
To
t
a
l
In
26
2
66
0
92
2
9
13
22
27
1
94
4
67
3
Left
84
0
84
Thru
1119
44
1163
Right
128
3
131
Out TotalIn
2076 1331 3407
31 47 78
2107 3485 1378
Le
f
t
72
1
73
Th
r
u
47
0
47
Rig
h
t
24
7
1
24
8
To
t
a
l
Ou
t
In
19
7
36
6
56
3
2
2
4
19
9
56
7
36
8
Peak Hour Begins at 07:15 AM
Cars
Trucks and Buses
Peak Hour Data
North
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 190231 US 17 (Market St) @ SR 1403 (Middle Sound Loop Rd)
Site Code : 00190231
Start Date : 4/24/2019
Page No : 4
Market st
Southbound
Middle Sound Loop Rd
Westbound
Market st
Northbound
Middle Sound Loop Rd
Eastbound
Start Time Righ
t Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 19 384 29 432 32 16 85 133 74 540 36 650 36 16 20 72 1287
05:15 PM 20 277 18 315 34 22 77 133 52 372 37 461 18 29 15 62 971
05:30 PM 12 340 36 388 24 19 68 111 66 515 38 619 28 18 31 77 1195
05:45 PM 12 296 26 334 27 20 55 102 141 362 37 540 36 24 18 78 1054
Total Volume 63 1297 109 1469 117 77 285 479 333 1789 148 2270 118 87 84 289 4507
% App. Total 4.3 88.3 7.4 24.4 16.1 59.5 14.7 78.8 6.5 40.8 30.1 29.1
PHF .788 .844 .757 .850 .860 .875 .838 .900 .590 .828 .974 .873 .819 .750 .677 .926 .875
Cars 63 1282 109 1454 112 73 279 464 333 1770 147 2250 116 86 83 285 4453
% Cars 100 98.8 100 99.0 95.7 94.8 97.9 96.9 100 98.9 99.3 99.1 98.3 98.9 98.8 98.6 98.8
Trucks and Buses 0 15 0 15 5 4 6 15 0 19 1 20 2 1 1 4 54
% Trucks and Buses 0 1.2 0 1.0 4.3 5.2 2.1 3.1 0 1.1 0.7 0.9 1.7 1.1 1.2 1.4 1.2
Market st
M
i
d
d
l
e
S
o
u
n
d
L
o
o
p
R
d
M
i
d
d
l
e
S
o
u
n
d
L
o
o
p
R
d
Market st
Right
63
0
63
Thru
1282
15
1297
Left
109
0
109
InOut Total
1965 1454 3419
25 15 40
1990 3459 1469
Ri
g
h
t
11
2
5
11
7
Th
r
u
73
4
77
Le
f
t
27
9
6
28
5
Ou
t
To
t
a
l
In
52
8
46
4
99
2
1
15
16
52
9
10
0
8
47
9
Left
147
1
148
Thru
1770
19
1789
Right
333
0
333
Out TotalIn
1677 2250 3927
23 20 43
1700 3970 2270
Le
f
t
83
1
84
Th
r
u
86
1
87
Rig
h
t
11
6
2
11
8
To
t
a
l
Ou
t
In
28
3
28
5
56
8
5
4
9
28
8
57
7
28
9
Peak Hour Begins at 05:00 PM
Cars
Trucks and Buses
Peak Hour Data
North
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 190231 US 17 (Market St) @ Lendire Access Road
Site Code : 00190231
Start Date : 4/24/2019
Page No : 1
Counted by: R. Steiss
*U-Turns under peds column
in bicycle category
Weather: Clear
Groups Printed- Cars - Trucks and Buses - Bicycles
US 17
Southbound
T-intersection
Westbound
US 17
Northbound
Lendire Access Road
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 1 0 0 0 1 3
07:15 AM 5 0 0 0 5 0 0 0 0 0 0 0 3 0 3 2 0 0 0 2 10
07:30 AM 4 0 0 0 4 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 5
07:45 AM 3 0 0 0 3 0 0 0 0 0 0 0 3 0 3 2 0 0 1 3 9
Total 12 0 0 0 12 0 0 0 0 0 0 0 8 0 8 6 0 0 1 7 27
08:00 AM 5 0 0 0 5 0 0 0 0 0 0 0 1 0 1 0 0 0 1 1 7
08:15 AM 5 0 0 0 5 0 0 0 0 0 0 0 0 0 0 1 0 1 0 2 7
08:30 AM 2 0 0 0 2 0 0 0 0 0 0 0 2 0 2 3 0 0 0 3 7
08:45 AM 6 0 0 0 6 0 0 0 0 0 0 0 2 0 2 2 0 0 0 2 10
Total 18 0 0 0 18 0 0 0 0 0 0 0 5 0 5 6 0 1 1 8 31
*** BREAK ***
04:00 PM 5 0 0 0 5 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1 7
04:15 PM 3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 4
04:30 PM 3 0 0 0 3 0 0 0 0 0 0 0 2 0 2 1 0 0 0 1 6
04:45 PM 11 0 0 0 11 0 0 0 0 0 0 0 2 0 2 1 0 1 0 2 15
Total 22 0 0 0 22 0 0 0 0 0 0 0 5 0 5 3 0 2 0 5 32
05:00 PM 6 0 0 0 6 0 0 0 0 0 0 0 1 0 1 1 0 0 1 2 9
05:15 PM 11 0 0 0 11 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 13
05:30 PM 9 0 0 0 9 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 12
05:45 PM 7 0 0 0 7 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 10
Total 33 0 0 0 33 0 0 0 0 0 0 0 9 0 9 1 0 0 1 2 44
*** BREAK ***
Grand Total 85 0 0 0 85 0 0 0 0 0 0 0 27 0 27 16 0 3 3 22 134
Apprch %100 0 0 0 0 0 0 0 0 0 100 0 72.7 0 13.6 13.6
Total %63.4 0 0 0 63.4 0 0 0 0 0 0 0 20.1 0 20.1 11.9 0 2.2 2.2 16.4
Cars 83 0 0 0 83 0 0 0 0 0 0 0 26 0 26 16 0 3 3 22 131
% Cars 97.6 0 0 0 97.6 0 0 0 0 0 0 0 96.3 0 96.3 100 0 100 100 100 97.8
Trucks and Buses
% Trucks and Buses 2.4 0 0 0 2.4 0 0 0 0 0 0 0 3.7 0 3.7 0 0 0 0 0 2.2
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 190231 US 17 (Market St) @ Lendire Access Road
Site Code : 00190231
Start Date : 4/24/2019
Page No : 2
US 17
L
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US 17
Right
83
2
0
85
Thru
0
0
0
0
Left
0
0
0
0
Peds
0
0
0
0
InOut Total
3 83 86
0 2 2
0 0 0
3 88 85
Ri
g
h
t
0 0 0 0
Th
r
u
0 0 0 0
Le
f
t
0 0 0 0
Pe
d
s
0 0 0 0
Ou
t
To
t
a
l
In
0
0
0
0
0
0
0
0
0
0
0
0
Left
26
1
0
27
Thru
0
0
0
0
Right
0
0
0
0
Peds
0
0
0
0
Out TotalIn
16 26 42
0 1 1
0 0 0
16 43 27
Le
f
t
3 0 0 3
Th
r
u
0 0 0 0
Rig
h
t
16
0 0
16
Pe
d
s
3 0 0 3
To
t
a
l
Ou
t
In
10
9
22
13
1
3
0
3
0
0
0
11
2
13
4
22
4/24/2019 07:00 AM
4/24/2019 06:00 PM
Cars
Trucks and Buses
Bicycles
North
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 190231 US 17 (Market St) @ Lendire Access Road
Site Code : 00190231
Start Date : 4/24/2019
Page No : 3
US 17
Southbound
T-intersection
Westbound
US 17
Northbound
Lendire Access Road
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 5 0 0 0 5 0 0 0 0 0 0 3 0 3 2 0 0 0 2 10
07:30 AM 4 0 0 0 4 0 0 0 0 0 0 0 0 0 1 0 0 0 1 5
07:45 AM 3 0 0 0 3 0 0 0 0 0 0 3 0 3 2 0 0 1 3 9
08:00 AM 5 0 0 0 5 0 0 0 0 0 0 1 0 1 0 0 0 1 1 7
Total Volume 17 0 0 0 17 0 0 0 0 0 0 7 0 7 5 0 0 2 7 31
% App. Total 100 0 0 0 0 0 0 0 0 100 0 71.4 0 0 28.6
PHF .850 .000 .000 .000 .850 .000 .000 .000 .000 .000 .000 .583 .000 .583 .625 .000 .000 .500 .583 .775
Cars 15 0 0 0 15 0 0 0 0 0 0 7 0 7 5 0 0 2 7 29
% Cars 88.2 0 0 0 88.2 0 0 0 0 0 0 100 0 100 100 0 0 100 100 93.5
Trucks and Buses 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
% Trucks and Buses 11.8 0 0 0 11.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.5
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
US 17
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US 17
Right
15
2
0
17
Thru
0
0
0
0
Left
0
0
0
0
Peds
0
0
0
0
InOut Total
0 15 15
0 2 2
0 0 0
0 17 17
Rig
h
t
0 0 0 0
Th
r
u
0 0 0 0
Le
f
t
0 0 0 0
Ou
t
To
t
a
l
In
0
0
0
0
0
0
0
0
0
0
0
0
Left
7
0
0
7
Thru
0
0
0
0
Right
0
0
0
0
Peds
0
0
0
0
Out TotalIn
5 7 12
0 0 0
0 0 0
5 12 7
Le
f
t
0 0 0 0
Th
r
u
0 0 0 0
Ri
g
h
t
5 0 0 5
Pe
d
s
2 0 0 2
To
t
a
l
Ou
t
In
22
7
29
2
0
2
0
0
0
24
31
7
Peak Hour Begins at 07:15 AM
Cars
Trucks and Buses
Bicycles
Peak Hour Data
North
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 190231 US 17 (Market St) @ Lendire Access Road
Site Code : 00190231
Start Date : 4/24/2019
Page No : 4
US 17
Southbound
T-intersection
Westbound
US 17
Northbound
Lendire Access Road
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 6 0 0 0 6 0 0 0 0 0 0 1 0 1 1 0 0 1 2 9
05:15 PM 11 0 0 0 11 0 0 0 0 0 0 2 0 2 0 0 0 0 0 13
05:30 PM 9 0 0 0 9 0 0 0 0 0 0 3 0 3 0 0 0 0 0 12
05:45 PM 7 0 0 0 7 0 0 0 0 0 0 3 0 3 0 0 0 0 0 10
Total Volume 33 0 0 0 33 0 0 0 0 0 0 9 0 9 1 0 0 1 2 44
% App. Total 100 0 0 0 0 0 0 0 0 100 0 50 0 0 50
PHF .750 .000 .000 .000 .750 .000 .000 .000 .000 .000 .000 .750 .000 .750 .250 .000 .000 .250 .250 .846
Cars 33 0 0 0 33 0 0 0 0 0 0 8 0 8 1 0 0 1 2 43
% Cars 100 0 0 0 100 0 0 0 0 0 0 88.9 0 88.9 100 0 0 100 100 97.7
Trucks and Buses 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1
% Trucks and Buses 0 0 0 0 0 0 0 0 0 0 0 11.1 0 11.1 0 0 0 0 0 2.3
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
US 17
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US 17
Right
33
0
0
33
Thru
0
0
0
0
Left
0
0
0
0
Peds
0
0
0
0
InOut Total
0 33 33
0 0 0
0 0 0
0 33 33
Rig
h
t
0 0 0 0
Th
r
u
0 0 0 0
Le
f
t
0 0 0 0
Ou
t
To
t
a
l
In
0
0
0
0
0
0
0
0
0
0
0
0
Left
8
1
0
9
Thru
0
0
0
0
Right
0
0
0
0
Peds
0
0
0
0
Out TotalIn
1 8 9
0 1 1
0 0 0
1 10 9
Le
f
t
0 0 0 0
Th
r
u
0 0 0 0
Rig
h
t
1 0 0 1
Pe
d
s
1 0 0 1
To
t
a
l
Ou
t
In
41
2
43
1
0
1
0
0
0
42
44
2
Peak Hour Begins at 05:00 PM
Cars
Trucks and Buses
Bicycles
Peak Hour Data
North
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
DAVENPORT
119 Brookstown Ave., Suite PH1,
Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 190231 SR 2892(Lendire Rd) @ Lendire Access Rd
Site Code : 00190231
Start Date : 4/25/2019
Page No : 1
Counted by: L. Bounds
Weather: Clear
Groups Printed- Cars - Trucks and Buses
Lendire Road
Southbound
Lendire Access Road
Westbound
Middle Sound Loop Rd.
Northbound Eastbou
nd
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total App. Total Int. Total
07:00 AM 0 62 1 63 3 0 1 4 2 11 0 13 0 80
07:15 AM 0 82 3 85 9 0 4 13 3 15 0 18 0 116
07:30 AM 0 92 4 96 4 0 2 6 4 18 0 22 0 124
07:45 AM 0 91 5 96 4 0 5 9 7 23 0 30 0 135
Total 0 327 13 340 20 0 12 32 16 67 0 83 0 455
08:00 AM 0 70 3 73 6 0 3 9 5 24 0 29 0 111
08:15 AM 0 64 1 65 6 0 7 13 7 23 0 30 0 108
08:30 AM 0 50 3 53 5 0 2 7 5 22 0 27 0 8708:45 AM 0 63 2 65 7 0 4 11 1 32 0 33 0 109
Total 0 247 9 256 24 0 16 40 18 101 0 119 0 415
*** BREAK ***
04:00 PM 0 47 2 49 13 0 5 18 4 41 0 45 0 112
04:15 PM 0 33 1 34 5 0 2 7 0 39 0 39 0 80
04:30 PM 0 49 1 50 6 0 4 10 1 47 0 48 0 108
04:45 PM 0 57 1 58 10 0 4 14 1 45 0 46 0 118
Total 0 186 5 191 34 0 15 49 6 172 0 178 0 418
05:00 PM 0 51 1 52 4 0 6 10 4 69 0 73 0 135
05:15 PM 0 31 3 34 10 0 5 15 2 64 0 66 0 11505:30 PM 0 60 2 62 11 0 11 22 3 100 0 103 0 187
05:45 PM 0 45 1 46 4 0 0 4 0 51 0 51 0 101
Total 0 187 7 194 29 0 22 51 9 284 0 293 0 538
*** BREAK ***
Grand Total 0 947 34 981 107 0 65 172 49 624 0 673 0 1826
Apprch %0 96.5 3.5 62.2 0 37.8 7.3 92.7 0
Total %0 51.9 1.9 53.7 5.9 0 3.6 9.4 2.7 34.2 0 36.9 0
Cars 0 924 34 958 100 0 63 163 48 604 0 652 0 1773
% Cars 0 97.6 100 97.7 93.5 0 96.9 94.8 98 96.8 0 96.9 0 97.1
Trucks and Buses 0 23 0 23 7 0 2 9 1 20 0 21 0 53
% Trucks and Buses 0 2.4 0 2.3 6.5 0 3.1 5.2 2 3.2 0 3.1 0 2.9
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : 190231 SR 2892(Lendire Rd) @ Lendire Access Rd
Site Code : 00190231
Start Date : 4/25/2019
Page No : 2
Lendire Road
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L
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A
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R
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d
Middle Sound Loop Rd.
Right
0 0
0 Thru
924 23
947 Left
34 0
34
InOut Total704 958 1662
27 23 50 731 1712 981
Ri
g
h
t
10
0
7
10
7
Th
r
u
0 0 0
Le
f
t
63
2
65
Ou
t
To
t
a
l
In
82
1
6
3
2
4
5
1
9
1
0
83
2
5
5
17
2
Left
0 0
0
Thru
604 20
624
Right
48 1
49
Out TotalIn
987 652 1639
25 21 46 1012 1685 673
To
t
a
l
Ou
t
In
0
0
0
0
0
0
0
0
0 4/25/2019 07:00 AM
4/25/2019 06:00 PM
CarsTrucks and Buses
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : 190231 SR 2892(Lendire Rd) @ Lendire Access Rd
Site Code : 00190231
Start Date : 4/25/2019
Page No : 3
Lendire Road
Southbound
Lendire Access Road
Westbound
Middle Sound Loop Rd.
Northbound Eastbou
nd
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total App. Total Int. Total
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 82 3 85 9 0 4 13 3 15 0 18 0 116
07:30 AM 0 92 4 96 4 0 2 6 4 18 0 22 0 124
07:45 AM 0 91 5 96 4 0 5 9 7 23 0 30 0 135
08:00 AM 0 70 3 73 6 0 3 9 5 24 0 29 0 111
Total Volume 0 335 15 350 23 0 14 37 19 80 0 99 0 486
% App. Total 0 95.7 4.3 62.2 0 37.8 19.2 80.8 0
PHF .000 .910 .750 .911 .639 .000 .700 .712 .679 .833 .000 .825 .000 .900
Cars 0 331 15 346 19 0 14 33 19 76 0 95 0 474
% Cars 0 98.8 100 98.9 82.6 0 100 89.2 100 95.0 0 96.0 0 97.5
Trucks and Buses 0 4 0 4 4 0 0 4 0 4 0 4 0 12
% Trucks and Buses 0 1.2 0 1.1 17.4 0 0 10.8 0 5.0 0 4.0 0 2.5
Lendire Road
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A
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R
o
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d
Middle Sound Loop Rd.
Right
0
0 0
Thru
331
4 335
Left
15
0 15
InOut Total95 346 441
8 4 12 103 453 350
Rig
h
t
19
4
23
Th
r
u
0 0 0
Le
f
t
14
0
14
Ou
t
To
t
a
l
In
34
3
3
6
7
0
4
4
34
7
1
37
Left
0 0
0
Thru
76 4
80
Right
19 0
19
Out TotalIn
345 95 440
4 4 8 349 448 99
To
t
a
l
Ou
t
In
0
0
0
0
0
0
0
0
0
Peak Hour Begins at 07:15 AM CarsTrucks and Buses
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : 190231 SR 2892(Lendire Rd) @ Lendire Access Rd
Site Code : 00190231
Start Date : 4/25/2019
Page No : 4
Lendire Road
Southbound
Lendire Access Road
Westbound
Middle Sound Loop Rd.
Northbound Eastbou
nd
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total App. Total Int. Total
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 51 1 52 4 0 6 10 4 69 0 73 0 135
05:15 PM 0 31 3 34 10 0 5 15 2 64 0 66 0 115
05:30 PM 0 60 2 62 11 0 11 22 3 100 0 103 0 187
05:45 PM 0 45 1 46 4 0 0 4 0 51 0 51 0 101
Total Volume 0 187 7 194 29 0 22 51 9 284 0 293 0 538
% App. Total 0 96.4 3.6 56.9 0 43.1 3.1 96.9 0
PHF .000 .779 .583 .782 .659 .000 .500 .580 .563 .710 .000 .711 .000 .719
Cars 0 185 7 192 28 0 21 49 8 283 0 291 0 532
% Cars 0 98.9 100 99.0 96.6 0 95.5 96.1 88.9 99.6 0 99.3 0 98.9
Trucks and Buses 0 2 0 2 1 0 1 2 1 1 0 2 0 6
% Trucks and Buses 0 1.1 0 1.0 3.4 0 4.5 3.9 11.1 0.4 0 0.7 0 1.1
Lendire Road
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Middle Sound Loop Rd.
Right
0 0
0 Thru
185 2
187 Left
7 0
7
InOut Total311 192 503
2 2 4 313 507 194
Ri
g
h
t
28
1
29
Th
r
u
0 0 0
Le
f
t
21
1
22
Ou
t
To
t
a
l
In
15
4
9
6
4
1
2
3
16
6
7
51
Left
0 0
0
Thru
283 1
284
Right
8 1
9
Out TotalIn
206 291 497
3 2 5 209 502 293
To
t
a
l
Ou
t
In
0
0
0
0
0
0
0
0
0 Peak Hour Begins at 05:00 PM
Cars
Trucks and Buses
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
Middlesound West – Transportation Impact Analysis
Supporting Documentation
*** NOT TO SCALE ***
PROJECT NUMBER 170257
OGDEN STARBUCKS DEVELOPMENT
NEW HANOVER COUNTY, NC
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
ROADWAY
LEGEND
This document, together with the concepts and designs presented herein, isintended only for the specific purpose and client for which it was prepared.
Reuse of, or improper reliance on, this document by others without writtenauthorization and adaptation by DAVENPORT shall be without liability to
DAVENPORT and shall be a violation of the agreement between DAVENPORTand the client.
BLACK = EXISTING
BLUE = PROPOSED
AM / PM PEAKS
FIGURE A
APPROVED
DEVELOPMENT
Middle Sound Loop
Road
0 / 0
11 / 5
0 / 0
49 / 21
11 / 5
38 / 16
0
/
0
0
/
0
0
/
0
0
/
0
0
/
0
40
/
1
6
0
/
0
51
/
2
1
Ma
r
k
e
t
S
t
r
e
e
t
Site
Access 1
RIGHT-IN ONLY
49
/
2
1
S
7
2
" C
HL
+/- DIRECTION
12" RCP
15" RCP
US HWY 17 MARKET STREET VARIBLE WIDTH BST
DI
DI DI DI
CB
CBCB
DI
36" RCP 36" RCP
18
"
R
C
P
18" RCP
18" HDPE 18
"
R
C
P
30" RCP
24" RCP
30" R
C
P
CB
18" CMP
ABAND
1SF
WOODS
WOODS
WOODS
WOODS
WOODS
WOODS
S
BST
12" CMP
18" CMP
48" WD
4
"
WD
4" WD
1SBK BUS
CANOPY
MTL
LT
6
0
" CHL
72" WD
SOIL
BST
LT
CONC
CONC
6
6
" P
VC
LT
CANOPY
72" WD
S
O
IL
&
G
R
S
CONC
4" WD
4" WD
4" WD4" WD
1SF BUS 1SF BUS
WD
48" WD
PAVERS
CONC
72" WD
BST
BST BST
BST
BST
4" WD
4" WD
7
2
"CHL
3
S
B
W
3
6
"
WD
GR
LT
POLE
ABANDONED
42" CONCCONC
1SF BUS
TRAPS
GREAS
E
LT
S
4" WD
4
" WD
4
"
WD
4
" WD
4
" WD
4" WD
4
" WD
4" WD
S
CONC
POLE
ABANDONED
S
7
2
" WD
4
2" CONC
CONC
3
0
" C
&G30" C&G
3
0
"
C&G
WOODS
18" C&G
ALL PARKING
18" C&G
ALL PARKING
W/BASE
LT
W/BASE
LT
S BST
BST
BSTBST
BST
BST
BST
W/BASE
LT
CONC
84" MTL
CONC
8.5' BK
S
CONC
S CONC
S
LT LT
LT LT
LT
BST
BST
BST
BST
DI
DI12" CONC
12" CONC
12
" CONC
DI
DI
CONC
CONC
CONC
CONC
4"X4
" WD
P
OST
6
0
" CHL
BILLBOARD
CONC
7
2
" C
HL
3
S
B
W
CONC
72" CHL 3 SBW 7
2
" CHL
7
2
"
C
HL
7
2
" CHL
S
S
PLANTERS
WD
LT
LT
CONTAINERS
3-MTL
CONC
C
O
NC
1S
MT
L
1SBLK BUS
C
O
N
C
12" WD
SBST
C
O
N
C
GR
WELL
S
1S
F
B
U
S
2
4
" C
&
G
2
4
" C&
G
S
2
4
" C
&
G
BST
LT
12" RCP
12" RCP
BST
6
" CONC
C
UR
B
ALL
P
AR
KING
I
I
I }
H
a
a Pb
|
b}
bc c bP
}
Pl P
P
P
II
a
a
c
a
a
a
aa
a
HH HH
b
|
VAULT
WATER
T
WC
T
WC
AT
&T
AT
&
T
8" PLAS. CFPU
6
" P
L
A
S
.
C
F
P
U
8" PLAS. CFPU
2
" P
LA
S
. P
NG
8
" P
RIVAT
E
PRIVATE
P
R
IVAT
E
P
N
G
T
WC
(A
AT
F
I)
AT
&
T
AT
&
T
(F
O
)
A
T
&
T
(F
O)
AT&T
AT&T
TWC
90
0
P
R
AT&
T
9
0
0
P
R
AT
&T
900PR AT&T 900PR AT&T
25PR (AATUR) AT&T25PR (AATUR) AT&T
AT&T (FO)AT&T (FO)
PIPING FOUND
NO ASSOCIATED
WM
PIPING FOUND
NO ASSOCIATED
(2) WM's
MCNC (FO)
MCNC (FO)
MCNC (FO)
TWC DUCT
TWC DUCT
A
T
&
T
(F
O
)
100PR AT&T
100PR AT&T
100PR AT&T
EORI
A
T
&T
DUKE/
P
E
D
UKE/
P
E
DUKE
/
P
E
DUKE/PE
EO
RI
EORI
EORI
A
T
&
T
AT&T
(AATUR) AT&T
(AATUR) AT&T
(AATUR) AT&T
(AATUR) AT&T
(AATUR) AT&T
(AATUR) AT&T
(AATUR) AT&T (AATUR) AT&T
100PR AT&T
A
T
&
T
A
T
&
T
6" PNG
18
"
C&G
4
8
" P
VC
S
4
5
' B
S
T
18
" C
&
G
18
"
C
&
G
18
"
C
&
G
18" C&G
18" C&G
18
" C
&
G
18" C&G
18
" C
&
G
18
"
C&G
18
"
C
&
G
18
" C&G
18
" C&
G
CB
CB
60" CONC
PA BST
2
0
'
BS
T
6
0
" C
ONC
60" CONC
12' CONC
S
S
CAN
10
'
G
R
12
'
G
R
C
ON
C
S
US HWY 17 MARKET STREET VARIBLE WIDTH BST
CONC
C
ONC
L
IDS
2
8
" DIAM
72" CHL
7
2
"
CHL
S
GUY
LT
LT
LT
60" CHL
LT
LT
LT
18" C&G
LT
LT
LTLT
LT
LT
30" P
VC
R
AIL
SEM I TR A ILER
BUS
1SBLK
WELL
MON
12
' C
ON
C
O
RD
E
R
AR
E
A
D
R
IVE
T
HR
U
12
" RCP
+/
-DIRECTION
3
0
" R
CP
2
4
"
R
C
P
24" RCP
18
"
R
C
P
15
" HDP
E
15
"
H
D
P
E
CB
15" HDPE
15
" HDP
E
15" RCP
18
"
C
&
G
GUY
W/CONC
WELLS
MON
CONC ISLE
CONC
W
60" WD
n
a
I a
I
aa
HII
b
a
n
cb
}
b l HH
HH
HHHH
HH
AT&T (AATUR)
AT&T (AATUR)
AT&T (AATUR)
AT&T (AATUR)AT&T (FO)
AT&T
AT
&T
AT&T
(FO)
AT&T
(FO)
(TS)
(T
S
)
(TS)
EOI
P
RIV
AT
E
MCNC (FO)
MCNC (FO)
P
N
G
P
N
G
6" PNG
6" PNG
4
" P
NG
4" P
NG
8" CFPU
2
"
C
F
P
U
CFP
U
CFP
U
EOI
CFPU
CFPU
DAILEY (CFPU) - 910-332-6626
VERBAL TESTIMONY FROM DAVID
FORCE MAIN DEPICTION IS VIA
WELL
MON
UT
IL
IT
Y
EAS
E
ME
NT
A
CC
E
S
S
, DRAINA
GE
&
DRAINAGE EASEMENT
PROPOSED ACCESS, UTILITY &
UT
IL
IT
Y
EAS
E
MENT
P
ROP
OSE
D
AC
CES
S
EA
S
EME
NT
AT
R
IUM
ACES
S
-
2
MB 52 PG 150
20' PUBLIC EASEMENT
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
MB
5
2
P
G
15
0
MB
5
2
P
G
15
0
EIP
DB
2
4
19
P
G
4
7
2
15
' UT
ILITY
EAS
EMENT
DB 2419 PG 472
15' UTILITY EASEMENT
S
5
0
°0
6
'
4
6
" E
7
8
.
3
4
'
N 39°55'50" E
198.79'
N 39°58'52" E
183.50'
N 40°16'39" E
228.59'
N 40°11'23" E
137.60'
N
4
6
°2
1'0
3
" W
18
0
.0
5
'
N
4
6
°16
'4
1" W
18
0
.0
5
'
N 39°31'45" E
153.48'
N 39°43'22" E
153.36'
S
4
9
°4
4
'3
7
" E
3
8
7
.7
4
'
S
5
0
°0
6
'
2
7
" E
114
.4
2
'
N
4
6
°14
'12
" W
3
3
8
.2
6
'
S
3
9
°0
6'43" E
18
0
.3
2
'
EXISTING R/W
EXISTING R/W
EXISTING
R/
W
EXISTING
R/
W
R/
W
PRIVATE
R/
W
P
RIVATE
S 40°30'29" W
S 39°44'34" W
74.86'
S 39°44'34" W
194.00'
S 48°17'48" W83.96'
N
7
4
°11'3
6
"
W
9
8.
5
8'
N
5
0
°2
6
'
4
3
"
W
N
5
0
°2
8
'
3
0
" W
2
0
5
.9
0
'
PIPING FOUND
NO ASSOCIATED
(2) WM's
1SBLK BUS
1SBK BUS
N 40°37'08" E 99.84'
S
4
9
°4
4
'
3
2
" E
4
2
.8
1'
S 36°36'17" W
80.07'
N 40°15'28" E
100.04'
S 40°05'27" W
79.42'
S
4
9
°4
4
'3
2
" E
4
2
8
.3
3
'
S
4
9
°2
9
'
2
8
"
E
19
1.2
0
'
S
4
9
°5
1'0
4
" E
19
1.19
'S
4
9
°4
0
'
2
2
"
E
19
1.7
2
'
N
4
9
°12
'5
2
" W
4
4
1.
6
8
'
N 40°51'22" E
80.60'
N
4
9
°12
'5
2
" W
4
4
1.6
8
'
N
5
0
°18
'
17
"
W
3
12
.
9
8
'
N 41°52'43" E103.17'
N
5
0
°18
'
17
"
W
2
0
.
0
0
'
S 39°41'43" W
22.00'
N
4
9
°2
0
'2
5
" W
16
8
.
7
5
'
DELORIS RYALS
DB 9905 PG 2197
DB 2026 PG 604
DB 1865 PG 728
MB 34 PG 316
DB 97GS PG 1442
DB 1397 PG 656
JOSEPH E. SHANNON
DB 1389 PG 1122
DB 1130 PG 20
DB 97GS PG 1442
DB 1397 PG 656
DB 1389 PG 1122
DB 941 PG 876
MARY L. WALLACE
N
5
0
°0
5
'
17
" W
4
9
3
.
6
4
'
EXISTING R/W
EXIS
TING
R/
W
60.00'
EX
IST
ING
R/
W
EXISTING R/W
5
0
'
AC
CESS
EAS
EMENT
5
0
' ACCES
S
E
ASE
ME
NT
50.00'
S
R
192
9
-
WE
ND
OVE
R
LANE
DB 34 PG 316
30' UTILITY EASEMENT
3
0
' UTILITY
EAS
EMENT
DB
3
4
PG
3
16
10' AT&T EASEMENT MB 12 PG 281 & MB 34 PG 212
3
0
'
UT
ILIT
Y
EA
S
EMEN
T
MB
3
4
P
G
2
12
DB
5
7
0
7
P
G
173
4
10
'
INGR
E
S
S/
EGR
ES
S
EA
S
EMENT
DB 1026 PG 437
DB
102
6
PG
4
37
EAS
EMENT
INGRES
S/
EGRESS
RODNEY E. MARTIN ET UX
MB 2 PG 78
DB 589 PG 444
DB 1507 PG 55
DB 5324 PG 2731
JAMES R. RYAN
MB 2 PG 78
DENNIS G. STOKLEY
DB 2140 PG 259
MB 21 PG 52
MB 21 PG 38
CAROLYN B. PARRISH
MB 21 PG 61
DB 3177 PG 364
MB 2 PG 78
MB 21 PG 38
BUS
BUS
1SFD
1SFD
S S
S
S
S
G
S
GR
W ABAND
1SFD
COVIL, ET AL
CECIL THOMAS
DB 5305 PG 924
PA BST
BUS
PA BST
BST
PA BST
1SM BUSDI
DI
1SFMTL BUS
MB 2 PG 78
DB 5873 PG 2257
CONC
CONC
BST
1SF BUS
WD
PAVERS
CONC
GR
BST LT
WELL S
1SBKD
G
S
G
SS
S
BST
1SBLK BUS2SF BUS
DB 856 PG 600
DB 1240 PG 1612
DB 5707 PG 1734
DB 5141 PG 1119
JAY PATTERSON
MB 39 PG 58
S
CB
CB
CB
CB
CB CB
S
BUS
GR
EORI
EORI
INFO
OWNER
PROPERTY
TANKS PER
POSSIBLE U/G
(GAS
F
ILLS
?
)
CONC
LT
FOUND
PIPING
NO ASSOCIATED
(2) WM's
EXISTING R/W
LT
BSTPA BST
AT&T
(TS)
(TS)
PA BST
N
5
0
°2
8
'
2
2
"
W
2
8
0
.
2
4
'
DB 4575 PG 600
MB 50 PG 127
CB
15" RCP
VARIBLE
WIDTH
BS
T
SR
1403
-
MIDDLE
SOUND
LOOP
ROAD
(TS)
(TS)
18" C&G
4" W D
BST
PA
PVC8"
VAR
IABLE
WIDTH
BST
LE
NDIR
E
R
OAD
S
DI
MB 50 PG 127
MB 50 PG 127
DB 5696 PG 1466
DB 5557 PG 296
MB 50 PG 127
SS REALTY, LLC
JR DEVELOPERS, LLC.
MB 34 PG 316
DB 5318 PG 2405
OCEANS 3, LLC.
MB 39 PG 58
DB 5459 PG 028
DB 2419 PG 472
DB 1713 PG 903
CAPS
TANK
TRAPS
GREASE
(FO)
AT&T
PROPERTIES, LLC
FOREHAND
PROPERTIES, LLC
FERREIRA
DB 5866 PG 1591
MARY JANE SHOUB
RI CS5, LLC
MB 2 PG 78
DB 1369 PG 1512
EB 96E PG 111
BETTY BRAY COVIL
MB 2 PG 78
DB 5872 PG 1207
PALM COVE APARTMENTS LLC
MB 2 PG 78
DB 4186 PG 229
MB 2 PG 78
DB 1080 PG 605
DB 1713 PG 918
DB 3309 PG 946
GRAVEL
ASPHALT
ASPHALT
1S
BKD
3
6
" MTL
F
ENCE
TOP=4
3.7
6
'
ASPHALT
S
lb
IH
a
EORI
EORI
EORI
AT&T
(FO)
AT
&T
(F
O)
(TS
)
PN
G
CFP
U
CFPU
n
a
I
4" P
LAS
. PNG
MON. U4751-4
NCDOT GPS
TAMMY C. WINSLOW
SALEM SERVICE CORP.
SHIRLEY S. COVIL
DB 5899 PG 1279
TD BANK NA
DECK
18" RCP
18
" RCP
18" RCP
18
" RCP
3
0
' DUKE
UT
IL
IT
Y
E
ASE
ME
NT
N
5
3
°2
9
'
2
5
"
W
4
7
8
.
4
3
'
BY7-3
MON. U4751-4
NCDOT GPS
38.11'
+34.89
42.16'
+47.63
15,065'R
89.00'
75.00'
+78.00
50.00'
+98.00
+51.00
70.00'
65.00'
+41.29
65.00'
+43.45
48.00'
+45.00
65.00'
+01.32
65.00'
+97.63
13
0' R
83.00'
70.00'
+79.00
211
212
215
214
217
218
219
220
221
223
216
2
2
7
227
108.00'
+63.00
76.00
+36.00
88.00
+41.00
83.00'
74.00'
70.00'
+55.00
55.00'
+30.00
50.00'
+38.19
214A
65.00'
+95.00
75.00'
+03.55
41.75'
+50.00
80.00'
65.00'
+70.00
65.00'
+74.00
65.00'
+50.00
70.00'
+50.00
75.00'
+69.16
97.00
+23.00
65.00'
+75.00
76.00
+66.22
76.00
+13.00
75.00'
65.00'
+20.00
74.00'
65.00'
+84.00 74.00'
65.00'
+07.00
82.00'
72.68'
65.00'
+28.00
82.00'
73.72'
65.00'
+99.00
82.00'
69.72'
65.00'
+10.00
75.00'
+01.89
81.02'
+61.09
50.00'
+00.00
65.00'
+43.45
82.00'
+36.00
75.00'
+60.59
73.00'
65.00'
+50.00
73.00'
65.00'
+30.00
65.00'
+91.7579.06'
+80.17 65.00'
+83.19
242A
38.00'
+71.32
24.30'
+80.00
50.00'
+91.68
50.00'
+97.59
222
263.00'
+60.59
263.00'
+84.62
55.97'
+26.25
30.17'
+95.42
55.05'
+29.76
44.43'
+29.80
50.15'
+52.78
39.43'
+52.83
39.66'
+95.73
29.54'
+95.69
47.10'
+35.4328.45'
+38.84
75.00'
+00.00
55.00'
+45.00
99.04'
+00.00
65.00'
+62.73
42.00'
+80.00
30.23'
+75.13
.0
2
5
.0
2
5
.0
2
5
.0
2
5
.003
.003
.0
15
.02
.0
2
5
.0
1
.02
.0
2
5
-Y13- POT Sta. 23+56.19
-Y1- POC Sta. 78+71.31 =
POT Sta. 12+75.00
7
5
7
5 8
0
20
25
PCC
S
ta
. 18+
9
8
.49
PT Sta. 19+98.49
P
OT
S
ta
. 8
5
+
6
2
.7
2
8
5
PT Sta. 80+43.45
PC Sta. 78+25.71
PC Sta. 24+45.70
-Y1- POT STA. 84+97.63
END CONSTRUCTION
PT
Sta
. 25+18
.94
POT
Sta
. 28+50.00
POT Sta. 28+50.00
11'
4
'
-
Y13
-
PROP 10' MUP
21'
22'12'
38'
US 17 BUS MARKET ST
9.5'
+81.11, 66.50' RT
END 1'-6" C&G
10'R
+19.00, 99.73' RT
BEGIN 1'-6" C&G
11'11'11'
P
R
OP
10
' MU
P
BEGIN C&G
+75.06, 21.98' RT
24'18'
12'
-Y13- POT STA. 28+38.84
END CONSTRUCTION
11'
-Y1-
PROP 2'-6" C&G
PROP 2'-6" C&G12
'
12
'
12
'
12
'
12
'
12
'
12
'
12
'
12
'
12
'
12
'
PROP 5" MONO ISLAND
11.5
'11.5
'
11.5
'11.5
'
TIE TO EXIST C&G
CR CR
CR
PROP 2'-6" C&G
PROP 2'-6" C&G
12
'
12
'
11.5
'
11.5
'
12
'
12
'
12
'
4
'
4
'
PROP 5" MONO ISLAND
100' BAY TAPER
+
9
5
.0
0 LANE TAPER
100'
300' SHIFT TAPER (LT & RT)
+
5
8
.6
7
12.7'
11.6'
6'
5.1'
11'
14'
24'
19'
22'
36'
LE
N
D
IR
E
R
D
+90.00, 22.00' LT
TIE TO EXIST C&G
30'R
30'R
30'R
30'R
20'R 20'R
10'R 10'R
20'R20'R 15'R 15'R
20'R 20'R
+16.09, 69.70' RT
END C&G
5'R
PROP
10' MUP
MONO ISLAND
PROP 5" CONC.
+99.76, 50.96' RT
END C&G
CR
10'
10'
10'
10'
10'
+54.37, 33.00' LT
25'R
R
E
T
AIN
E
XIS
T
. IS
LAND
TIE TO EXIST C&G
+54.37, 26' RT
MARKET PLACE PROJECT
INSTALLED UNDER OGDEN
DRAINAGE SYSTEM TO BE
40'
11'
10
0
'
R
T
LANE
T
AP
E
R
30'R
PROP 1'-6" C&G
PROP SIGNAL LOCATION
LOCATION
PROP SIGNAL
T
AP
E
R
R
T
7
5
'
S
H
IF
T
+23.39
2906
2901
2907
2908
2909
2910
2921
2911
2902
2914
2903
2904
2953
RETAIN
RETAIN
CB CB
REMOVE
DI
CB
DI
w/MH
TB JB
CB
CB
CB
CB
w/MH
TB JB
CB
CB
CB
CB
RCP-IV
15"
GRADE TO DRAIN
15"
15"
2935
2930 2937
15"
18"
REMOVE
2933
SEE DETAIL 4
SPEC CUT DITCH
REMOVE
2916
2915
2905
SEE DETAIL 4
SPEC CUT DITCH
RETAIN RETAIN
RETAIN
SYSTEM
RETAIN EXIST.
TO CB 2905
TO DRAIN
SLOPE CURB
REMOVE DI
15" RCP-IV 15" RCP-IV
15" RCP-IV 15" RCP-IV
15" RCP-IV
15" RCP-IV
15" RCP-IV
15" RCP-IV
15" RCP-IV
24" RCP-IV
24" RCP-IV
3
0
"
RC
P-
IV
18" RCP-IV
CB
RCP-IV
15"
REMOVE DI
REMOVE DI
REMOVE
REMO
VE
2954 2955
RETAIN
TB 2GI
CB
TYPE-IV
W/ 24" RCP
EXTEND
COLLAR AND
REMOVE CB
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
M
A
T
C
H
L
IN
E
-
Y
1
-
S
T
A
7
5
+
0
0
(
S
H
E
E
T
2
8
)
NAD 83/ NSRS 2007
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
10
/
8
/
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900 West Trade St., Suite 715
STV Engineers, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
SEE SHEETS 2D-1 & 2D-2 FOR DITCH DETAILS
SEE SHEET 2B-8 FOR CURVE DATA
SEE SHEET 61 FOR -Y13- PROFILE
SEE SHEET 48 FOR -Y1- PROFILE
SEE SHEET 2B-7 FOR INTERSECTION DETAILS
PLACE PROJECT PRIOR TO CONSTRUCTION
OTHERS UNDER TIP U-4751A AND OGDEN MARKET
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From: Dan Cumbo <dcumbo@davenportworld.com>
Sent: Monday, May 20, 2019 2:54 PM
To: Tou Lee <tlee@davenportworld.com>
Cc: Fredric Royal <Fredric.Royal@wilmingtonnc.gov>; Amy Kimes <Amy.Kimes@wilmingtonnc.gov>;
Krupanidhi Koilada <KKoilada@davenportworld.com>; Ben Hughes <bthughes@ncdot.gov>
Subject: Re: Middlesound West Development ‐ Lendire Road
Tou,
I spoke with Amy and Ben today about this matter, and the TIP year analysis will not be required.
Thanks
Dan Cumbo, PE | Senior Associate
DAVENPORT
910‐251‐8912 office
910‐599‐1380 mobile
dcumbo@davenportworld.com
Sent from my iPhone
On May 20, 2019, at 2:35 PM, Tou Lee <tlee@davenportworld.com> wrote:
Fred/Amy,
Per Brad’s email below. The property has not been rezoned since the 1990s. The current zone is B‐2.
As Dan mentioned earlier, it would seem that apartments and some office is a lot less intensive use
compared to the large retail shopping centers proposed on this property in the past. Therefore, it
doesn’t seem like a TIP design year (2038) analysis would be necessary. Please advise whether you agree
or would still require the TIP design year.
Thank you,
From: Schuler, Brad <bschuler@nhcgov.com>
Sent: Thursday, May 16, 2019 3:28 PM
To: Dan Cumbo <dcumbo@davenportworld.com>
Cc: Tou Lee <tlee@davenportworld.com>; Krupanidhi Koilada <KKoilada@davenportworld.com>; Fredric
Royal <Fredric.Royal@wilmingtonnc.gov>; Amy Kimes <Amy.Kimes@wilmingtonnc.gov>
Subject: RE: Middlesound West Development ‐ Lendire Road
Dan,
<image001.png>
Tou Lee, EI | Project Engineer
DAVENPORT
5200 77 Center Drive, Suite 325 | Charlotte, NC 28217
t (704) 200-2864 ext: 21612 | d (704) 579-5197
website | map | email
According to our records, the property was rezoned to the B-2 district in the late 1980s/early
1990s. Please let me know if you need the exact dates.
Thanks,
Brad
Brad Schuler | Senior Planner Planning & Land Use - Planning & Zoning
New Hanover County 230 Government Center Drive, Suite 110
Wilmington , NC 28403 (910) 798-7444 p | (910) 798-7053 f
www.nhcgov.com
From: Dan Cumbo <dcumbo@davenportworld.com>
Sent: Wednesday, May 15, 2019 11:35 AM
To: Schuler, Brad <bschuler@nhcgov.com>
Cc: Tou Lee <tlee@davenportworld.com>; Krupanidhi Koilada <KKoilada@davenportworld.com>; Fredric
Royal <Fredric.Royal@wilmingtonnc.gov>; Amy Kimes <Amy.Kimes@wilmingtonnc.gov>
Subject: Middlesound West Development ‐ Lendire Road
Brad,
We understand that you are looking into this matter described below from the TIA scope approval
letter:
If the development has been rezoned from what was included in the TIP forecast, then
the TIA must include a TIP design year (2038) analysis for the difference of the zoned
use.
Can you give us an update on this?
It would seem that apartments and some office is a lot less intensive use compared to the large retail
shopping centers proposed on this property in the past. Therefore, it doesn’t seem like a TIP design year
(2038) analysis would be necessary.
See below the current land uses and trip generation proposed for the project.
<image002.jpg>
Thanks,
<image001.png>
Dan Cumbo, PE | Senior Associate
DAVENPORT
3722 Shipyard Boulevard, Suite E | Wilmington, NC 28403
t (910) 251-8912 ext: 22201 | c (910) 599-1380 | f (336) 458-9377
website | map | email
LEGEND
AM PEAK HOUR, VL
PM PEAK HOUR, VL
AM PEAK HOUR, VR
PM PEAK HOUR, VR
TURN LANE WARRANT SUMMARY US 17 at Lendire Access Road
Peak Hour
Volumes
Opposing Lefts
AM N/A N/A
PM N/A N/A
Peak Hour Volumes
Opposing Rights
AM 836 40
PM 843 83
LEGEND
AM PEAK HOUR, VL
PM PEAK HOUR, VL
AM PEAK HOUR, VR
PM PEAK HOUR, VR
TURN LANE WARRANT SUMMARY Lendire Road at Site Access 1
Peak Hour
Volumes
Opposing Lefts
AM 139 3
PM 374 5
Peak Hour Volumes
Opposing Rights
AM 139 23
PM 374 49
May 8, 2019
Mr. Dan Cumbo, PE
Davenport Transportation Consultants
3722 Shipyard Blvd, Suite E
Wilmington, NC 28403
RE: Approved Scope for the Traffic Impact Analysis (TIA) associated with the proposed
Middle Sound West
New Hanover County, NC
Dear Mr. Cumbo
Based on the information provided and conversations held to date, it is our understanding that the proposed
development will consist of:
LUC 220: 49 Multifamily Housing (Low-Rise)
LUC 221: 240 Multifamily Housing (Mid-Rise) – Project proposes 3 Story buildings
LUC 712: 32 Employees, Small Office Building
The site plan provided proposes access at the following points:
SR 2892 (Lendire Road) at Site Access 1
Lendire access road (not state maintained) at Site Access 2 (southern proposed access located at access
easement for 17-acre parcel)
Below please find the scope to be used for the Traffic Impact Analysis:
1. Data Collection - Analysis Parameters:
a) Study Intersections
i. For existing intersections, provide turning movement counts for weekday during school (T,W,TH) AM
(7:00am-9:00am) and PM (4:00pm-6:00pm) peak periods, signal timing (if applicable), and lane
geometry:
US 17 (Market Street) at SR 1403 (Middle Sound Loop Road) / SR 2892 (Lendire Road)
US 17 (Market Street) at Lendire access road (not state maintained)
SR 2892 (Lendire Road) at Lendire access road (not state maintained)
SR 2892 (Lendire Road) at Site Access 1
Page 2 of 3
Lendire access road (not state maintained) at Site Access 2 (southern proposed access located
at access easement for 17-acre parcel)
ii. Traffic Signal plans may be acquired by sending an email request to NCDOT and the City of
Wilmington - NCDOT Traffic Services: Ross Kimbro, rkimbro@ncdot.gov or by calling (910) 341-
2200 and the City of Wilmington: Denys Vielkanowitz, denys.vielkanowitz@wilmingtonnc.gov or by
calling (910) 341–4676.
b) Site Trip Generation, Site Trip Distribution and Background Traffic Assumptions
i. Site Trip Generation Estimate
Trip Generation (provided by Davenport and approved by TIA Review Team)
ii. Site Trip Distribution
To be submitted for approval and approved prior to use in the TIA
iii. Adjacent Development (approved but not yet built):
Ogden Starbucks
iv. Planned Roadway Improvements
NCDOT STIP Projects U-4902D (Design Year 2038) and U-4751 (Design Year 2037)
Traffic counts and trip distribution must be modeled in the configuration of U-4902D and U-4751
for this TIA.
If the development has been rezoned from what was included in the TIP forecast, then the TIA
must include a TIP design year (2038) analysis for the difference of the zoned use.
If there is no change in zoning, the TIA must include the Build year of the development, but not a
TIP design year analysis.
The TIA must include documentation of zoning in TIP forecast.
v. Background Traffic Assumptions
Future Build 2021
Growth rate – 1% per year
2. Capacity Analysis: Week day AM & PM Peak Hour
a) Technical Analysis
i. 2019 Existing Conditions
ii. 2021 Future No-Build
[Existing + 1% background growth + approved development trips]
iii. 2021 Build Conditions
[Existing + 1% background growth + approved development trips + site trips]
iv. 2021 Build Conditions + improvements
3. Final Report Submittal:
a) Completed TIA Application
b) Signed and sealed by a Professional Engineer
c) Four bound copies
d) Four Electronic copies to include PDF of TIA and Synchro output files and Synchro analysis files in
digital format
4. Notes:
a) This scope shall remain valid for three months from the date of this letter.
Page 3 of 3
b) Please note that if any changes occur (including but not limited to; land use, intensity, phasing, and/or
site access) additional analysis may be required.
Please contact me at 910-772-4170 with any questions regarding this scope.
Sincerely,
Fred Royal, PE, CFM
Project Engineer
Wilmington Metropolitan Planning Organization
Attachments: Revised Trip Generation Summary (approved as attached)
Traffic Impact Analysis Supplemental Guidelines
Site Map (provided by Davenport)
ec: Ben Hughes, PE, District Engineer, NCDOT
Alex Stewart, PE, Deputy District Engineer, NCDOT
Madi Lee, EI, Development Review Engineer, NCDOT
Jon Roan, Assistant District Engineer, NCDOT
Jessi Leonard, PE, Division Traffic Engineer, NCDOT
Kirsten Spirakis, PE, Senior Assistant Traffic Engineer, NCDOT
Mike Kozlosky, Executive Director, WMPO
Amy Kimes, PE, Senior Project Engineer, WMPO
Bill McDow, Transportation Planner, WMPO
Don Bennett, PE, Traffic Engineer, City of Wilmington
Denys Vielkanowitz, PE, Signal Systems Management Engineer, City of Wilmington
Brad Schuler, Senior Planner, New Hanover County