Z17-08 Proposed TIA updated 8.4.17 - FullProject Number: 170224
Original: June 14, 2017
Revision: July 28, 2017
Prepared for Adam Sosne
The Landing at Lewis Creek Estates
New Hanover County, NC
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 1
The Landing at Lewis Creek Estates – Transportation Impact Analysis
Prepared for Adam Sosne
New Hanover County, NC
July 28, 2017
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 – 2017 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 ........................................................................................................... 9
4.1 Base Assumptions and Standards ......................................................................... 9
4.2 Trip Generation ...................................................................................................... 9
4.3 Trip Distribution .................................................................................................... 10
4.4 Future No Build Traffic ......................................................................................... 10
4.5 Total Traffic .......................................................................................................... 10
Figure 5 – Primary Trip Distribution ........................................................................... 11
Figure 6 – 2021 Future No Build Volumes ................................................................. 12
Figure 7 – Primary Site Trips ..................................................................................... 13
Figure 8 – 2021 Future Build Volumes ...................................................................... 14
5.0 Capacity Analysis ................................................................................................. 15
5.1 Level of Service Evaluation Criteria ..................................................................... 15
5.2 Level of Service Results ...................................................................................... 16
5.3 Level of Service Summary ................................................................................... 17
Figure 9 – Recommended Improvements .................................................................. 20
6.0 Signal Warrant Analysis ...................................................................................... 21
7.0 Summary and Conclusion ................................................................................... 22
Appendix ...................................................................................................................... 23
Level of Service Analysis ....................................................................................... 24
Trip Generation ...................................................................................................... 28
Traffic Volume Data ............................................................................................... 29
Supporting Documentation ..................................................................................... 30
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 2
The Landing at Lewis Creek Estates – Transportation Impact Analysis
Prepared for Adam Sosne
New Hanover County, NC
July 28, 2017
1.0 Introduction
The proposed Landing at Lewis Creek Estates Subdivision is to be located south of
Gordon Road and east of I-40 in New Hanover County, North Carolina. The
development is planned to consist of 236 single family homes and 192 apartments. The
development will utilize one (1) access point on Gordon Road. Figure 1 presents the
preliminary site plan. Figures 2A and 2B show the site location map and vicinity map,
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:
• Gordon Road and NC 132 (N. College Road)/I-40 Eastbound Ramps
• Gordon Road and I-40 Westbound Ramps
• Gordon Road and Blount Drive/Site Access
The above-mentioned intersections were analyzed for the following scenarios:
• 2017 Existing Conditions
• 2021 Future No Build Conditions
• 2021 Future Build-Out Conditions
• 2021 Future Build-Out with Improvements (as necessary)
The build-out analysis year for this project was assumed to be 2021. The AM (7 am –
9 am) and PM (4 pm – 6 pm) weekday peaks were studied.
The North Carolina Department of Transportation (NCDOT), WMPO, and County were
contacted to obtain background information and to ascertain the elements to be
covered in this Transportation Impact Analysis (TIA). Information regarding the property
was provided by Adam Sosne and GSP Consulting, PLLC.
FIGURE 1
SITE PLAN
FIGURE 2A
SITE LOCATION MAP
SITE INDICATOR
FIGURE 2B
VICINITY MAP
STUDY INTERSECTIONS
BACKGROUND
PROPOSED
SITE
07/28/2017 170224 The Landing at Lewis Creek Estates – 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 presents a summary of this review.
Figure 3 illustrates the existing lane geometry.
Table 2.1 - Street Inventory
Facility Name Route # Typical Cross
Section Pavement Width Speed
Limit
Maintained
By
Gordon Road SR 2048
Varies between 2-lane
undivided with
TWLTL,
4-lane divided,
and 2-lane undivided
Approx. 24’-66’ 45 MPH NCDOT
N. College Road NC 132
Varies between 4-lane
undivided,
and 3-lane dividided
Approx. 54’-60’ 45 MPH NCDOT
Blount Drive SR 2135 2-lane undivided Approx. 20’ Not Posted NCDOT
2.2 Existing Traffic Volumes
Existing traffic volumes for this project were collected by DAVENPORT staff. Table 2.2
below contains the dates these counts were conducted. Schools were in session at the
time of traffic counts. Figure 4 shows existing AM and PM peak hour volumes for 2017.
The full reports for these volumes can be found in the appendix.
Table 2.2 - Traffic Volume Data
Count Location: Date
Taken: By:
Gordon Road and NC 132 (N. College Road)/
I-40 Eastbound Ramps 5/23/2017 DAVENPORT
Gordon Road and I-40 Westbound Ramps 5/18/2017 DAVENPORT
Gordon Road and Blount Drive 5/18/2017 DAVENPORT
**
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PROJECTNUMBER170224THELANDINGATLEWISCREEKESTATES
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FIGURE3EXISTING LANE GEOMETRYGordonRoad
1,
1
0
0
'
23
,
0
0
0
A
A
D
T
NC 132
(N. College Road)
BlountDrive
NC 132
(N. College Road)
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B
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I-40
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*** NOT TO SCALE ***
PROJECT NUMBER 170224
THELANDINGATLEWISCREEK
ESTATES
N
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
BLUE = PROPOSED
ROADWAY
LEGEND
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE 4
2017 EXISTING
TRAFFIC VOLUMES
36 / 53
80
/
2
3
Gordon
Road
NC
1
3
2
(N
.
C
o
l
l
e
g
e
R
o
a
d
)
Bl
o
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n
t
Dr
i
v
e
NC
1
3
2
(N
.
C
o
l
l
e
g
e
R
o
a
d
)
I-
4
0
I-40 EB
Off Ramp
143 / 313
35 / 19 17
4
/
8
6
20
6
/
1
7
1
479 / 310
366 / 159
302 / 152
42
6
/
4
0
1
56
/
5
7
57
0
/
5
7
2
87 / 126
14
/
3
3
736 / 805
1
/
0
14
0
/
3
6
3
240 / 284
1024 / 698
4 / 5
876 / 979
0 / 2
1285 / 848
0
/
0
2
/
6
07/28/2017 170224 The Landing at Lewis Creek Estates – 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 NCDOT staff, there is one (1) approved
development in the vicinity of this project. This is the Gordon Road Buy and Go
development. This development consists of a fueling station with 12 vehicle fueling
positions and a 24,800 square foot boat storage center. Site Trips for this approved
development were applied based on the TIA for this development.
More information can be found in the appendix.
3.2 Committed Improvements
Committed Improvements are improvements that are planned by NCDOT, a local
municipality, or a developer in the area, but not yet constructed. Per NCDOT staff, there
is one (1) committed improvement in the vicinity of this project. The above mentioned
approved development will construct a westbound right turn lane with approximately
500 feet of storage at the Gordon Road and I-40 Westbound Ramps intersection. This
improvement was incorporated into all future scenarios.
More information can be found in the appendix.
4.0 Methodology
4.1 Base Assumptions and Standards
In general, the analysis for this project was conducted utilizing commonly accepted
NCDOT standards. The following table contains a summary of the base assumptions:
Table 4.1 - Assumptions
Peak Hour Factor 0.90
Background Traffic Annual Growth Rate 0.5% per year for all roadways
Base Signal Timing/Phasing Provided by NCDOT
Analysis Software Synchro/SimTraffic Version 9.0
Lane widths 12-feet
Truck percentages 2%
4.2 Trip Generation
The proposed development will consist of 236 single family homes and 192 apartment
dwelling units. The development will utilize one (1) access point on Gordon Road. The
projected trip generation potential of the current land use was computed using TripGen
2013 software, based on the 9th Edition of ITE Trip Generation Manual. Tables 4.2
contains the results.
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 10
Table 4.2 - ITE Trip Generation
The Landing at Lewis Creek Estates
Average Weekday Driveway Volumes
24
Hour AM Peak
Hour
PM Peak
Hour Two-
Way
Land Use
ITE
Land
Code
Size Type/
Method Volume Enter Exit Enter Exit
Single
Family
Home
210 236 Dwelling
Units
Adjacent/
Rate 2,247 44 133 149 87
Apartments 220 192 Dwelling
Units
Adjacent/
Rate 1,287 20 78 80 43
Total Site Trips 3,534 64 211 229 130
4.3 Trip Distribution
Site trips for this proposed development were distributed based on the existing traffic
patterns and engineering judgment. The directional distributions for the primary site
trips are as follows:
• 25% to and from the east on Gordon Road
• 25% to and from the north on NC 132 (N. College Road)
• 20% to and from the west on Gordon Road
• 20% to and from the east on I-40
• 10% to and from the west on I-40
The site trip distribution is shown in Figure 5.
4.4 Future No Build Traffic
The 2021 future no build traffic volumes were computed by applying a 0.5%
compounded annual growth rate to the 2017 existing traffic volumes and adding all
approved development trips. Figure 6 shows the 2021 future no build traffic volumes
for AM and PM peaks.
4.5 Total Traffic
The 2021 build-out traffic volumes were obtained by summing 2021 future no build
volumes and site trips due to the proposed project. Site trips are shown in Figure 7.
The resulting build volume totals for AM and PM peaks are shown in Figure 8.
More information can be found in the Traffic Volume Data section of the appendix
*** NOT TO SCALE ***
PROJECT NUMBER 170224
THELANDINGATLEWISCREEK
ESTATES
N
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
BLUE = PROPOSED
ROADWAY
LEGEND
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE 5SITE TRIP DISTRIBUTION
DESTINATION
NODE%
Si
t
e
Ac
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s
s
Gordon
Road
NC
1
3
2
(N
.
C
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Bl
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NC
1
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2
(N
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C
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)
I-40 EB
Off Ramp
I-
4
0
25%
25%20%
20%
10%
10
%
I
N
20
%
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N
25% IN
25
%
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T
75
%
O
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T
10% OUT
65% OUT
55% IN20% IN
25
%
I
N
25% OUT
20% OUT
20% OUT
75% IN
*** NOT TO SCALE ***
PROJECT NUMBER 170224
THELANDINGATLEWISCREEK
ESTATES
N
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
BLUE = PROPOSED
ROADWAY
LEGEND
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE 6
2021 FUTURE NO
BUILD VOLUMES
37 / 54
82
/
2
3
Gordon
Road
NC
1
3
2
(N
.
C
o
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R
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1
3
2
(N
.
C
o
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g
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R
o
a
d
)
I-
4
0
I-40 EB
Off Ramp
153 / 328
36 / 19 17
8
/
8
8
21
7
/
1
8
3
510 / 342
387 / 179
322 / 172
44
2
/
4
1
8
57
/
5
8
58
1
/
5
8
4
89 / 129
14
/
3
4
780 / 856
1
/
0
15
0
/
3
7
9
259 / 307
1101 / 780
4 / 5
901 / 1007
0 / 2
1355 / 916
0
/
0
2
/
6
*** NOT TO SCALE ***
PROJECT NUMBER 170224
THELANDINGATLEWISCREEK
ESTATES
N
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
BLUE = PROPOSED
ROADWAY
LEGEND
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE 7
SITE TRIPS
0 / 0
0
/
0
Gordon
Road
NC
1
3
2
(N
.
C
o
l
l
e
g
e
R
o
a
d
)
Bl
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t
Dr
i
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e
NC
1
3
2
(N
.
C
o
l
l
e
g
e
R
o
a
d
)
I-
4
0
I-40 EB
Off Ramp
13 / 46
0 / 0 0
/
0
6
/
2
3
42 / 26
42 / 26
53 / 33
16
/
5
7
0
/
0
0
/
0
0 / 0
0
/
0
35 / 126
0
/
0
13
/
4
6
21 / 13
137 / 85
0 / 0
0 / 0
0 / 0
0 / 0
0
/
0
0
/
0
Si
t
e
Ac
c
e
s
s
48 / 172
16 / 57
0
/
0
15
8
/
9
8
0
/
0
53
/
3
3
*** NOT TO SCALE ***
PROJECT NUMBER 170224
THELANDINGATLEWISCREEK
ESTATES
N
SIGNALIZED
INTERSECTION
UNSIGNALIZED
INTERSECTION
TRAFFIC MOVEMENT
BLACK = EXISTING
GREY = UNANALYZED
BLUE = PROPOSED
ROADWAY
LEGEND
Thisdocument,togetherwiththeconceptsanddesignspresentedherein,isintendedonlyforthespecificpurposeandclientforwhichitwasprepared.Reuseof,orimproperrelianceon,thisdocumentbyotherswithoutwrittenauthorizationandadaptationbyDAVENPORTshallbewithoutliabilitytoDAVENPORTandshallbeaviolationoftheagreementbetweenDAVENPORTandtheclient.
FIGURE 8
2021 FUTURE BUILD
VOLUMES
37 / 54
82
/
2
3
Gordon
Road
NC
1
3
2
(N
.
C
o
l
l
e
g
e
R
o
a
d
)
Bl
o
u
n
t
Dr
i
v
e
NC
1
3
2
(N
.
C
o
l
l
e
g
e
R
o
a
d
)
I-
4
0
I-40 EB
Off Ramp
166 / 374
36 / 19 17
8
/
8
8
22
4
/
2
0
6
552 / 368
430 / 205
375 / 205
45
8
/
4
7
5
57
/
5
8
58
1
/
5
8
4
89 / 129
14
/
3
4
815 / 982
1
/
0
16
3
/
4
2
5
280 / 320
1238 / 865
4 / 5
901 / 1007
0 / 2
1355 / 916
0
/
0
2
/
6
Si
t
e
Ac
c
e
s
s
48 / 172
16 / 57
0
/
0
15
8
/
9
8
0
/
0
53
/
3
3
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 15
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 the best conditions and Level of Service “F” represents the worst.
Synchro Traffic Modeling software was used to determine the level of service for studied
intersections. Note for unsignalized intersection analysis, the level of service noted is
for the worst approach of the intersection. This is typically the left turn movement for
the side street approach, due to the number of opposing movements. All worksheet
reports from the analyses can be found in the Appendix.
Table 5.1 – Highway Capacity Manual
Levels of Service and Control Delay Criteria
Signalized Intersection Unsignalized Intersection
Level of Service Control Delay Per vehicle (sec) Level of Service Delay Range
(sec)
A 10 A 10
B 10 and 20 B 10 and 15
C 20 and 35 C 15 and 25
D 35 and 55 D 25 and 35
E 55 and 80 E 35 and 50
F 80 F 50
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 16
5.2 Level of Service Results
The results of the study are discussed by intersection below:
Gordon Road and NC 132 (N. College Road)/I-40 Eastbound Ramps
This signalized intersection currently operates at LOS C in the AM and PM peaks. In
2021 future no build conditions, it is expected to operate at LOS E in the AM peak and
LOS F in the PM peak. In 2021 future build conditions, it is expected to operate at LOS
F in the AM and PM peaks. The following improvements are recommended:
• Optimize signal timing
• Increase the southbound left turn lane to 650 feet of storage with appropriate
taper
• Increase the westbound left turn lane to 400 feet of storage with appropriate
taper
While synchro analysis indicates the westbound left turn lane needs storage higher than
the recommended 400 feet, roadway constraints do not allow for a longer turn lane.
With improvements in place, this intersection is expected to operate at LOS D in the AM
and PM peaks.
It should be noted that for future conditions analysis, traffic modeling included protected
only phasing for the traffic signal on all approaches which currently operate as protected
permitted movements. This is required analysis methodology by review agencies, and
why the LOS results change significantly from the existing to build conditions.
Gordon Road and I-40 Westbound Ramps
This unsignalized intersection currently operates at LOS C in the AM peak and LOS D
in the PM peak. In 2021 future no build conditions, it is expected to operate at LOS C in
the AM peak and LOS E in the PM peak. In 2021 future build conditions, it is expected
to operate at LOS C in the AM peak and LOS F in the PM peak. The LOS E/F condition
is typical for stop-controlled approaches onto major streets like Gordon Road, and the
delay is expected to be short-lived. No improvements are recommended.
Gordon Road and Blount Drive/Site Access
This unsignalized intersection currently operates at LOS F in the AM peak and LOS E in
the PM peak. In 2021 future no build conditions, it is expected to remain unchanged. In
2021 future build conditions, it is expected to operate at LOS F in the AM and PM
peaks. A signal warrant analysis was performed for the intersection of Gordon Road
and Blount Drive/Site Access which identified that a traffic signal is warranted. See
section 6.0 for additional information. The following improvements are recommended:
• Signalize the intersection
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 17
• Provide a westbound left turn lane with 100 feet of storage and appropriate taper
• Provide an eastbound right turn lane with 100 feet of storage and appropriate
taper
• Provide a northbound full left turn lane, along with a northbound full through-right
lane that extends back to the first internal driveway
• Design site access according to NCDOT standards
With these improvements in place, LOS D is expected in the AM peak and LOS C in the
PM peak.
5.3 Level of Service Summary
Tables 5.2 – 5.4 present the summary of the level of service analysis.
Table 5.2 - Gordon Road and NC 132 (N. College Road)/I-40 Eastbound Ramps
Scenario Overall
LOS
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2017 Existing C (25.4)
L T R L T R L T R L T R
C (34.0) D (41.5) D (41.5) C (27.4) C (21.3) A (9.8) B (16.3) C (33.2) B (16.0) D (37.1) C (27.6)
C
(27.6)
D (40.3) B (18.1) C (22.6) C (31.5)
2021 Future No
Build E (76.4)
L T R L T R L T R L T R
C
(34.6)
D
(42.9)
D
(42.9)
F
(129.3)
C
(22.6)
B
(11.1)
D
(45.4)
C
(32.8)
B
(16.4)
F
(296.1)
C
(31.4)
C
(31.4)
D (41.5) D (46.0) C (27.5) F (139.7)
2021 Future Build F (91.6)
L T R L T R L T R L T R
C
(34.1)
D
(42.2)
D
(42.2)
F
(208.3)
C
(23.7)
B
(11.8)
D
(46.8)
C
(33.6)
B
(17.3)
F
(331.9)
C
(32.3)
C
(32.3)
D (41.0) E (69.9) C (28.3) F (157.5)
2021 Future Build
with
Improvements
D (45.4)
L T R L T R L T R L T R
D
(49.2)
E
(68.0)
E
(68.0)
F
(87.8)
C
(28.4)
A
(7.0)
E
(64.1)
E
(64.8)
C
(24.8)
F
(80.3)
C
(32.4)
C
(32.4)
E (65.1) C (36.1) D (46.2) D (52.4)
PM Peak Hour
2017 Existing C (27.7)
L T R L T R L T R L T R
C (26.9) C (35.0) C (35.0) B (16.2) B (13.9) A (6.1) B (19.9) D (36.8) C (22.9) D (44.3) C (30.6)
C
(30.6)
C (33.9) B (10.6) C (26.9) D (35.9)
2021 Future No
Build F (84.9)
L T R L T R L T R L T R
C
(27.6)
D
(37.3)
D
(37.3)
E
(55.1)
B
(14.4)
A
(6.6)
D
(46.1)
D
(36.8)
C
(22.8)
F
(359.9)
C
(31.4)
C
(31.4)
D (36.0) C (20.6) C (28.9) F (160.9)
2021 Future Build F (107.3)
L T R L T R L T R L T R
C
(27.8)
D
(41.7)
D
(41.7)
E
(67.4)
B
(14.7)
A
(6.8)
D
(46.1)
D
(36.8)
C
(23.6)
F
(460.7)
C
(31.4)
C
(31.4)
D (40.1) C (24.9) C (28.9) F (214.1)
2021 Future Build
with
Improvements
D (44.5)
L T R L T R L T R L T R
D
(35.5)
E
(71.6)
E
(71.6)
F
(97.6)
C
(21.9)
A
(4.2)
D
(52.3)
D
(52.0)
D
(36.0)
E
(66.4)
C
(27.3)
C
(27.3)
E (67.2) C (33.5) D (41.6) D (43.9)
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 18
Table 5.3 - Gordon Road and I-40 WB Ramps
Scenario
LOS of
Worst
Approach
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2017 Existing C (17.9)
NB Approach
L T R L T R L T R L T R
B
(14.3)
A
(0.0) A
(0.0)
A
(0.0)
F
(61.5)
F
(61.5)
B
(13.2)
A (1.5) A (0.0) C (17.9)
2021 Future No
Build
C (19.1)
NB Approach
L T R L T R L T R L T R
B
(12.7)
A
(0.0) A
(0.0)
A
(0.0)
F
(70.6)
F
(70.6)
B
(13.9)
A (1.3) A (0.0) C (19.1)
2021 Future
Build
C (21.0)
NB Approach
L T R L T R L T R L T R
C
(14.1)
A
(0.0) A
(0.0)
A
(0.0)
F
(90.4)
F
(90.4)
B
(14.1)
A (1.4) A (0.0) C (21.0)
PM Peak Hour
2017 Existing D (32.3)
NB Approach
L T R L T R L T R L T R
B
(12.3)
A
(0.0) A
(0.0)
A
(0.0)
F
(90.2)
F
(90.2)
D
(26.4)
A (1.7) A (0.0) D (32.3)
2021 Future No
Build
E (39.5)
NB Approach
L T R L T R L T R L T R
B
(10.7)
A
(0.0) A
(0.0)
A
(0.0)
F
(112.4)
F
(112.4)
D
(32.2)
A (1.4) A (0.0) E (39.5)
2021 Future
Build
F (76.3)
NB Approach
L T R L T R L T R L T R
B
(11.3)
A
(0.0) A
(0.0)
A
(0.0)
F
(196.5)
F
(196.5)
F
(65.5)
A (1.3) A (0.0) F (76.3)
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 19
Table 5.4 - Gordon Road and Blount Drive/Site Access
Scenario
LOS of
Worse
Approach
Level of Service by Approach
(Delay in sec/veh)
Eastbound Westbound Northbound Southbound
AM Peak Hour
2017 Existing F (93.9)
SB Approach
L T R L T R L T R L T R
B
(12.7)
A
(0.0) A
(0.0)
A
(0.0) F
(93.9) F
(93.9)
A (0.1) A (0.0) F (93.9)
2021 Future
No Build
F (109.1)
SB Approach
L T R L T R L T R L T R
B
(13.2)
A
(0.0) A
(0.0)
A
(0.0) F
(109.1) F
(109.1)
A (0.1) A (0.0) F (109.1)
2021 Future
Build
F (6731.3)
NB Approach
L T R L T R L T R L T R
B
(13.2)
A
(0.0)
A
(0.0)
B
(10.6)
A
(0.0)
A
(0.0)
F
(6731.3)
F
(6731.3)
F
(6731.3)
F
(475.5)
F
(475.5)
F
(475.5)
A (0.1) A (0.1) F (6731.3) F (475.5)
2021 Future
Build with
Improvements
D (48.7)
Signal
L T R L T R L T R L T R
D
(51.0)
D
(51.0)
A
(5.4)
E
(70.9)
C
(34.1)
C
(34.1)
F
(163.5) E (67.3) E (67.3) E
(60.3)
E
(60.3)
E
(60.3)
D (48.7) C (34.6) F (138.2) E (60.3)
PM Peak Hour
2017 Existing E (38.7)
SB Approach
L T R L T R L T R L T R
B
(10.0)
A
(0.0) A
(0.0)
A
(0.0) E
(38.7) E
(38.7)
A (0.1) A (0.0) E (38.7)
2021 Future No Build E (44.6) SB Approach
L T R L T R L T R L T R
B (10.3) A (0.0) A (0.0) A (0.0) E (44.6) E (44.6)
A (0.1) A (0.0) E (44.6)
2021 Future
Build
F (3304.7)
NB Approach
L T R L T R L T R L T R
B
(10.3)
A
(0.0)
A
(0.0)
B
(12.7)
A
(0.0)
A
(0.0)
F
(3304.7)
F
(3304.7)
F
(3304.7)
F
(251.9)
F
(251.9)
F
(251.9)
A (0.0) A (0.7) F (3304.7) F (251.9)
2021 Future
Build with Improvements
C (22.2) Signal
L T R L T R L T R L T R
C (31.2) C (31.2) A (7.3) D (43.0) A (8.0) A (8.0) E (68.0) D (41.2) D (41.2) D (38.2) D (38.2) D (38.2)
C (27.7) B (10.0) E (60.7) D (38.2)
**
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T
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O
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FIGURE9RECOMMENDED IMPROVEMENTSGordonRoad
NC 132
(N. College Road)
BlountDrive
NC 132
(N. College Road)
I-
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'
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'
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'
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07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 21
6.0 Signal Warrant Analysis
A signal warrant analysis was conducted for the intersection of Gordon Road and Blount
Drive/Site Access. The analysis was conducted using PC-Warrants software. The
Federal Highway Administration on Uniform Traffic Control Devices (MUTCD 2009
Edition), has established nine criteria that can be used to justify the installation of a
Traffic Signal, which are the following:
• Warrant 1, Eight-Hour Vehicular Volume
• Warrant 2, Four-Hour Vehicular Volume
• Warrant 3, Peak Hour
• Warrant 4, Pedestrian Volume
• Warrant 5, School Crossing
• Warrant 6, Coordinated Signal system
• Warrant 7, Crash Experience
• Warrant 8, Roadway Network
• Warrant 9, Intersection Near a Grade Crossing
For the purpose of this analysis, warrants 1-3 were evaluated, which are related to
traffic volumes.
Based on the results, this intersection satisfies all three (3) warrants for signalization;
eight-hour volume, four-hour volume, and peak hour volume warrants. Based on
MUTCD criteria, signalization may be considered when one or more of these criteria is
satisfied.
It should be noted that these warrants are satisfied even with a reduction of 50% of
minor street right turn volumes, and with a reduction of 100% of minor street right turn
volumes.
Additional information can be found in the appendix.
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 22
7.0 Summary and Conclusion
The proposed Landing at Lewis Creek Estates Subdivision is to be located south of
Gordon Road and east of I-40 in New Hanover County, North Carolina. The
development is planned to consist of 236 single family homes and 192 apartments. The
development will utilize one (1) access point on Gordon Road.
The trip generation indicates that the proposed development is expected to generate a
net total of 3,534 trips per day with 275 trips in the AM peak and 359 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.
It is recommended to optimize signal timing at the intersection of Gordon Road and NC
132 (N. College Road)/I-40 Eastbound Ramps. Additionally, it is recommended to
increase the southbound left turn lane to 650 feet of storage with appropriate taper and
to increase the westbound left turn lane to 400 feet of storage with appropriate taper.
A signal warrant analysis was performed for the intersection of Gordon Road and Blount
Drive/Site Access. Based on projected volumes, this intersection is projected to satisfy
three (3) criteria for signalization, which are the eight-hour volume warrant, four-hour
volume warrant, and peak hour warrant. These criteria are met, even with the exclusion
of 100% of minor street right turn traffic. MUTCD criteria state that signalization may be
considered when one or more of these criteria is met. Based on these results and the
capacity analysis, we recommend signalizing this intersection. Also, it is recommended
to provide a westbound left turn lane with 100 feet of storage and appropriate taper, an
eastbound right turn lane with 100 feet of storage and appropriate taper, and to provide
a northbound full left turn lane along with a full through-right lane that extends to the first
internal driveway.
These recommendations are summarized in Figure 9.
In conclusion, this study has reviewed the impacts of both background traffic and
proposed development traffic, and has provided recommendations to accommodate
future traffic. Please note the proposed site access should be designed according to
NCDOT standards.
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 23
Appendix
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 24
Level of Service Analysis
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 25
Gordon Road and NC 132 (N. College
Road)/I-40 Eastbound Ramps
Lanes, Volumes, Timings
100: NC 132 (N. College Rd) & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract AM Exist
C. Steiss Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)36143353023664798017420642657056
Future Volume (vph)36143353023664798017420642657056
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)17502250752503000
Storage Lanes10111110
Taper Length (ft)50100150150
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.000.950.95
Frt0.9700.8500.8500.987
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018070177018631583177018631583177034930
Flt Permitted0.5230.3520.3540.427
Satd. Flow (perm)97418070656186315836591863158379534930
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)582864661734
Travel Time (s)8.813.110.011.1
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)40159393364075328919322947363362
Shared Lane Traffic (%)
Lane Group Flow (vph)401980336407532891932294736950
Turn TypePermNApm+ptNApm+ovpm+ptNApm+ovpm+ptNA
Protected Phases8 74516752
Permitted Phases844662
Detector Phase88 74516752
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.012.07.07.012.0
Minimum Split (s)25.025.014.025.014.014.025.014.014.025.0
Total Split (s)35.035.020.035.020.015.090.020.020.090.0
Total Split (%)21.2%21.2%12.1%21.2%12.1%9.1%54.5%12.1%12.1%54.5%
Maximum Green (s)29.129.114.429.113.98.983.514.413.983.5
Yellow Time (s)4.54.53.04.53.03.04.83.03.04.8
All-Red Time (s)1.41.42.61.43.13.11.72.63.11.7
Lost Time Adjust (s)-0.9-0.9-0.6-0.9-1.1-1.1-1.5-0.6-1.1-1.5
Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.0
Lead/LagLagLagLeadLeadLeadLagLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.06.02.02.06.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.015.00.00.015.0
Time To Reduce (s)0.00.00.00.00.00.045.00.00.045.0
Recall ModeNoneNoneNoneNoneNoneNoneMinNoneNoneMin
Act Effct Green (s)14.514.534.734.754.926.517.737.937.927.0
Actuated g/C Ratio0.180.180.420.420.660.320.210.460.460.33
v/c Ratio0.240.620.700.520.510.270.480.320.870.61
Control Delay34.041.527.421.39.816.333.216.037.127.6
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay34.041.527.421.39.816.333.216.037.127.6
Lanes, Volumes, Timings
100: NC 132 (N. College Rd) & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract AM Exist
C. Steiss Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSCDCCABCBDC
Approach Delay40.318.122.631.5
Approach LOSDBCC
Queue Length 50th (ft)1894117147115258771172164
Queue Length 95th (ft)50178#23426825056160135#381248
Internal Link Dist (ft)502784581654
Turn Bay Length (ft)17522575250300
Base Capacity (vph)3566624791137105035718117255423452
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.110.300.700.360.510.250.110.320.870.20
Intersection Summary
Area Type:Other
Cycle Length: 165
Actuated Cycle Length: 82.7
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 25.4Intersection LOS: C
Intersection Capacity Utilization 76.7%ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: NC 132 (N. College Rd) & Gordon Road
Lanes, Volumes, Timings
100: NC 132 (N. College Rd) & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract AM FNB
C. Steiss Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)37153363223875108217821744258157
Future Volume (vph)37153363223875108217821744258157
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)17502250752503000
Storage Lanes10111110
Taper Length (ft)50100150150
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.000.950.95
Frt0.9710.8500.8500.987
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018090177018631583177018631583177034930
Flt Permitted0.5120.9500.9500.950
Satd. Flow (perm)95418090177018631583177018631583177034930
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)582864661734
Travel Time (s)8.813.110.011.1
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)41170403584305679119824149164663
Shared Lane Traffic (%)
Lane Group Flow (vph)412100358430567911982414917090
Turn TypePermNAProtNApm+ovProtNApm+ovProtNA
Protected Phases8 74516752
Permitted Phases846
Detector Phase88 74516752
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.012.07.07.012.0
Minimum Split (s)25.025.014.025.014.014.025.014.014.025.0
Total Split (s)35.035.020.035.020.015.090.020.020.090.0
Total Split (%)21.2%21.2%12.1%21.2%12.1%9.1%54.5%12.1%12.1%54.5%
Maximum Green (s)29.129.114.429.113.98.983.514.413.983.5
Yellow Time (s)4.54.53.04.53.03.04.83.03.04.8
All-Red Time (s)1.41.42.61.43.13.11.72.63.11.7
Lost Time Adjust (s)-0.9-0.9-0.6-0.9-1.1-1.1-1.5-0.6-1.1-1.5
Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.0
Lead/LagLagLagLeadLeadLeadLagLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.06.02.02.06.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.015.00.00.015.0
Time To Reduce (s)0.00.00.00.00.00.045.00.00.045.0
Recall ModeNoneNoneNoneNoneNoneNoneMinNoneNoneMin
Act Effct Green (s)15.315.315.135.555.79.719.339.515.124.7
Actuated g/C Ratio0.180.180.180.420.650.110.230.460.180.29
v/c Ratio0.240.651.140.550.550.450.470.331.560.70
Control Delay34.642.9129.322.611.145.432.816.4296.131.4
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay34.642.9129.322.611.145.432.816.4296.131.4
Lanes, Volumes, Timings
100: NC 132 (N. College Rd) & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract AM FNB
C. Steiss Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSCDFCBDCBFC
Approach Delay41.546.027.5139.7
Approach LOSDDCF
Queue Length 50th (ft)19105~225168143469178~374176
Queue Length 95th (ft)51189#461288279104165145#656258
Internal Link Dist (ft)502784581654
Turn Bay Length (ft)17522575250300
Base Capacity (vph)3396433141105103520918167343143440
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.120.331.140.390.550.440.110.331.560.21
Intersection Summary
Area Type:Other
Cycle Length: 165
Actuated Cycle Length: 85.1
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.56
Intersection Signal Delay: 76.4Intersection LOS: E
Intersection Capacity Utilization 79.2%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: NC 132 (N. College Rd) & Gordon Road
Lanes, Volumes, Timings
100: NC 132 (N. College Rd) & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract AM Future Build
C. Steiss Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)37166363754305528217822445858157
Future Volume (vph)37166363754305528217822445858157
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)17502250752503000
Storage Lanes10111110
Taper Length (ft)50100150150
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.000.950.95
Frt0.9730.8500.8500.987
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018120177018631583177018631583177034930
Flt Permitted0.4900.9500.9500.950
Satd. Flow (perm)91318120177018631583177018631583177034930
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)582864661734
Travel Time (s)8.813.110.011.1
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)41184404174786139119824950964663
Shared Lane Traffic (%)
Lane Group Flow (vph)412240417478613911982495097090
Turn TypePermNAProtNApm+ovProtNApm+ovProtNA
Protected Phases8 74516752
Permitted Phases846
Detector Phase88 74516752
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.012.07.07.012.0
Minimum Split (s)25.025.014.025.014.014.025.014.014.025.0
Total Split (s)35.035.020.035.020.015.090.020.020.090.0
Total Split (%)21.2%21.2%12.1%21.2%12.1%9.1%54.5%12.1%12.1%54.5%
Maximum Green (s)29.129.114.429.113.98.983.514.413.983.5
Yellow Time (s)4.54.53.04.53.03.04.83.03.04.8
All-Red Time (s)1.41.42.61.43.13.11.72.63.11.7
Lost Time Adjust (s)-0.9-0.9-0.6-0.9-1.1-1.1-1.5-0.6-1.1-1.5
Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.0
Lead/LagLagLagLeadLeadLeadLagLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.06.02.02.06.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.015.00.00.015.0
Time To Reduce (s)0.00.00.00.00.00.045.00.00.045.0
Recall ModeNoneNoneNoneNoneNoneNoneMinNoneNoneMin
Act Effct Green (s)16.516.515.236.757.09.819.539.815.224.9
Actuated g/C Ratio0.190.190.180.420.660.110.230.460.180.29
v/c Ratio0.240.651.350.610.590.460.470.341.650.71
Control Delay34.142.2208.323.711.846.833.617.3331.932.3
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay34.142.2208.323.711.846.833.617.3331.932.3
Lanes, Volumes, Timings
100: NC 132 (N. College Rd) & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract AM Future Build
C. Steiss Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSCDFCBDCBFC
Approach Delay41.069.928.3157.5
Approach LOSDECF
Queue Length 50th (ft)19113~298195165479282~402178
Queue Length 95th (ft)51199#571326313109172160#708271
Internal Link Dist (ft)502784581654
Turn Bay Length (ft)17522575250300
Base Capacity (vph)3196343091088104120617757263093407
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.130.351.350.440.590.440.110.341.650.21
Intersection Summary
Area Type:Other
Cycle Length: 165
Actuated Cycle Length: 86.6
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.65
Intersection Signal Delay: 91.6Intersection LOS: F
Intersection Capacity Utilization 83.7%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: NC 132 (N. College Rd) & Gordon Road
Lanes, Volumes, Timings
100: NC 132 (N. College Rd) & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract PM Exist
C. Steiss Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)5331319152159310238617140157257
Future Volume (vph)5331319152159310238617140157257
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)17502250752503000
Storage Lanes10111110
Taper Length (ft)50100150150
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.000.950.95
Frt0.9910.8500.8500.986
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018460177018631583177018631583177034900
Flt Permitted0.6460.2640.3660.556
Satd. Flow (perm)1203184604921863158368218631583103634900
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)582864661734
Travel Time (s)8.813.110.011.1
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)5934821169177344269619044663663
Shared Lane Traffic (%)
Lane Group Flow (vph)59369016917734426961904466990
Turn TypePermNApm+ptNApm+ovpm+ptNApm+ovpm+ptNA
Protected Phases8 74516752
Permitted Phases844662
Detector Phase88 74516752
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.012.07.07.012.0
Minimum Split (s)25.025.014.025.014.014.025.014.014.025.0
Total Split (s)35.035.020.035.020.015.090.020.020.090.0
Total Split (%)21.2%21.2%12.1%21.2%12.1%9.1%54.5%12.1%12.1%54.5%
Maximum Green (s)29.129.114.429.113.98.983.514.413.983.5
Yellow Time (s)4.54.53.04.53.03.04.83.03.04.8
All-Red Time (s)1.41.42.61.43.13.11.72.63.11.7
Lost Time Adjust (s)-0.9-0.9-0.6-0.9-1.1-1.1-1.5-0.6-1.1-1.5
Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.0
Lead/LagLagLagLeadLeadLeadLagLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.06.02.02.06.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.015.00.00.015.0
Time To Reduce (s)0.00.00.00.00.00.045.00.00.045.0
Recall ModeNoneNoneNoneNoneNoneNoneMinNoneNoneMin
Act Effct Green (s)30.130.148.848.868.824.816.635.336.731.8
Actuated g/C Ratio0.320.320.510.510.720.260.170.370.380.33
v/c Ratio0.160.640.390.190.300.100.300.320.870.60
Control Delay26.935.016.213.96.119.936.822.944.330.6
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay26.935.016.213.96.119.936.822.944.330.6
Lanes, Volumes, Timings
100: NC 132 (N. College Rd) & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract PM Exist
C. Steiss Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSCCBBABDCDC
Approach Delay33.910.626.935.9
Approach LOSCBCD
Queue Length 50th (ft)25184495154105281224172
Queue Length 95th (ft)633191021051262797134#374280
Internal Link Dist (ft)502784581654
Turn Bay Length (ft)17522575250300
Base Capacity (vph)378581452977114030416626085133290
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.160.640.370.180.300.090.060.310.870.21
Intersection Summary
Area Type:Other
Cycle Length: 165
Actuated Cycle Length: 95.5
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 27.7Intersection LOS: C
Intersection Capacity Utilization 67.4%ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 100: NC 132 (N. College Rd) & Gordon Road
Lanes, Volumes, Timings
100: NC 132 (N. College Rd) & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract PM FNB
C. Steiss Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)5432819172179342238818341858458
Future Volume (vph)5432819172179342238818341858458
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)17502250752503000
Storage Lanes10111110
Taper Length (ft)50100150150
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.000.950.95
Frt0.9920.8500.8500.987
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018480177018631583177018631583177034930
Flt Permitted0.6330.9500.9500.950
Satd. Flow (perm)117918480177018631583177018631583177034930
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)582864661734
Travel Time (s)8.813.110.011.1
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)6036421191199380269820346464964
Shared Lane Traffic (%)
Lane Group Flow (vph)60385019119938026982034647130
Turn TypePermNAProtNApm+ovProtNApm+ovProtNA
Protected Phases8 74516752
Permitted Phases846
Detector Phase88 74516752
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.012.07.07.012.0
Minimum Split (s)25.025.014.025.014.014.025.014.014.025.0
Total Split (s)35.035.020.035.020.015.090.020.020.090.0
Total Split (%)21.2%21.2%12.1%21.2%12.1%9.1%54.5%12.1%12.1%54.5%
Maximum Green (s)29.129.114.429.113.98.983.514.413.983.5
Yellow Time (s)4.54.53.04.53.03.04.83.03.04.8
All-Red Time (s)1.41.42.61.43.13.11.72.63.11.7
Lost Time Adjust (s)-0.9-0.9-0.6-0.9-1.1-1.1-1.5-0.6-1.1-1.5
Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.0
Lead/LagLagLagLeadLeadLeadLagLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.06.02.02.06.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.015.00.00.015.0
Time To Reduce (s)0.00.00.00.00.00.045.00.00.045.0
Recall ModeNoneNoneNoneNoneNoneNoneMinNoneNoneMin
Act Effct Green (s)30.130.115.050.170.28.317.237.215.032.1
Actuated g/C Ratio0.310.310.150.510.720.090.180.380.150.33
v/c Ratio0.160.680.700.210.330.170.300.341.700.62
Control Delay27.637.355.114.46.646.136.822.8359.931.4
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay27.637.355.114.46.646.136.822.8359.931.4
Lanes, Volumes, Timings
100: NC 132 (N. College Rd) & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract PM FNB
C. Steiss Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSCDEBADDCFC
Approach Delay36.020.628.9160.9
Approach LOSDCCF
Queue Length 50th (ft)251941085861155387~401176
Queue Length 95th (ft)65345#2331231534499142#671288
Internal Link Dist (ft)502784581654
Turn Bay Length (ft)17522575250300
Base Capacity (vph)364570273959114018216306052733236
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.160.680.700.210.330.140.060.341.700.22
Intersection Summary
Area Type:Other
Cycle Length: 165
Actuated Cycle Length: 97.4
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.70
Intersection Signal Delay: 84.9Intersection LOS: F
Intersection Capacity Utilization 70.3%ICU Level of Service C
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: NC 132 (N. College Rd) & Gordon Road
Lanes, Volumes, Timings
100: NC 132 (N. College Rd) & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract PM Future Build
C. Steiss Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)5437419205205368238820647558458
Future Volume (vph)5437419205205368238820647558458
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)17502250752503000
Storage Lanes10111110
Taper Length (ft)50100150150
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.000.950.95
Frt0.9930.8500.8500.987
Flt Protected0.9500.9500.9500.950
Satd. Flow (prot)177018500177018631583177018631583177034930
Flt Permitted0.6160.9500.9500.950
Satd. Flow (perm)114718500177018631583177018631583177034930
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45454545
Link Distance (ft)582864661734
Travel Time (s)8.813.110.011.1
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)6041621228228409269822952864964
Shared Lane Traffic (%)
Lane Group Flow (vph)60437022822840926982295287130
Turn TypePermNAProtNApm+ovProtNApm+ovProtNA
Protected Phases8 74516752
Permitted Phases846
Detector Phase88 74516752
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.012.07.07.012.0
Minimum Split (s)25.025.014.025.014.014.025.014.014.025.0
Total Split (s)35.035.020.035.020.015.090.020.020.090.0
Total Split (%)21.2%21.2%12.1%21.2%12.1%9.1%54.5%12.1%12.1%54.5%
Maximum Green (s)29.129.114.429.113.98.983.514.413.983.5
Yellow Time (s)4.54.53.04.53.03.04.83.03.04.8
All-Red Time (s)1.41.42.61.43.13.11.72.63.11.7
Lost Time Adjust (s)-0.9-0.9-0.6-0.9-1.1-1.1-1.5-0.6-1.1-1.5
Total Lost Time (s)5.05.05.05.05.05.05.05.05.05.0
Lead/LagLagLagLeadLeadLeadLagLeadLeadLag
Lead-Lag Optimize?YesYesYesYesYesYesYesYesYes
Vehicle Extension (s)2.02.02.02.02.02.06.02.02.06.0
Minimum Gap (s)3.03.03.03.03.03.03.03.03.03.0
Time Before Reduce (s)0.00.00.00.00.00.015.00.00.015.0
Time To Reduce (s)0.00.00.00.00.00.045.00.00.045.0
Recall ModeNoneNoneNoneNoneNoneNoneMinNoneNoneMin
Act Effct Green (s)30.130.115.050.170.28.317.237.215.032.1
Actuated g/C Ratio0.310.310.150.510.720.090.180.380.150.33
v/c Ratio0.170.770.840.240.360.170.300.381.930.62
Control Delay27.841.767.414.76.846.136.823.6460.731.4
Queue Delay0.00.00.00.00.00.00.00.00.00.0
Total Delay27.841.767.414.76.846.136.823.6460.731.4
Lanes, Volumes, Timings
100: NC 132 (N. College Rd) & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract PM Future Build
C. Steiss Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
LOSCDEBADDCFC
Approach Delay40.124.928.9214.1
Approach LOSDCCF
Queue Length 50th (ft)2522913268671553100~480176
Queue Length 95th (ft)66#436#2951401684499161#769288
Internal Link Dist (ft)502784581654
Turn Bay Length (ft)17522575250300
Base Capacity (vph)354571273959114018216306052733236
Starvation Cap Reductn00 00000000
Spillback Cap Reductn00 00000000
Storage Cap Reductn00 00000000
Reduced v/c Ratio0.170.770.840.240.360.140.060.381.930.22
Intersection Summary
Area Type:Other
Cycle Length: 165
Actuated Cycle Length: 97.4
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.93
Intersection Signal Delay: 107.3Intersection LOS: F
Intersection Capacity Utilization 77.7%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: NC 132 (N. College Rd) & Gordon Road
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 26
Gordon Road and I-40 Westbound
Ramps
HCM 2010 TWSC
200: I-40 WB Off Ramp/I-40 WB On Ramp & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract AM Exist
C. Steiss Page 1
Intersection
Int Delay, s/veh1.8
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Vol, veh/h87736001024240141140000
Future Vol, veh/h87736001024240141140000
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--Stop--None
Storage Length150-------175---
Veh in Median Storage, #-0--0--0--16965-
Grade, %-0--0--0--0-
Peak Hour Factor909090909090909090909090
Heavy Vehicles, %222222222222
Mvmt Flow97818001138267161156000
Major/MinorMajor1Major2Minor1
Conflicting Flow All14040---015802415409
Stage 1------10111011-
Stage 2------5691404-
Critical Hdwy4.14-----6.846.546.94
Critical Hdwy Stg 1------5.845.54-
Critical Hdwy Stg 2------5.845.54-
Follow-up Hdwy2.22-----3.524.023.32
Pot Cap-1 Maneuver482-00--10032592
Stage 1--00--312315-
Stage 2--00--530204-
Platoon blocked, %---
Mov Cap-1 Maneuver482-----800592
Mov Cap-2 Maneuver------800-
Stage 1------2490-
Stage 2------5300-
ApproachEBWBNB
HCM Control Delay, s1.5017.9
HCM LOSC
Minor Lane/Major MvmtNBLn1NBLn2EBLEBTWBTWBR
Capacity (veh/h)80592482---
HCM Lane V/C Ratio0.2080.2630.201---
HCM Control Delay (s)61.513.214.3---
HCM Lane LOSFBB---
HCM 95th %tile Q(veh)0.710.7---
HCM 2010 TWSC
200: I-40 WB Off Ramp/I-40 WB On Ramp & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract AM FNB
C. Steiss Page 1
Intersection
Int Delay, s/veh1.8
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Vol, veh/h89780001101259141150000
Future Vol, veh/h89780001101259141150000
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--Stop--None
Storage Length150----0--175---
Veh in Median Storage, #-0--0--0--16965-
Grade, %-0--0--0--0-
Peak Hour Factor909090909090909090909090
Heavy Vehicles, %222222222222
Mvmt Flow99867001223288161167000
Major/MinorMajor1Major2Minor1
Conflicting Flow All12230---016762287433
Stage 1------10641064-
Stage 2------6121223-
Critical Hdwy4.14-----6.846.546.94
Critical Hdwy Stg 1------5.845.54-
Critical Hdwy Stg 2------5.845.54-
Follow-up Hdwy2.22-----3.524.023.32
Pot Cap-1 Maneuver566-00--8639571
Stage 1--00--293298-
Stage 2--00--504250-
Platoon blocked, %---
Mov Cap-1 Maneuver566-----710571
Mov Cap-2 Maneuver------710-
Stage 1------2420-
Stage 2------5040-
ApproachEBWBNB
HCM Control Delay, s1.3019.1
HCM LOSC
Minor Lane/Major MvmtNBLn1NBLn2EBLEBTWBTWBR
Capacity (veh/h)71571566---
HCM Lane V/C Ratio0.2350.2920.175---
HCM Control Delay (s)70.613.912.7---
HCM Lane LOSFBB---
HCM 95th %tile Q(veh)0.81.20.6---
HCM 2010 TWSC
200: I-40 WB Off Ramp/I-40 WB On Ramp & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract AM Future Build
C. Steiss Page 1
Intersection
Int Delay, s/veh1.9
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Vol, veh/h89815001238280141163000
Future Vol, veh/h89815001238280141163000
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--Stop--None
Storage Length150----0--175---
Veh in Median Storage, #-0--0--0--16965-
Grade, %-0--0--0--0-
Peak Hour Factor909090909090909090909090
Heavy Vehicles, %222222222222
Mvmt Flow99906001376311161181000
Major/MinorMajor1Major2Minor1
Conflicting Flow All13760---017912479453
Stage 1------11031103-
Stage 2------6881376-
Critical Hdwy4.14-----6.846.546.94
Critical Hdwy Stg 1------5.845.54-
Critical Hdwy Stg 2------5.845.54-
Follow-up Hdwy2.22-----3.524.023.32
Pot Cap-1 Maneuver494-00--7229554
Stage 1--00--279285-
Stage 2--00--460211-
Platoon blocked, %---
Mov Cap-1 Maneuver494-----580554
Mov Cap-2 Maneuver------580-
Stage 1------2230-
Stage 2------4600-
ApproachEBWBNB
HCM Control Delay, s1.4021
HCM LOSC
Minor Lane/Major MvmtNBLn1NBLn2EBLEBTWBTWBR
Capacity (veh/h)58554494---
HCM Lane V/C Ratio0.2870.3270.2---
HCM Control Delay (s)90.414.614.1---
HCM Lane LOSFBB---
HCM 95th %tile Q(veh)11.40.7---
HCM 2010 TWSC
200: I-40 WB Off Ramp/I-40 WB On Ramp & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract PM Exist
C. Steiss Page 1
Intersection
Int Delay, s/veh6.3
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Vol, veh/h12680500698284334363000
Future Vol, veh/h12680500698284334363000
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--Stop--None
Storage Length150-------175---
Veh in Median Storage, #-0--0--0--16965-
Grade, %-0--0--0--0-
Peak Hour Factor909090909090909090909090
Heavy Vehicles, %222222222222
Mvmt Flow14089400776316374403000
Major/MinorMajor1Major2Minor1
Conflicting Flow All10910---015622265447
Stage 1------11741174-
Stage 2------3881091-
Critical Hdwy4.14-----6.846.546.94
Critical Hdwy Stg 1------5.845.54-
Critical Hdwy Stg 2------5.845.54-
Follow-up Hdwy2.22-----3.524.023.32
Pot Cap-1 Maneuver635-00--10340559
Stage 1--00--256264-
Stage 2--00--655289-
Platoon blocked, %---
Mov Cap-1 Maneuver635-----800559
Mov Cap-2 Maneuver------800-
Stage 1------2000-
Stage 2------6550-
ApproachEBWBNB
HCM Control Delay, s1.7032.3
HCM LOSD
Minor Lane/Major MvmtNBLn1NBLn2EBLEBTWBTWBR
Capacity (veh/h)80559635---
HCM Lane V/C Ratio0.5140.7220.22---
HCM Control Delay (s)90.226.412.3---
HCM Lane LOSFDB---
HCM 95th %tile Q(veh)2.260.8---
HCM 2010 TWSC
200: I-40 WB Off Ramp/I-40 WB On Ramp & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract PM FNB
C. Steiss Page 1
Intersection
Int Delay, s/veh8.5
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Vol, veh/h12985600780307344379000
Future Vol, veh/h12985600780307344379000
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--Stop--None
Storage Length150----0--175---
Veh in Median Storage, #-0--0--0--16965-
Grade, %-0--0--0--0-
Peak Hour Factor909090909090909090909090
Heavy Vehicles, %222222222222
Mvmt Flow14395100867341384421000
Major/MinorMajor1Major2Minor1
Conflicting Flow All8670---016712105476
Stage 1------12381238-
Stage 2------433867-
Critical Hdwy4.14-----7.546.546.94
Critical Hdwy Stg 1------6.545.54-
Critical Hdwy Stg 2------6.545.54-
Follow-up Hdwy2.22-----3.524.023.32
Pot Cap-1 Maneuver772-00--6351535
Stage 1--00--186246-
Stage 2--00--571368-
Platoon blocked, %---
Mov Cap-1 Maneuver772-----5442535
Mov Cap-2 Maneuver------5442-
Stage 1------152200-
Stage 2------571368-
ApproachEBWBNB
HCM Control Delay, s1.4047.2
HCM LOSE
Minor Lane/Major MvmtNBLn1NBLn2EBLEBTWBTWBR
Capacity (veh/h)52535772---
HCM Lane V/C Ratio0.8120.7870.186---
HCM Control Delay (s)196.532.210.7---
HCM Lane LOSFDB---
HCM 95th %tile Q(veh)3.47.30.7---
HCM 2010 TWSC
200: I-40 WB Off Ramp/I-40 WB On Ramp & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract PM Future Build
C. Steiss Page 1
Intersection
Int Delay, s/veh13.3
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Vol, veh/h12998200865320344425000
Future Vol, veh/h12998200865320344425000
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--Stop--None
Storage Length150----0--175---
Veh in Median Storage, #-0--0--0--16965-
Grade, %-0--0--0--0-
Peak Hour Factor909090909090909090909090
Heavy Vehicles, %222222222222
Mvmt Flow143109100961356384472000
Major/MinorMajor1Major2Minor1
Conflicting Flow All9610---018592339546
Stage 1------13781378-
Stage 2------481961-
Critical Hdwy4.14-----6.846.546.94
Critical Hdwy Stg 1------5.845.54-
Critical Hdwy Stg 2------5.845.54-
Follow-up Hdwy2.22-----3.524.023.32
Pot Cap-1 Maneuver712-00--6536482
Stage 1--00--199210-
Stage 2--00--588333-
Platoon blocked, %---
Mov Cap-1 Maneuver712-----520482
Mov Cap-2 Maneuver------520-
Stage 1------1590-
Stage 2------5880-
ApproachEBWBNB
HCM Control Delay, s1.3076.3
HCM LOSF
Minor Lane/Major MvmtNBLn1NBLn2EBLEBTWBTWBR
Capacity (veh/h)52482712---
HCM Lane V/C Ratio0.8120.980.201---
HCM Control Delay (s)196.565.511.3---
HCM Lane LOSFFB---
HCM 95th %tile Q(veh)3.412.70.7---
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 27
Gordon Road and Blount Drive/Site
Access
HCM 2010 TWSC
300: Gordon Road & Blount Drive 7/28/2017
170224 Gordon Road Lewis Tract AM Exist
C. Steiss Page 2
Intersection
Int Delay, s/veh0.3
MovementEBLEBTWBTWBRSBLSBR
Lane Configurations
Traffic Vol, veh/h48761285442
Future Vol, veh/h48761285442
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #-00-0-
Grade, %-00-0-
Peak Hour Factor909090909090
Heavy Vehicles, %222222
Mvmt Flow49731428442
Major/MinorMajor1Major2Minor2
Conflicting Flow All14320-024121430
Stage 1----1430-
Stage 2----982-
Critical Hdwy4.12---6.426.22
Critical Hdwy Stg 1----5.42-
Critical Hdwy Stg 2----5.42-
Follow-up Hdwy2.218---3.5183.318
Pot Cap-1 Maneuver474---36165
Stage 1----221-
Stage 2----363-
Platoon blocked, %---
Mov Cap-1 Maneuver474---35165
Mov Cap-2 Maneuver----35-
Stage 1----221-
Stage 2----356-
ApproachEBWBSB
HCM Control Delay, s0.1093.9
HCM LOSF
Minor Lane/Major MvmtEBLEBTWBTWBRSBLn1
Capacity (veh/h)474---47
HCM Lane V/C Ratio0.009---0.142
HCM Control Delay (s)12.70--93.9
HCM Lane LOSBA--F
HCM 95th %tile Q(veh)0---0.5
HCM 2010 TWSC
300: Gordon Road & Blount Drive 7/28/2017
170224 Gordon Road Lewis Tract AM FNB
C. Steiss Page 2
Intersection
Int Delay, s/veh0.3
MovementEBLEBTWBTWBRSBLSBR
Lane Configurations
Traffic Vol, veh/h49011355442
Future Vol, veh/h49011355442
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #-00-0-
Grade, %-00-0-
Peak Hour Factor909090909090
Heavy Vehicles, %222222
Mvmt Flow410011506442
Major/MinorMajor1Major2Minor2
Conflicting Flow All15100-025181508
Stage 1----1508-
Stage 2----1010-
Critical Hdwy4.12---6.426.22
Critical Hdwy Stg 1----5.42-
Critical Hdwy Stg 2----5.42-
Follow-up Hdwy2.218---3.5183.318
Pot Cap-1 Maneuver443---31148
Stage 1----202-
Stage 2----352-
Platoon blocked, %---
Mov Cap-1 Maneuver443---30148
Mov Cap-2 Maneuver----30-
Stage 1----202-
Stage 2----345-
ApproachEBWBSB
HCM Control Delay, s0.10109.1
HCM LOSF
Minor Lane/Major MvmtEBLEBTWBTWBRSBLn1
Capacity (veh/h)443---41
HCM Lane V/C Ratio0.01---0.163
HCM Control Delay (s)13.20--109.1
HCM Lane LOSBA--F
HCM 95th %tile Q(veh)0---0.5
HCM 2010 TWSC
300: Site Access/Blount Drive & Gordon Road 7/28/2017
170224 Gordon Road Lewis Tract AM Future Build
C. Steiss Page 2
Intersection
Int Delay, s/veh568.8
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Vol, veh/h4901481613554158453442
Future Vol, veh/h4901481613554158453442
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--None--None
Storage Length------------
Veh in Median Storage, #-0--0--0--0-
Grade, %-0--0--0--0-
Peak Hour Factor909090909090909090909090
Heavy Vehicles, %222222222222
Mvmt Flow41001531815064176459442
Major/MinorMajor1Major2Minor1Minor2
Conflicting Flow All151000105400258425831028261126061508
Stage 1------10371037-15431543-
Stage 2------15471546-10681063-
Critical Hdwy4.12--4.12--7.126.526.227.126.526.22
Critical Hdwy Stg 1------6.125.52-6.125.52-
Critical Hdwy Stg 2------6.125.52-6.125.52-
Follow-up Hdwy2.218--2.218--3.5184.0183.3183.5184.0183.318
Pot Cap-1 Maneuver443--661--~ 17252841625148
Stage 1------279308-144176-
Stage 2------~ 143176-268300-
Platoon blocked, %----
Mov Cap-1 Maneuver443--661--~ 1220284920148
Mov Cap-2 Maneuver------~ 1220-920-
Stage 1------273301-141146-
Stage 2------~ 113146-205293-
ApproachEBWBNBSB
HCM Control Delay, s0.10.1$ 6731.3$ 475.5
HCM LOSFF
Minor Lane/Major MvmtNBLn1EBLEBTEBRWBLWBTWBRSBLn1
Capacity (veh/h)16443--661--15
HCM Lane V/C Ratio14.9310.01--0.027--0.741
HCM Control Delay (s)$ 6731.313.20-10.60-$ 475.5
HCM Lane LOSFBA-BA-F
HCM 95th %tile Q(veh)30.80--0.1--1.8
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
300: Site Access/Blount Drive & Gordon Road 7/28/2017
170224 Gordon Road Lewis TractAM Future Build with Imps
C. Steiss Page 4
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)4901481613554158453442
Future Volume (vph)4901481613554158453442
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)010010000000
Storage Lanes01101000
Taper Length (ft)251002525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8600.973
Flt Protected0.9500.9500.980
Satd. Flow (prot)018631583177018630177016020017760
Flt Permitted0.6980.9500.7510.900
Satd. Flow (perm)013001583177018630139916020016310
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45452525
Link Distance (ft)685891505609
Travel Time (s)10.413.513.816.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)41001531815064176459442
Shared Lane Traffic (%)
Lane Group Flow (vph)010055318151001766300100
Turn TypePermNAPermProtNAPermNAPermNA
Protected Phases21648
Permitted Phases2248
Detector Phase 222164488
Switch Phase
Minimum Initial (s)12.012.012.07.012.07.07.07.07.0
Minimum Split (s)19.019.019.014.019.014.014.014.014.0
Total Split (s)114.0114.0114.014.0128.022.022.022.022.0
Total Split (%)76.0%76.0%76.0%9.3%85.3%14.7%14.7%14.7%14.7%
Maximum Green (s)107.0107.0107.07.0121.015.015.015.015.0
Yellow Time (s)5.05.05.05.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.05.05.05.05.05.0
Lead/LagLagLagLagLead
Lead-Lag Optimize?YesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0
Recall ModeMinMinMinNoneMinMaxMaxMaxMax
Act Effct Green (s)114.6114.69.0123.017.017.017.0
Actuated g/C Ratio0.760.760.060.820.110.110.11
v/c Ratio1.010.040.170.991.110.350.05
Control Delay51.05.470.934.1163.567.360.3
Queue Delay0.00.00.00.00.00.00.0
Total Delay51.05.470.934.1163.567.360.3
LOSDAECFEE
Approach Delay48.734.6138.260.3
Approach LOSDCFE
Lanes, Volumes, Timings
300: Site Access/Blount Drive & Gordon Road 7/28/2017
170224 Gordon Road Lewis TractAM Future Build with Imps
C. Steiss Page 5
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 50th (ft)~108113171166~196589
Queue Length 95th (ft)#13422645#1779#35710829
Internal Link Dist (ft)605811425529
Turn Bay Length (ft)100100
Base Capacity (vph)99312091061527158181184
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio1.010.040.170.991.110.350.05
Intersection Summary
Area Type:Other
Cycle Length: 150
Actuated Cycle Length: 150
Natural Cycle: 150
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.11
Intersection Signal Delay: 48.7Intersection LOS: D
Intersection Capacity Utilization 99.9%ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 300: Site Access/Blount Drive & Gordon Road
HCM 2010 TWSC
300: Gordon Road & Blount Drive 7/28/2017
170224 Gordon Road Lewis Tract PM Exist
C. Steiss Page 2
Intersection
Int Delay, s/veh0.3
MovementEBLEBTWBTWBRSBLSBR
Lane Configurations
Traffic Vol, veh/h5979848246
Future Vol, veh/h5979848246
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #-00-0-
Grade, %-00-0-
Peak Hour Factor909090909090
Heavy Vehicles, %222222
Mvmt Flow61088942247
Major/MinorMajor1Major2Minor2
Conflicting Flow All9440-02042943
Stage 1----943-
Stage 2----1099-
Critical Hdwy4.12---6.426.22
Critical Hdwy Stg 1----5.42-
Critical Hdwy Stg 2----5.42-
Follow-up Hdwy2.218---3.5183.318
Pot Cap-1 Maneuver727---62318
Stage 1----379-
Stage 2----319-
Platoon blocked, %---
Mov Cap-1 Maneuver727---61318
Mov Cap-2 Maneuver----61-
Stage 1----379-
Stage 2----312-
ApproachEBWBSB
HCM Control Delay, s0.1038.7
HCM LOSE
Minor Lane/Major MvmtEBLEBTWBTWBRSBLn1
Capacity (veh/h)727---118
HCM Lane V/C Ratio0.008---0.094
HCM Control Delay (s)100--38.7
HCM Lane LOSAA--E
HCM 95th %tile Q(veh)0---0.3
HCM 2010 TWSC
300: Gordon Road & Blount Drive 7/28/2017
170224 Gordon Road Lewis Tract PM FNB
C. Steiss Page 2
Intersection
Int Delay, s/veh0.3
MovementEBLEBTWBTWBRSBLSBR
Lane Configurations
Traffic Vol, veh/h51007916246
Future Vol, veh/h51007916246
Conflicting Peds, #/hr000000
Sign Control FreeFreeFreeFreeStopStop
RT Channelized-None-None-None
Storage Length----0-
Veh in Median Storage, #-00-0-
Grade, %-00-0-
Peak Hour Factor909090909090
Heavy Vehicles, %222222
Mvmt Flow611191018247
Major/MinorMajor1Major2Minor2
Conflicting Flow All10200-021491019
Stage 1----1019-
Stage 2----1130-
Critical Hdwy4.12---6.426.22
Critical Hdwy Stg 1----5.42-
Critical Hdwy Stg 2----5.42-
Follow-up Hdwy2.218---3.5183.318
Pot Cap-1 Maneuver680---53288
Stage 1----348-
Stage 2----308-
Platoon blocked, %---
Mov Cap-1 Maneuver680---52288
Mov Cap-2 Maneuver----52-
Stage 1----348-
Stage 2----301-
ApproachEBWBSB
HCM Control Delay, s0.1044.6
HCM LOSE
Minor Lane/Major MvmtEBLEBTWBTWBRSBLn1
Capacity (veh/h)680---102
HCM Lane V/C Ratio0.008---0.109
HCM Control Delay (s)10.30--44.6
HCM Lane LOSBA--E
HCM 95th %tile Q(veh)0---0.4
HCM 2010 TWSC
300: Gordon Road & Blount Drive 7/28/2017
170224 Gordon Road Lewis Tract PM Future Build
C. Steiss Page 2
Intersection
Int Delay, s/veh195.1
MovementEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Vol, veh/h5100717257916298433446
Future Vol, veh/h5100717257916298433446
Conflicting Peds, #/hr000000000000
Sign Control FreeFreeFreeFreeFreeFreeStopStopStopStopStopStop
RT Channelized--None--None--None--None
Storage Length------------
Veh in Median Storage, #-0--0--0--0-
Grade, %-0--0--0--0-
Peak Hour Factor909090909090909090909090
Heavy Vehicles, %222222222222
Mvmt Flow611191916310182109437447
Major/MinorMajor1Major2Minor1Minor2
Conflicting Flow All102000131000237723731214239224671019
Stage 1------12261226-11461146-
Stage 2------11511147-12461321-
Critical Hdwy4.12--4.12--7.126.526.227.126.526.22
Critical Hdwy Stg 1------6.125.52-6.125.52-
Critical Hdwy Stg 2------6.125.52-6.125.52-
Follow-up Hdwy2.218--2.218--3.5184.0183.3183.5184.0183.318
Pot Cap-1 Maneuver680--528--~ 24352212330288
Stage 1------218251-242274-
Stage 2------241274-213226-
Platoon blocked, %----
Mov Cap-1 Maneuver680--528--~ 15242211321288
Mov Cap-2 Maneuver------~ 1524-1321-
Stage 1------210242-234198-
Stage 2------167198-168218-
ApproachEBWBNBSB
HCM Control Delay, s00.7$ 3304.7251.9
HCM LOSFF
Minor Lane/Major MvmtNBLn1EBLEBTEBRWBLWBTWBRSBLn1
Capacity (veh/h)20680--528--27
HCM Lane V/C Ratio7.50.008--0.12--0.576
HCM Control Delay (s)$ 3304.710.30-12.70-251.9
HCM Lane LOSFBA-BA-F
HCM 95th %tile Q(veh)19.20--0.4--1.8
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes, Volumes, Timings
300: Gordon Road & Blount Drive 7/28/2017
170224 Gordon Road Lewis TractPM Future Build with Imps
C. Steiss Page 4
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Traffic Volume (vph)5100717257916298433446
Future Volume (vph)5100717257916298433446
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)010010000000
Storage Lanes01101000
Taper Length (ft)251002525
Lane Util. Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Frt0.8500.8650.937
Flt Protected0.9500.9500.987
Satd. Flow (prot)018631583177018630177016110017230
Flt Permitted0.9950.9500.7480.905
Satd. Flow (perm)018531583177018630139316110015800
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)45453025
Link Distance (ft)685794525609
Travel Time (s)10.412.011.916.6
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Adj. Flow (vph)611191916310182109437447
Shared Lane Traffic (%)
Lane Group Flow (vph)0112519163102001094100150
Turn TypePermNAPermProtNAPermNAPermNA
Protected Phases21648
Permitted Phases2248
Detector Phase 222164488
Switch Phase
Minimum Initial (s)12.012.012.07.012.07.07.07.07.0
Minimum Split (s)19.019.019.014.019.014.014.014.014.0
Total Split (s)62.062.062.014.076.014.014.014.014.0
Total Split (%)68.9%68.9%68.9%15.6%84.4%15.6%15.6%15.6%15.6%
Maximum Green (s)55.055.055.07.069.07.07.07.07.0
Yellow Time (s)5.05.05.05.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.05.05.05.05.05.0
Lead/LagLagLagLagLead
Lead-Lag Optimize?YesYesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.03.03.0
Recall ModeMinMinMinNoneMinMinMinMinMin
Act Effct Green (s)54.954.99.265.49.29.29.2
Actuated g/C Ratio0.650.650.110.770.110.110.11
v/c Ratio0.940.190.330.710.730.240.09
Control Delay31.27.343.08.068.041.238.2
Queue Delay0.00.00.00.00.00.00.0
Total Delay31.27.343.08.068.041.238.2
LOSCADAEDD
Approach Delay27.710.060.738.2
Approach LOSCBED
Lanes, Volumes, Timings
300: Gordon Road & Blount Drive 7/28/2017
170224 Gordon Road Lewis TractPM Future Build with Imps
C. Steiss Page 5
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Queue Length 50th (ft)537413420462228
Queue Length 95th (ft)#8857074317#1515427
Internal Link Dist (ft)605714445529
Turn Bay Length (ft)100100
Base Capacity (vph)126910841911548150174171
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio0.890.180.330.660.730.240.09
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 84.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 22.2Intersection LOS: C
Intersection Capacity Utilization 77.4%ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 300: Gordon Road & Blount Drive
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 28
Trip Generation
Trip Generation Summary - Alternative 1
Project:
Alternative:
Open Date:
Analysis Date:
New Project
Alternative 1
5/31/2017
5/31/2017
ITE Land Use Enter Exit Enter Exit
Average Daily Trips
Enter Exit TotalTotalTotal
AM Peak Hour of
Adjacent Street Traffic
PM Peak Hour of
Adjacent Street Traffic
210SFHOUSE 1
236Dwelling Units
2368714917713344224711231124
220 APT 1
192Dwelling Units
12343809878201287643644
Unadjusted Volume 17681766353464211275229130359
Internal Capture Trips000000000
000000000
17681766353464211275229130359
Pass-By Trips
Volume Added to Adjacent Streets
Total AM Peak Hour Internal Capture = 0 Percent
Total PM Peak Hour Internal Capture = 0 Percent
1TRIP GENERATION 2014, TRAFFICWARE, LLC
Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012
07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 29
Traffic Volume Data
File Name : 1. Gordan Road and I40 EB Ramps
Site Code : 00170224
Start Date : 5/23/2017
Page No : 1
Counted By: N.Baskett
*Note: Peds Column under Bikes group
group contains U-turns
Weather: Raining
Groups Printed- Cars - Buses and Trucks - Bikes on Road
College Road
Southbound
Gordan Road
Westbound
I-40 EB Ramps
Northbound
Gordan 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 Exclu. Total Inclu. Total Int. Total07:00 AM 14 132 86 0 232 71 75 95 1 241 57 23 5 0 85 8 34 6 0 48 1 606 607
07:15 AM 7 118 92 0 217 61 52 81 0 194 34 22 8 0 64 3 17 3 0 23 0 498 498
07:30 AM 9 153 84 0 246 98 98 85 0 281 64 34 24 0 122 8 39 2 0 49 0 698 698
07:45 AM 14 110 114 0 238 129 92 94 0 315 64 46 32 0 142 11 28 5 0 44 0 739 739
Total 44 513 376 0 933 359 317 355 1 1031 219 125 69 0 413 30 118 16 0 164 1 2541 2542
08:00 AM 13 155 112 0 280 137 91 66 0 294 43 44 14 0 101 10 41 16 0 67 0 742 742
08:15 AM 20 152 116 0 288 115 85 57 0 257 35 50 10 0 95 6 35 13 0 54 0 694 694
08:30 AM 9 109 93 2 211 54 53 55 0 162 23 13 0 0 36 7 19 5 0 31 2 440 442
08:45 AM 13 156 85 0 254 53 38 52 0 143 36 17 5 1 58 5 29 4 0 38 1 493 494
Total 55 572 406 2 1033 359 267 230 0 856 137 124 29 1 290 28 124 38 0 190 3 2369 2372
04:00 PM 13 192 89 0 294 78 49 49 0 176 32 21 4 0 57 8 59 5 0 72 0 599 599
04:15 PM 7 149 94 0 250 70 39 53 0 162 43 19 1 1 63 13 49 10 0 72 1 547 548
04:30 PM 14 149 84 1 247 63 44 44 0 151 39 14 2 2 55 9 58 3 0 70 3 523 526
04:45 PM 13 133 73 0 219 57 50 37 0 144 24 16 5 0 45 7 51 6 0 64 0 472 472
Total 47 623 340 1 1010 268 182 183 0 633 138 70 12 3 220 37 217 24 0 278 4 2141 2145
05:00 PM 13 148 101 0 262 72 39 37 0 148 39 29 2 0 70 3 63 9 0 75 0 555 555
05:15 PM 15 164 128 0 307 86 52 45 0 183 68 26 8 0 102 3 109 23 0 135 0 727 727
05:30 PM 12 111 87 1 210 73 32 31 0 136 31 13 9 0 53 2 72 9 0 83 1 482 483
05:45 PM 17 149 85 1 251 79 36 39 1 154 33 18 4 0 55 11 69 12 0 92 2 552 554
Total 57 572 401 2 1030 310 159 152 1 621 171 86 23 0 280 19 313 53 0 385 3 2316 2319
Grand Total 203 2280 1523 5 4006 1296 925 920 2 3141 665 405 133 4 1203 114 772 131 0 1017 11 9367 9378
Apprch %5.1 56.9 38 41.3 29.4 29.3 55.3 33.7 11.1 11.2 75.9 12.9
Total %2.2 24.3 16.3 42.8 13.8 9.9 9.8 33.5 7.1 4.3 1.4 12.8 1.2 8.2 1.4 10.9 0.1 99.9
Cars 197 2251 1499 3947 1264 918 912 3095 635 390 132 1160 112 768 130 1010 0 0 9212
% Cars 97 98.7 98.4 0 98.4 97.5 99.2 99.1 50 98.5 95.5 96.3 99.2 75 96.1 98.2 99.5 99.2 0 99.3 0 0 98.2
Buses and Trucks
6 28 24 58 31 7 6 44 30 15 1 46 2 3 1 6 0 0 154
% Buses and Trucks
3 1.2 1.6 0 1.4 2.4 0.8 0.7 0 1.4 4.5 3.7 0.8 0 3.8 1.8 0.4 0.8 0 0.6 0 0 1.6
Bikes on Road 0 1 0 6 1 0 2 4 0 0 0 1 0 1 0 1 0 0 12
% Bikes on Road 0 0 0 100 0.1 0.1 0 0.2 50 0.1 0 0 0 25 0.1 0 0.1 0 0 0.1 0 0 0.1
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 1. Gordan Road and I40 EB Ramps
Site Code : 00170224
Start Date : 5/23/2017
Page No : 2
College Road
G
o
r
d
a
n
R
o
a
d
G
o
r
d
a
n
R
o
a
d
I-40 EB Ramps
Right
197
6
0
203
Thru
2251
28
1
2280
Left
1499
24
0
1523
InOut Total
1784 3947 5731
47 58 105
1 1 2
1832 5838 4006
Rig
h
t
12
6
4
31
1
12
9
6
Th
r
u 91
8
7 0
92
5
Le
f
t
91
2
6 2
92
0
Ou
t
To
t
a
l
In
29
0
2
30
9
4
59
9
6
57
44
10
1
1
3
4
29
6
0
61
0
1
31
4
1
Left
132
1
0
133
Thru
390
15
0
405
Right
635
30
0
665
Out TotalIn
3275 1157 4432
36 46 82
3 0 3
3314 4517 1203
Le
f
t
13
0
1 0
13
1
Th
r
u76
8
3 1
77
2
Ri
g
h
t
11
2
2 0
11
4
To
t
a
l
Ou
t
In
12
4
7
10
1
0
22
5
7
14
6
20
0
1
1
12
6
1
22
7
8
10
1
7
5/23/2017 07:00 AM
5/23/2017 05:45 PM
Cars
Buses and Trucks
Bikes on Road
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 1. Gordan Road and I40 EB Ramps
Site Code : 00170224
Start Date : 5/23/2017
Page No : 3
College Road
Southbound
Gordan Road
Westbound
I-40 EB Ramps
Northbound
Gordan Road
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 07:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 9 153 84 246 98 98 85 281 64 34 24 122 8 39 2 49 698
07:45 AM 14 110 114 238 129 92 94 315 64 46 32 142 11 28 5 44 739
08:00 AM 13 155 112 280 137 91 66 294 43 44 14 101 10 41 16 67 742
08:15 AM 20 152 116 288 115 85 57 257 35 50 10 95 6 35 13 54 694
Total Volume 56 570 426 1052 479 366 302 1147 206 174 80 460 35 143 36 214 2873
% App. Total 5.3 54.2 40.5 41.8 31.9 26.3 44.8 37.8 17.4 16.4 66.8 16.8
PHF .700 .919 .918 .913 .874 .934 .803 .910 .805 .870 .625 .810 .795 .872 .563 .799 .968
Cars 53 558 419 1030 473 365 302 1140 195 170 79 444 34 142 35 211 2825
% Cars 94.6 97.9 98.4 97.9 98.7 99.7 100 99.4 94.7 97.7 98.8 96.5 97.1 99.3 97.2 98.6 98.3
Buses and Trucks 3 12 7 22 5 1 0 6 11 4 1 16 1 1 1 3 47
% Buses and Trucks 5.4 2.1 1.6 2.1 1.0 0.3 0 0.5 5.3 2.3 1.3 3.5 2.9 0.7 2.8 1.4 1.6
Bikes on Road 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1
% Bikes on Road 0 0 0 0 0.2 0 0 0.1 0 0 0 0 0 0 0 0 0.0
College Road
G
o
r
d
a
n
R
o
a
d
G
o
r
d
a
n
R
o
a
d
I-40 EB Ramps
Right
53
3
0
56
Thru
558
12
0
570
Left
419
7
0
426
InOut Total
678 1030 1708
10 22 32
1 0 1
689 1741 1052
Ri
g
h
t
47
3
5 1
47
9
Th
r
u
36
5
1 0
36
6
Le
f
t
30
2
0 0
30
2
Ou
t
To
t
a
l
In
75
6
11
4
0
18
9
6
19
6
25
0
1
1
77
5
19
2
2
11
4
7
Left
79
1
0
80
Thru
170
4
0
174
Right
195
11
0
206
Out TotalIn
894 444 1338
13 16 29
0 0 0
907 1367 460
Le
f
t
35
1 0
36
Th
r
u14
2
1 0
14
3
Rig
h
t
34
1 0
35
To
t
a
l
Ou
t
In
49
7
21
1
70
8
5
3
8
0
0
0
50
2
71
6
21
4
Peak Hour Begins at 07:30 AM
Cars
Buses and Trucks
Bikes on Road
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 1. Gordan Road and I40 EB Ramps
Site Code : 00170224
Start Date : 5/23/2017
Page No : 4
College Road
Southbound
Gordan Road
Westbound
I-40 EB Ramps
Northbound
Gordan Road
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 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 13 148 101 262 72 39 37 148 39 29 2 70 3 63 9 75 555
05:15 PM 15 164 128 307 86 52 45 183 68 26 8 102 3 109 23 135 727
05:30 PM 12 111 87 210 73 32 31 136 31 13 9 53 2 72 9 83 482
05:45 PM 17 149 85 251 79 36 39 154 33 18 4 55 11 69 12 92 552
Total Volume 57 572 401 1030 310 159 152 621 171 86 23 280 19 313 53 385 2316
% App. Total 5.5 55.5 38.9 49.9 25.6 24.5 61.1 30.7 8.2 4.9 81.3 13.8
PHF .838 .872 .783 .839 .901 .764 .844 .848 .629 .741 .639 .686 .432 .718 .576 .713 .796
Cars 56 567 398 1021 303 157 151 611 168 83 23 274 19 313 53 385 2291
% Cars 98.2 99.1 99.3 99.1 97.7 98.7 99.3 98.4 98.2 96.5 100 97.9 100 100 100 100 98.9
Buses and Trucks 1 5 3 9 7 2 1 10 3 3 0 6 0 0 0 0 25
% Buses and Trucks 1.8 0.9 0.7 0.9 2.3 1.3 0.7 1.6 1.8 3.5 0 2.1 0 0 0 0 1.1
Bikes on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bikes on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
College Road
G
o
r
d
a
n
R
o
a
d
G
o
r
d
a
n
R
o
a
d
I-40 EB Ramps
Right
56
1
0
57
Thru
567
5
0
572
Left
398
3
0
401
InOut Total
439 1021 1460
10 9 19
0 0 0
449 1479 1030
Rig
h
t
30
3
7 0
31
0
Th
r
u 15
7
2 0
15
9
Le
f
t 15
1
1 0
15
2
Ou
t
To
t
a
l
In
87
9
61
1
14
9
0
6
10
16
0
0
0
88
5
15
0
6
62
1
Left
23
0
0
23
Thru
83
3
0
86
Right
168
3
0
171
Out TotalIn
737 274 1011
6 6 12
0 0 0
743 1023 280
Le
f
t
53
0 0
53
Th
r
u
31
3
0 0
31
3
Ri
g
h
t
19
0 0
19
To
t
a
l
Ou
t
In
23
6
38
5
62
1
3
0
3
0
0
0
23
9
62
4
38
5
Peak Hour Begins at 05:00 PM
Cars
Buses and Trucks
Bikes on Road
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 2. Gordon Road and I40 WB Ramps
Site Code : 00170224
Start Date : 5/18/2017
Page No : 1
Counted By: N. Baskett
*Note: Peds Column under Bikes group
group contains U-turns
Weather: Clear
Groups Printed- Cars - Buses and Trucks - Bikes on Road
I-40 West On Ramp
Southbound
Gordon Road
Westbound
I-40 West Off Ramp
Northbound
Gordon 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 Exclu. Total Inclu. Total Int. Total07:00 0 0 0 0 0 59 192 0 0 251 46 0 6 0 52 0 127 26 0 153 0 456 456
07:15 0 0 0 0 0 44 242 0 0 286 29 0 4 0 33 0 202 23 0 225 0 544 544
07:30 0 0 0 1 0 82 274 0 0 356 31 0 3 0 34 0 155 22 0 177 1 567 568
07:45 0 0 0 0 0 61 244 0 0 305 39 1 3 0 43 0 195 21 0 216 0 564 564
Total 0 0 0 1 0 246 952 0 0 1198 145 1 16 0 162 0 679 92 0 771 1 2131 2132
08:00 0 0 0 0 0 53 264 0 0 317 41 0 4 0 45 0 184 21 0 205 0 567 567
08:15 0 0 0 0 0 34 229 0 0 263 47 3 4 0 54 0 181 22 0 203 0 520 520
08:30 0 0 0 0 0 35 165 0 0 200 44 0 3 0 47 0 162 14 0 176 0 423 423
08:45 0 0 0 0 0 30 151 0 0 181 34 0 6 0 40 0 147 11 0 158 0 379 379
Total 0 0 0 0 0 152 809 0 0 961 166 3 17 0 186 0 674 68 0 742 0 1889 1889
16:00 0 0 0 0 0 59 167 0 0 226 70 0 7 0 77 0 184 25 0 209 0 512 512
16:15 0 0 0 0 0 56 164 0 0 220 114 1 7 0 122 0 157 28 0 185 0 527 527
16:30 0 0 0 0 0 83 169 0 0 252 73 0 3 0 76 0 168 23 0 191 0 519 519
16:45 0 0 0 0 0 70 155 0 6 225 76 0 8 0 84 0 191 28 0 219 6 528 534
Total 0 0 0 0 0 268 655 0 6 923 333 1 25 0 359 0 700 104 0 804 6 2086 2092
17:00 0 0 0 0 0 85 174 0 0 259 94 0 7 0 101 0 216 41 0 257 0 617 617
17:15 0 0 0 0 0 72 197 0 0 269 104 0 8 0 112 0 211 25 0 236 0 617 617
17:30 0 0 0 0 0 57 172 0 0 229 89 0 10 0 99 0 187 32 1 219 1 547 548
17:45 0 0 0 0 0 52 159 0 0 211 87 0 11 0 98 0 184 19 0 203 0 512 512
Total 0 0 0 0 0 266 702 0 0 968 374 0 36 0 410 0 798 117 1 915 1 2293 2294
Grand Total 0 0 0 1 0 932 3118 0 6 4050 1018 5 94 0 1117 0 2851 381 1 3232 8 8399 8407
Apprch %0 0 0 23 77 0 91.1 0.4 8.4 0 88.2 11.8
Total %0 0 0 0 11.1 37.1 0 48.2 12.1 0.1 1.1 13.3 0 33.9 4.5 38.5 0.1 99.9
Cars 0 0 0 1 921 3056 0 3981 1002 5 91 1098 0 2796 369 3165 0 0 8245
% Cars 0 0 0 100 100 98.8 98 0 66.7 98.2 98.4 100 96.8 0 98.3 0 98.1 96.9 0 97.9 0 0 98.1
Buses and Trucks 0 0 0 0 11 61 0 74 15 0 1 16 0 55 12 67 0 0 157
% Buses and Trucks
0 0 0 0 0 1.2 2 0 33.3 1.8 1.5 0 1.1 0 1.4 0 1.9 3.1 0 2.1 0 0 1.9
Bikes on Road 0 0 0 0 0 1 0 1 1 0 2 3 0 0 0 1 0 0 5
% Bikes on Road 0 0 0 0 0 0 0 0 0 0 0.1 0 2.1 0 0.3 0 0 0 100 0 0 0 0.1
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : 2. Gordon Road and I40 WB Ramps
Site Code : 00170224
Start Date : 5/18/2017
Page No : 2
I-40 West On Ramp
G
o
r
d
o
n
R
o
a
d
G
o
r
d
o
n
R
o
a
d
I-40 West Off Ramp
Right
0
0
0
0
Thru
0
0
0
0
Left
0
0
0
0
InOut Total
1295 0 1295
23 0 23
0 0 0
1318 1318 0
Ri
g
h
t
92
1
11
0
93
2
Th
r
u
30
5
6
61
1
31
1
8
Le
f
t
0 0 0 0
Ou
t
To
t
a
l
In
37
9
8
39
7
7
77
7
5
70
72
14
2
1
1
2
38
6
9
79
1
9
40
5
0
Left
91
1
2
94
Thru
5
0
0
5
Right
1002
15
1
1018
Out TotalIn
0 1098 1098
0 16 16
0 3 3
0 1117 1117
Le
f
t
36
9
12
0
38
1
Th
r
u
27
9
6
55
0
28
5
1
Rig
h
t
0 0 0 0
To
t
a
l
Ou
t
In
31
4
7
31
6
5
63
1
2
62
67
12
9
3
0
3
32
1
2
64
4
4
32
3
2
5/18/2017 07:00
5/18/2017 17:45
Cars
Buses and Trucks
Bikes on Road
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : 2. Gordon Road and I40 WB Ramps
Site Code : 00170224
Start Date : 5/18/2017
Page No : 3
I-40 West On Ramp
Southbound
Gordon Road
Westbound
I-40 West Off Ramp
Northbound
Gordon Road
Eastbound
Start Time App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 07:00 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15
07:15 0 0 0 0 44 242 0 286 29 0 4 33 0 202 23 225 544
07:30 0 0 0 0 82 274 0 356 31 0 3 34 0 155 22 177 567
07:45 0 0 0 0 61 244 0 305 39 1 3 43 0 195 21 216 564
08:00 0 0 0 0 53 264 0 317 41 0 4 45 0 184 21 205 567
Total Volume 0 0 0 0 240 1024 0 1264 140 1 14 155 0 736 87 823 2242
% App. Total 0 0 0 19 81 0 90.3 0.6 9 0 89.4 10.6
PHF .000 .000 .000 .000 .732 .934 .000 .888 .854 .250 .875 .861 .000 .911 .946 .914 .989
Cars 0 0 0 0 239 1012 0 1251 136 1 12 149 0 718 81 799 2199
% Cars 0 0 0 0 99.6 98.8 0 99.0 97.1 100 85.7 96.1 0 97.6 93.1 97.1 98.1
Buses and Trucks 0 0 0 0 1 11 0 12 4 0 1 5 0 18 6 24 41
% Buses and Trucks 0 0 0 0 0.4 1.1 0 0.9 2.9 0 7.1 3.2 0 2.4 6.9 2.9 1.8
Bikes on Road 0 0 0 0 0 1 0 1 0 0 1 1 0 0 0 0 2
% Bikes on Road 0 0 0 0 0 0.1 0 0.1 0 0 7.1 0.6 0 0 0 0 0.1
I-40 West On Ramp
G
o
r
d
o
n
R
o
a
d
G
o
r
d
o
n
R
o
a
d
I-40 West Off Ramp
Right
0
0
0
0
Thru
0
0
0
0
Left
0
0
0
0
InOut Total
321 0 321
7 0 7
0 0 0
328 328 0
Ri
g
h
t
23
9
1 0
24
0
Th
r
u
10
1
2
11
1
10
2
4
Le
f
t
0 0 0 0
Ou
t
To
t
a
l
In
85
4
12
5
1
21
0
5
22
12
34
0
1
1
87
6
21
4
0
12
6
4
Left
12
1
1
14
Thru
1
0
0
1
Right
136
4
0
140
Out TotalIn
0 149 149
0 5 5
0 1 1
0 155 155
Le
f
t
81
6 0
87
Th
r
u
71
8
18
0
73
6
Rig
h
t
0 0 0 0
To
t
a
l
Ou
t
In
10
2
4
79
9
18
2
3
12
24
36
2
0
2
10
3
8
18
6
1
82
3
Peak Hour Begins at 07:15
Cars
Buses and Trucks
Bikes on Road
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : 2. Gordon Road and I40 WB Ramps
Site Code : 00170224
Start Date : 5/18/2017
Page No : 4
I-40 West On Ramp
Southbound
Gordon Road
Westbound
I-40 West Off Ramp
Northbound
Gordon Road
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 12:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 0 0 0 0 70 155 0 225 76 0 8 84 0 191 28 219 528
17:00 0 0 0 0 85 174 0 259 94 0 7 101 0 216 41 257 617
17:15 0 0 0 0 72 197 0 269 104 0 8 112 0 211 25 236 617
17:30 0 0 0 0 57 172 0 229 89 0 10 99 0 187 32 219 547
Total Volume 0 0 0 0 284 698 0 982 363 0 33 396 0 805 126 931 2309
% App. Total 0 0 0 28.9 71.1 0 91.7 0 8.3 0 86.5 13.5
PHF .000 .000 .000 .000 .835 .886 .000 .913 .873 .000 .825 .884 .000 .932 .768 .906 .936
Cars 0 0 0 0 282 684 0 966 362 0 33 395 0 800 124 924 2285
% Cars 0 0 0 0 99.3 98.0 0 98.4 99.7 0 100 99.7 0 99.4 98.4 99.2 99.0
Buses and Trucks 0 0 0 0 2 14 0 16 0 0 0 0 0 5 2 7 23
% Buses and Trucks 0 0 0 0 0.7 2.0 0 1.6 0 0 0 0 0 0.6 1.6 0.8 1.0
Bikes on Road 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1
% Bikes on Road 0 0 0 0 0 0 0 0 0.3 0 0 0.3 0 0 0 0 0.0
I-40 West On Ramp
G
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d
o
n
R
o
a
d
G
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d
o
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R
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a
d
I-40 West Off Ramp
Right
0
0
0
0
Thru
0
0
0
0
Left
0
0
0
0
InOut Total
406 0 406
4 0 4
0 0 0
410 410 0
Ri
g
h
t
28
2
2 0
28
4
Th
r
u 68
4
14
0
69
8
Le
f
t
0 0 0 0
Ou
t
To
t
a
l
In
11
6
2
96
6
21
2
8
5
16
21
1
0
1
11
6
8
21
5
0
98
2
Left
33
0
0
33
Thru
0
0
0
0
Right
362
0
1
363
Out TotalIn
0 395 395
0 0 0
0 1 1
0 396 396
Le
f
t
12
4
2 0
12
6
Th
r
u80
0
5 0
80
5
Rig
h
t
0 0 0 0
To
t
a
l
Ou
t
In
71
7
92
4
16
4
1
14
7
21
0
0
0
73
1
16
6
2
93
1
Peak Hour Begins at 16:45
Cars
Buses and Trucks
Bikes on Road
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph: (336) 744-1636
File Name : 3. Gordan Road and Blount Drive
Site Code : 00170224
Start Date : 5/18/2017
Page No : 1
Counted by: E. Stuart
*Note: Peds Column under bikes group
contains U-turns
Weather: Clear
Groups Printed- Cars - Buses and Trucks - Bikes on Road
Blount Drive
Southbound
Gordon Rd
Westbound
T-Intx
Northbound
Gordon Rd
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 Exclu. Total Inclu. Total Int. Total06:00 AM 2 0 0 0 2 0 140 0 0 140 0 0 0 0 0 0 66 0 0 66 0 208 208
06:15 AM 0 0 0 0 0 0 216 0 0 216 0 0 0 0 0 0 120 0 0 120 0 336 336
06:30 AM 4 0 0 0 4 0 295 0 0 295 0 0 0 0 0 0 196 0 0 196 0 495 495
06:45 AM 0 0 0 0 0 0 282 0 0 282 0 0 0 0 0 0 210 2 0 212 0 494 494
Total 6 0 0 0 6 0 933 0 0 933 0 0 0 0 0 0 592 2 0 594 0 1533 1533
07:00 AM 2 0 0 0 2 1 237 0 0 238 0 0 0 0 0 0 154 1 0 155 0 395 395
07:15 AM 2 0 0 0 2 0 274 0 0 274 0 0 0 0 0 0 207 0 0 207 0 483 483
07:30 AM 0 0 0 0 0 0 353 0 0 353 0 0 0 0 0 0 204 1 0 205 0 558 558
07:45 AM 0 0 0 1 0 0 320 0 0 320 0 0 0 0 0 0 223 1 0 224 1 544 545
Total 4 0 0 1 4 1 1184 0 0 1185 0 0 0 0 0 0 788 3 0 791 1 1980 1981
08:00 AM 1 0 0 0 1 0 315 0 0 315 0 0 0 0 0 0 187 1 0 188 0 504 504
08:15 AM 1 0 0 0 1 0 297 0 0 297 0 0 0 0 0 0 262 1 0 263 0 561 561
08:30 AM 0 0 0 0 0 0 178 0 0 178 0 0 0 0 0 0 154 1 0 155 0 333 333
08:45 AM 1 0 0 0 1 0 176 0 0 176 0 0 0 0 0 0 197 0 0 197 0 374 374
Total 3 0 0 0 3 0 966 0 0 966 0 0 0 0 0 0 800 3 0 803 0 1772 1772
09:00 AM 0 0 0 0 0 0 151 0 0 151 0 0 0 0 0 0 135 0 0 135 0 286 286
09:15 AM 1 0 0 0 1 0 160 0 0 160 0 0 0 0 0 0 141 0 0 141 0 302 302
09:30 AM 1 0 1 0 2 0 151 0 0 151 0 0 0 0 0 0 138 1 0 139 0 292 292
09:45 AM 0 0 0 0 0 0 146 0 0 146 0 0 0 0 0 0 109 1 0 110 0 256 256
Total 2 0 1 0 3 0 608 0 0 608 0 0 0 0 0 0 523 2 0 525 0 1136 1136
10:00 AM 0 0 0 0 0 0 137 0 0 137 0 0 0 0 0 0 111 2 0 113 0 250 250
10:15 AM 1 0 0 0 1 0 115 0 0 115 0 0 0 0 0 0 124 0 0 124 0 240 240
10:30 AM 0 0 0 0 0 0 112 0 0 112 0 0 0 0 0 0 114 0 0 114 0 226 226
10:45 AM 0 0 0 0 0 0 127 0 0 127 0 0 0 0 0 0 120 1 0 121 0 248 248
Total 1 0 0 0 1 0 491 0 0 491 0 0 0 0 0 0 469 3 0 472 0 964 964
11:00 AM 2 0 0 0 2 0 123 0 0 123 0 0 0 0 0 0 141 1 0 142 0 267 267
11:15 AM 2 0 0 0 2 0 136 0 0 136 0 0 0 0 0 0 121 0 0 121 0 259 259
11:30 AM 2 0 0 0 2 1 142 0 0 143 0 0 0 0 0 0 149 0 0 149 0 294 294
11:45 AM 0 0 0 0 0 0 139 0 0 139 0 0 0 0 0 0 147 0 0 147 0 286 286
Total 6 0 0 0 6 1 540 0 0 541 0 0 0 0 0 0 558 1 0 559 0 1106 1106
12:00 PM 2 0 0 0 2 0 196 0 0 196 0 0 0 0 0 0 218 2 0 220 0 418 418
12:15 PM 1 0 0 0 1 0 115 0 0 115 0 0 0 0 0 0 112 2 0 114 0 230 230
12:30 PM 2 0 1 0 3 0 168 0 0 168 0 0 0 0 0 0 143 3 0 146 0 317 317
12:45 PM 0 0 0 0 0 1 147 0 0 148 0 0 0 0 0 0 136 2 0 138 0 286 286
Total 5 0 1 0 6 1 626 0 0 627 0 0 0 0 0 0 609 9 0 618 0 1251 1251
01:00 PM 4 0 0 0 4 0 163 0 0 163 0 0 0 0 0 0 173 0 0 173 0 340 340
01:15 PM 2 0 0 0 2 0 149 0 0 149 0 0 0 0 0 0 161 0 0 161 0 312 312
01:30 PM 1 0 0 1 1 0 163 0 0 163 0 0 0 0 0 0 156 0 0 156 1 320 321
01:45 PM 0 0 0 0 0 0 166 0 0 166 0 0 0 0 0 0 147 0 0 147 0 313 313
Total 7 0 0 1 7 0 641 0 0 641 0 0 0 0 0 0 637 0 0 637 1 1285 1286
02:00 PM 1 0 0 0 1 0 156 0 0 156 0 0 0 0 0 0 171 0 0 171 0 328 328
02:15 PM 0 0 1 0 1 0 180 0 0 180 0 0 0 0 0 0 169 0 0 169 0 350 350
02:30 PM 1 0 0 0 1 1 175 0 0 176 0 0 0 0 0 0 148 2 0 150 0 327 327
02:45 PM 0 0 2 0 2 0 198 0 0 198 0 0 0 0 0 0 168 2 0 170 0 370 370
Total 2 0 3 0 5 1 709 0 0 710 0 0 0 0 0 0 656 4 0 660 0 1375 1375
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 3. Gordan Road and Blount Drive
Site Code : 00170224
Start Date : 5/18/2017
Page No : 2
Groups Printed- Cars - Buses and Trucks - Bikes on Road
Blount Drive
Southbound
Gordon Rd
Westbound
T-Intx
Northbound
Gordon Rd
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 Exclu. Total Inclu. Total Int. Total03:00 PM 0 0 0 0 0 0 201 0 0 201 0 0 0 0 0 0 178 2 0 180 0 381 381
03:15 PM 0 0 0 0 0 0 183 0 0 183 0 0 0 0 0 0 191 4 0 195 0 378 378
03:30 PM 2 0 0 0 2 0 156 0 0 156 0 0 0 0 0 0 193 1 0 194 0 352 352
03:45 PM 3 0 0 0 3 0 114 0 0 114 0 0 0 0 0 0 130 1 0 131 0 248 248
Total 5 0 0 0 5 0 654 0 0 654 0 0 0 0 0 0 692 8 0 700 0 1359 1359
04:00 PM 2 0 0 0 2 0 197 0 0 197 0 0 0 0 0 0 258 3 0 261 0 460 460
04:15 PM 2 0 1 0 3 0 203 0 0 203 0 0 0 0 0 0 226 1 0 227 0 433 433
04:30 PM 2 0 1 0 3 0 204 0 0 204 0 0 0 0 0 0 209 1 0 210 0 417 417
04:45 PM 1 0 0 0 1 0 185 0 0 185 0 0 0 0 0 0 192 0 0 192 0 378 378
Total 7 0 2 0 9 0 789 0 0 789 0 0 0 0 0 0 885 5 0 890 0 1688 1688
05:00 PM 1 0 0 0 1 1 225 0 0 226 0 0 0 0 0 0 261 2 0 263 0 490 490
05:15 PM 3 0 0 0 3 0 206 0 0 206 0 0 0 0 0 0 256 0 0 256 0 465 465
05:30 PM 1 0 0 0 1 0 225 0 0 225 0 0 0 0 0 0 246 3 0 249 0 475 475
05:45 PM 1 0 0 0 1 1 192 0 0 193 0 0 0 0 0 0 216 0 0 216 0 410 410
Total 6 0 0 0 6 2 848 0 0 850 0 0 0 0 0 0 979 5 0 984 0 1840 1840
06:00 PM 2 0 0 0 2 0 208 0 0 208 0 0 0 0 0 0 177 5 0 182 0 392 392
06:15 PM 4 0 0 0 4 1 153 0 0 154 0 0 0 0 0 0 164 0 0 164 0 322 322
06:30 PM 0 0 0 0 0 0 152 0 0 152 0 0 0 0 0 0 228 0 0 228 0 380 380
06:45 PM 1 0 0 0 1 2 163 0 0 165 0 0 0 0 0 0 191 2 0 193 0 359 359
Total 7 0 0 0 7 3 676 0 0 679 0 0 0 0 0 0 760 7 0 767 0 1453 1453
Grand Total 61 0 7 2 68 9 9665 0 0 9674 0 0 0 0 0 0 8948 52 0 9000 2 18742 18744
Apprch %89.7 0 10.3 0.1 99.9 0 0 0 0 0 99.4 0.6
Total %0.3 0 0 0.4 0 51.6 0 51.6 0 0 0 0 0 47.7 0.3 48 0 100
Cars 58 0 6 66 8 9425 0 9433 0 0 0 0 0 8836 51 8887 0 0 18386
% Cars 95.1 0 85.7 100 94.3 88.9 97.5 0 0 97.5 0 0 0 0 0 0 98.7 98.1 0 98.7 0 0 98.1
Buses and Trucks 3 0 1 4 1 238 0 239 0 0 0 0 0 110 1 111 0 0 354
% Buses and Trucks
4.9 0 14.3 0 5.7 11.1 2.5 0 0 2.5 0 0 0 0 0 0 1.2 1.9 0 1.2 0 0 1.9
Bikes on Road 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 0 0 4
% Bikes on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 3. Gordan Road and Blount Drive
Site Code : 00170224
Start Date : 5/18/2017
Page No : 3
Blount Drive
G
o
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d
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R
d
G
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r
d
o
n
R
d
T-Intx
Right
58
3
0
61
Thru
0
0
0
0
Left
6
1
0
7
InOut Total
59 64 123
2 4 6
0 0 0
61 129 68
Rig
h
t
8 1 0 9
Th
r
u
94
2
5
23
8
2
96
6
5
Le
f
t
0 0 0 0
Ou
t
To
t
a
l
In
88
4
2
94
3
3
18
2
7
5
11
1
23
9
35
0
2
2
4
89
5
5
18
6
2
9
96
7
4
Left
0
0
0
0
Thru
0
0
0
0
Right
0
0
0
0
Out TotalIn
0 0 0
0 0 0
0 0 0
0 0 0
Le
f
t
51
1 0
52
Th
r
u
88
3
6
11
0
2
89
4
8
Ri
g
h
t
0 0 0 0
To
t
a
l
Ou
t
In
94
8
3
88
8
7
18
3
7
0
24
1
11
1
35
2
2
2
4
97
2
6
18
7
2
6
90
0
0
5/18/2017 06:00 AM
5/18/2017 06:45 PM
Cars
Buses and Trucks
Bikes on Road
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 3. Gordan Road and Blount Drive
Site Code : 00170224
Start Date : 5/18/2017
Page No : 4
Blount Drive
Southbound
Gordon Rd
Westbound
T-Intx
Northbound
Gordon 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 06:00 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 0 0 0 0 353 0 353 0 0 0 0 0 204 1 205 558
07:45 AM 0 0 0 0 0 320 0 320 0 0 0 0 0 223 1 224 544
08:00 AM 1 0 0 1 0 315 0 315 0 0 0 0 0 187 1 188 504
08:15 AM 1 0 0 1 0 297 0 297 0 0 0 0 0 262 1 263 561
Total Volume 2 0 0 2 0 1285 0 1285 0 0 0 0 0 876 4 880 2167
% App. Total 100 0 0 0 100 0 0 0 0 0 99.5 0.5
PHF .500 .000 .000 .500 .000 .910 .000 .910 .000 .000 .000 .000 .000 .836 1.00 .837 .966
Cars 2 0 0 2 0 1271 0 1271 0 0 0 0 0 865 4 869 2142
% Cars 100 0 0 100 0 98.9 0 98.9 0 0 0 0 0 98.7 100 98.8 98.8
Buses and Trucks 0 0 0 0 0 14 0 14 0 0 0 0 0 11 0 11 25
% Buses and Trucks 0 0 0 0 0 1.1 0 1.1 0 0 0 0 0 1.3 0 1.3 1.2
Bikes on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bikes on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Blount Drive
G
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d
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R
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G
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R
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T-Intx
Right
2
0
0
2
Thru
0
0
0
0
Left
0
0
0
0
InOut Total
4 2 6
0 0 0
0 0 0
4 6 2
Rig
h
t
0 0 0 0
Th
r
u
12
7
1
14
0
12
8
5
Le
f
t
0 0 0 0
Ou
t
To
t
a
l
In
86
5
12
7
1
21
3
6
11
14
25
0
0
0
87
6
21
6
1
12
8
5
Left
0
0
0
0
Thru
0
0
0
0
Right
0
0
0
0
Out TotalIn
0 0 0
0 0 0
0 0 0
0 0 0
Le
f
t
4 0 0 4
Th
r
u86
5
11
0
87
6
Rig
h
t
0 0 0 0
To
t
a
l
Ou
t
In
12
7
3
86
9
21
4
2
14
11
25
0
0
0
12
8
7
21
6
7
88
0
Peak Hour Begins at 07:30 AM
Cars
Buses and Trucks
Bikes on Road
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
File Name : 3. Gordan Road and Blount Drive
Site Code : 00170224
Start Date : 5/18/2017
Page No : 5
Blount Drive
Southbound
Gordon Rd
Westbound
T-Intx
Northbound
Gordon 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 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 1 0 0 1 1 225 0 226 0 0 0 0 0 261 2 263 490
05:15 PM 3 0 0 3 0 206 0 206 0 0 0 0 0 256 0 256 465
05:30 PM 1 0 0 1 0 225 0 225 0 0 0 0 0 246 3 249 475
05:45 PM 1 0 0 1 1 192 0 193 0 0 0 0 0 216 0 216 410
Total Volume 6 0 0 6 2 848 0 850 0 0 0 0 0 979 5 984 1840
% App. Total 100 0 0 0.2 99.8 0 0 0 0 0 99.5 0.5
PHF .500 .000 .000 .500 .500 .942 .000 .940 .000 .000 .000 .000 .000 .938 .417 .935 .939
Cars 6 0 0 6 2 837 0 839 0 0 0 0 0 977 5 982 1827
% Cars 100 0 0 100 100 98.7 0 98.7 0 0 0 0 0 99.8 100 99.8 99.3
Buses and Trucks 0 0 0 0 0 11 0 11 0 0 0 0 0 2 0 2 13
% Buses and Trucks 0 0 0 0 0 1.3 0 1.3 0 0 0 0 0 0.2 0 0.2 0.7
Bikes on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bikes on Road 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Blount Drive
G
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o
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R
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G
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R
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T-Intx
Right
6
0
0
6
Thru
0
0
0
0
Left
0
0
0
0
InOut Total
7 6 13
0 0 0
0 0 0
7 13 6
Ri
g
h
t
2 0 0 2
Th
r
u
83
7
11
0
84
8
Le
f
t
0 0 0 0
Ou
t
To
t
a
l
In
97
7
83
9
18
1
6
2
11
13
0
0
0
97
9
18
2
9
85
0
Left
0
0
0
0
Thru
0
0
0
0
Right
0
0
0
0
Out TotalIn
0 0 0
0 0 0
0 0 0
0 0 0
Le
f
t
5 0 0 5
Th
r
u97
7
2 0
97
9
Rig
h
t
0 0 0 0
To
t
a
l
Ou
t
In
84
3
98
2
18
2
5
11
2
13
0
0
0
85
4
18
3
8
98
4
Peak Hour Begins at 05:00 PM
Cars
Buses and Trucks
Bikes on Road
Peak Hour Data
North
DAVENPORT
305 West 4th Street, Winston Salem NC, 27101
Ph:(336)744-1636
10
0
10
0
AM
P
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20
1
7
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2
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1
7
B
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20
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Pr
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Ap
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2
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F
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Pr
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Si
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20
2
1
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PM
P
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a
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20
1
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Ap
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D
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2
0
2
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F
N
B
Primary Site Trips2021 Build
EB
L
3
6
3
6
3
7
3
7
3
7
E
B
L
5
3
5
3
5
4
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EB
T
1
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3
1
4
3
1
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6
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1
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3
1
3
1
6
6
E
B
T
3
1
3
3
1
3
3
1
9
9
3
2
8
4
6
3
7
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EB
R
3
5
3
5
3
6
3
6
3
6
E
B
R
1
9
1
9
1
9
1
9
1
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WB
L
3
0
2
3
0
2
3
0
8
1
4
3
2
2
5
3
3
7
5
W
B
L
1
5
2
1
5
2
1
5
5
1
7
1
7
2
3
3
2
0
5
WB
T
3
6
6
3
6
6
3
7
3
1
4
3
8
7
4
2
4
3
0
W
B
T
1
5
9
1
5
9
1
6
2
1
7
1
7
9
2
6
2
0
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WB
R
4
7
9
4
7
9
4
8
9
2
1
5
1
0
4
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5
5
2
W
B
R
3
1
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3
1
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3
1
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2
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2
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NB
L
8
0
8
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8
2
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2
N
B
L
2
3
2
3
2
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2
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NB
T
1
7
4
1
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4
1
7
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1
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1
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N
B
T
8
6
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NB
R
2
0
6
2
0
6
2
1
0
7
2
1
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6
2
2
4
N
B
R
1
7
1
1
7
1
1
7
4
9
1
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3
2
3
2
0
6
SB
L
4
2
6
4
2
6
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3
5
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4
4
2
1
6
4
5
8
S
B
L
4
0
1
4
0
1
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9
9
4
1
8
5
7
4
7
5
SB
T
5
7
0
5
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5
8
1
5
8
1
5
8
1
S
B
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5
7
2
5
7
2
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5
8
4
5
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SB
R
5
6
5
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5
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5
7
5
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S
B
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5
7
5
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5
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5
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To
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2
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0
2
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1
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Primary Site Trips2021 Build
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Primary Site Trips2021 Build
EBL4
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07/28/2017 170224 The Landing at Lewis Creek Estates – Transportation Impact Analysis 30
Supporting Documentation
DAVENPORT
Signal Warrant Analysis
Page No. : 1Signal Warrants - Summary
Major Street Approaches Minor Street Approaches
Eastbound: Gordon Rd
Number of Lanes: 1
85% Speed > 40 MPH.
Total Approach Volume: 10,236
Northbound: Site Access
Number of Lanes: 1
Total Approach Volume: 1,436
Westbound: Gordon Rd
Number of Lanes: 1
85% Speed > 40 MPH.
Total Approach Volume: 10,193
Southbound: Blount Dr
Number of Lanes: 1
Total Approach Volume: 68
Warrant Summary (Rural values apply.)
Warrant 1 - Eight Hour Vehicular Volumes ...........................................................................................................................Satisfied
Warrant 1A - Minimum Vehicular Volume .........................................................................................Not Satisfied
Required volumes reached for 6 hours, 8 are needed
Warrant 1B - Interruption of Continuous Traffic ..............................................................................Satisfied
Required volumes reached for 13 hours, 8 are needed
Warrant 1 A&B - Combination of Warrants ......................................................................................Satisfied
Required volumes reached for 10 hours, 8 are needed
Warrant 2 - Four Hour Volumes .............................................................................................................................................Satisfied
Number of hours (13) volumes exceed minimum >= minimum required (4).
Warrant 3 - Peak Hour ............................................................................................................................................................Satisfied
Warrant 3A - Peak Hour Delay ...........................................................................................................Satisfied
Number of hours (27) volumes exceed minimum >= required (1). Delay data not evaluated.
Warrant 3B - Peak Hour Volumes ......................................................................................................Satisfied
Volumes exceed minimums for at least one hour.
Warrant 4 - Pedestrian Volumes ............................................................................................................................................Not Evaluated
Warrant 5 - School Crossing ..................................................................................................................................................Not Evaluated
Warrant 6 - Coordinated Signal System ...............................................................................................................................Not Evaluated
Warrant 7 - Crash Experience ................................................................................................................................................Not Evaluated
Warrant 8 - Roadway Network ...............................................................................................................................................Not Evaluated
Warrant 9 - Intersection Near a Grade Crossing ..................................................................................................................Not Evaluated
DAVENPORT
Signal Warrant Analysis
Page No. : 2Signal Warrants - Summary
200 400 600 800 1000 1200 1400 1600 1800 0
100
200
300
400
500
600
700
Major Street - Total of Both Directions (VPH)
Mi
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S
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Warrant Curves
Peak Hour Warrant
Four Hour Warrant
[Rural, 1 major lane and 1 minor lane curves used]
07:15
17:1516:1506:15
08:15
09:15
16:0015:4515:3014:4515:1514:3014:15
06:00
15:0014:0013:4513:3013:00
Analysis of 8-Hour Volume Warrants:
War 1A-Minimum Volume War 1B-Interruption of Traffic War 1C-Combination of Warrants
Hour Major Minor Maj Min Hour Major Minor Maj Min Hour Major Minor Maj Min
Begin Total Vol Dir 350 105 Begin Total Vol Dir 525 53 Begin Total Vol Dir 420 84
07:15 2,187 199 NB Yes Yes 16:45 2,057 121 NB Yes Yes 07:00 2,071 186 NB Yes Yes
17:15 1,988 121 NB Yes Yes 07:45 2,038 199 NB Yes Yes 16:30 1,985 114 NB Yes Yes
16:15 1,943 107 NB Yes Yes 06:45 2,012 158 NB Yes Yes 08:00 1,861 186 NB Yes Yes
06:15 1,781 115 NB Yes Yes 15:45 1,759 94 NB Yes Yes 17:30 1,831 114 NB Yes Yes
08:15 1,637 166 NB Yes Yes 17:45 1,725 107 NB Yes Yes 15:30 1,687 88 NB Yes Yes
09:15 1,171 124 NB Yes Yes 14:45 1,658 76 NB Yes Yes 06:00 1,585 100 NB Yes Yes
16:00 1,901 100 NB Yes No 13:45 1,459 76 NB Yes Yes 12:30 1,370 88 NB Yes Yes
15:45 1,759 94 NB Yes No 12:45 1,375 82 NB Yes Yes 11:30 1,323 88 NB Yes Yes
15:30 1,687 88 NB Yes No 11:45 1,357 94 NB Yes Yes 09:00 1,208 132 NB Yes Yes
14:45 1,658 76 NB Yes No 08:45 1,327 139 NB Yes Yes 10:00 1,033 100 NB Yes Yes
15:15 1,627 82 NB Yes No 10:45 1,135 82 NB Yes Yes 14:45 1,658 76 NB Yes No
14:30 1,625 76 NB Yes No 05:45 1,074 75 NB Yes Yes 15:15 1,627 82 NB Yes No
14:15 1,586 76 NB Yes No 09:45 1,041 108 NB Yes Yes 14:30 1,625 76 NB Yes No
06:00 1,585 100 NB Yes No 05:30 566 50 NB Yes No 14:15 1,586 76 NB Yes No
15:00 1,542 76 NB Yes No 18:45 412 25 NB No No 15:00 1,542 76 NB Yes No
14:00 1,521 76 NB Yes No 05:15 217 25 NB No No 14:00 1,521 76 NB Yes No
13:45 1,459 76 NB Yes No 22:45 0 0 SB No No 13:45 1,459 76 NB Yes No
13:30 1,445 76 NB Yes No 22:30 0 0 SB No No 13:30 1,445 76 NB Yes No
13:00 1,402 76 NB Yes No 22:15 0 0 SB No No 11:15 1,340 82 NB Yes No
13:15 1,399 76 NB Yes No 22:00 0 0 SB No No 11:00 1,174 76 NB Yes No
12:45 1,375 82 NB Yes No 21:45 0 0 SB No No 05:45 1,074 75 NB Yes No
12:30 1,370 88 NB Yes No 21:30 0 0 SB No No 18:30 847 50 NB Yes No
12:00 1,369 100 NB Yes No 21:15 0 0 SB No No 05:30 566 50 NB Yes No
11:45 1,357 94 NB Yes No 21:00 0 0 SB No No 18:45 412 25 NB No No
DAVENPORT
Signal Warrant Analysis with 50 percent right turns on minor street removed
Page No. : 1Signal Warrants - Summary
Major Street Approaches Minor Street Approaches
Eastbound: Gordon Rd
Number of Lanes: 1
85% Speed > 40 MPH.
Total Approach Volume: 10,236
Northbound: Site Access
Number of Lanes: 1
Total Approach Volume: 1,288
Westbound: Gordon Rd
Number of Lanes: 1
85% Speed > 40 MPH.
Total Approach Volume: 10,193
Southbound: Blount Dr
Number of Lanes: 1
Total Approach Volume: 46
Warrant Summary (Rural values apply.)
Warrant 1 - Eight Hour Vehicular Volumes ...........................................................................................................................Satisfied
Warrant 1A - Minimum Vehicular Volume .........................................................................................Not Satisfied
Required volumes reached for 4 hours, 8 are needed
Warrant 1B - Interruption of Continuous Traffic ..............................................................................Satisfied
Required volumes reached for 13 hours, 8 are needed
Warrant 1 A&B - Combination of Warrants ......................................................................................Satisfied
Required volumes reached for 9 hours, 8 are needed
Warrant 2 - Four Hour Volumes .............................................................................................................................................Satisfied
Number of hours (13) volumes exceed minimum >= minimum required (4).
Warrant 3 - Peak Hour ............................................................................................................................................................Satisfied
Warrant 3A - Peak Hour Delay ...........................................................................................................Satisfied
Number of hours (19) volumes exceed minimum >= required (1). Delay data not evaluated.
Warrant 3B - Peak Hour Volumes ......................................................................................................Satisfied
Volumes exceed minimums for at least one hour.
Warrant 4 - Pedestrian Volumes ............................................................................................................................................Not Evaluated
Warrant 5 - School Crossing ..................................................................................................................................................Not Evaluated
Warrant 6 - Coordinated Signal System ...............................................................................................................................Not Evaluated
Warrant 7 - Crash Experience ................................................................................................................................................Not Evaluated
Warrant 8 - Roadway Network ...............................................................................................................................................Not Evaluated
Warrant 9 - Intersection Near a Grade Crossing ..................................................................................................................Not Evaluated
DAVENPORT
Signal Warrant Analysis with 50 percent right turns on minor street removed
Page No. : 2Signal Warrants - Summary
200 400 600 800 1000 1200 1400 1600 1800 0
100
200
300
400
500
600
700
Major Street - Total of Both Directions (VPH)
Mi
n
o
r
S
t
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Warrant Curves
Peak Hour Warrant
Four Hour Warrant
[Rural, 1 major lane and 1 minor lane curves used]
07:30
16:4506:3008:30
16:3016:1516:0006:1515:4517:4515:3018:00
14:4515:1514:3014:15
06:00
15:0014:00
Analysis of 8-Hour Volume Warrants:
War 1A-Minimum Volume War 1B-Interruption of Traffic War 1C-Combination of Warrants
Hour Major Minor Maj Min Hour Major Minor Maj Min Hour Major Minor Maj Min
Begin Total Vol Dir 350 105 Begin Total Vol Dir 525 53 Begin Total Vol Dir 420 84
07:30 2,271 188 NB Yes Yes 16:45 2,057 107 NB Yes Yes 07:00 2,071 164 NB Yes Yes
16:45 2,057 107 NB Yes Yes 07:45 2,038 176 NB Yes Yes 16:45 2,057 107 NB Yes Yes
06:30 1,935 116 NB Yes Yes 06:45 2,012 140 NB Yes Yes 08:00 1,861 164 NB Yes Yes
08:30 1,370 128 NB Yes Yes 15:45 1,759 86 NB Yes Yes 15:45 1,759 86 NB Yes Yes
16:30 1,985 102 NB Yes No 17:45 1,725 97 NB Yes Yes 17:45 1,725 97 NB Yes Yes
16:15 1,943 97 NB Yes No 14:45 1,658 68 NB Yes Yes 06:00 1,585 92 NB Yes Yes
16:00 1,901 92 NB Yes No 13:45 1,459 68 NB Yes Yes 11:45 1,357 86 NB Yes Yes
06:15 1,781 104 NB Yes No 12:45 1,375 74 NB Yes Yes 09:00 1,208 116 NB Yes Yes
15:45 1,759 86 NB Yes No 11:45 1,357 86 NB Yes Yes 10:00 1,033 92 NB Yes Yes
17:45 1,725 97 NB Yes No 08:45 1,327 122 NB Yes Yes 15:30 1,687 80 NB Yes No
15:30 1,687 80 NB Yes No 10:45 1,135 74 NB Yes Yes 14:45 1,658 68 NB Yes No
18:00 1,663 92 NB Yes No 05:45 1,074 69 NB Yes Yes 15:15 1,627 74 NB Yes No
14:45 1,658 68 NB Yes No 09:45 1,041 98 NB Yes Yes 14:30 1,625 68 NB Yes No
15:15 1,627 74 NB Yes No 05:30 566 46 NB Yes No 14:15 1,586 68 NB Yes No
14:30 1,625 68 NB Yes No 18:45 412 23 NB No No 15:00 1,542 68 NB Yes No
14:15 1,586 68 NB Yes No 05:15 217 23 NB No No 14:00 1,521 68 NB Yes No
06:00 1,585 92 NB Yes No 22:45 0 0 SB No No 13:45 1,459 68 NB Yes No
15:00 1,542 68 NB Yes No 22:30 0 0 SB No No 13:30 1,445 68 NB Yes No
14:00 1,521 68 NB Yes No 22:15 0 0 SB No No 13:00 1,402 68 NB Yes No
13:45 1,459 68 NB Yes No 22:00 0 0 SB No No 13:15 1,399 68 NB Yes No
13:30 1,445 68 NB Yes No 21:45 0 0 SB No No 12:45 1,375 74 NB Yes No
13:00 1,402 68 NB Yes No 21:30 0 0 SB No No 11:15 1,340 74 NB Yes No
13:15 1,399 68 NB Yes No 21:15 0 0 SB No No 11:30 1,323 80 NB Yes No
12:45 1,375 74 NB Yes No 21:00 0 0 SB No No 11:00 1,174 68 NB Yes No
DAVENPORT
Signal Warrant Analysis with 100 percent right turns on minor street removed
Page No. : 1Signal Warrants - Summary
Major Street Approaches Minor Street Approaches
Eastbound: Gordon Rd
Number of Lanes: 1
85% Speed > 40 MPH.
Total Approach Volume: 10,236
Northbound: Site Access
Number of Lanes: 1
Total Approach Volume: 1,116
Westbound: Gordon Rd
Number of Lanes: 1
85% Speed > 40 MPH.
Total Approach Volume: 10,193
Southbound: Blount Dr
Number of Lanes: 1
Total Approach Volume: 7
Warrant Summary (Rural values apply.)
Warrant 1 - Eight Hour Vehicular Volumes ...........................................................................................................................Satisfied
Warrant 1A - Minimum Vehicular Volume .........................................................................................Not Satisfied
Required volumes reached for 3 hours, 8 are needed
Warrant 1B - Interruption of Continuous Traffic ..............................................................................Satisfied
Required volumes reached for 13 hours, 8 are needed
Warrant 1 A&B - Combination of Warrants ......................................................................................Not Satisfied
Required volumes reached for 6 hours, 8 are needed
Warrant 2 - Four Hour Volumes .............................................................................................................................................Satisfied
Number of hours (13) volumes exceed minimum >= minimum required (4).
Warrant 3 - Peak Hour ............................................................................................................................................................Satisfied
Warrant 3A - Peak Hour Delay ...........................................................................................................Satisfied
Number of hours (11) volumes exceed minimum >= required (1). Delay data not evaluated.
Warrant 3B - Peak Hour Volumes ......................................................................................................Satisfied
Volumes exceed minimums for at least one hour.
Warrant 4 - Pedestrian Volumes ............................................................................................................................................Not Evaluated
Warrant 5 - School Crossing ..................................................................................................................................................Not Evaluated
Warrant 6 - Coordinated Signal System ...............................................................................................................................Not Evaluated
Warrant 7 - Crash Experience ................................................................................................................................................Not Evaluated
Warrant 8 - Roadway Network ...............................................................................................................................................Not Evaluated
Warrant 9 - Intersection Near a Grade Crossing ..................................................................................................................Not Evaluated
DAVENPORT
Signal Warrant Analysis with 100 percent right turns on minor street removed
Page No. : 2Signal Warrants - Summary
200 400 600 800 1000 1200 1400 1600 1800 0
100
200
300
400
500
600
700
Major Street - Total of Both Directions (VPH)
Mi
n
o
r
S
t
r
e
e
t
-
H
i
g
h
e
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V
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)
Warrant Curves
Peak Hour Warrant
Four Hour Warrant
[Rural, 1 major lane and 1 minor lane curves used]
07:45
06:4508:45 17:0016:4517:1516:3016:1506:30
16:0017:3006:1515:4517:4515:3018:00
14:4515:1514:30
Analysis of 8-Hour Volume Warrants:
War 1A-Minimum Volume War 1B-Interruption of Traffic War 1C-Combination of Warrants
Hour Major Minor Maj Min Hour Major Minor Maj Min Hour Major Minor Maj Min
Begin Total Vol Dir 350 105 Begin Total Vol Dir 525 53 Begin Total Vol Dir 420 84
07:45 2,038 150 NB Yes Yes 16:45 2,057 92 NB Yes Yes 07:15 2,187 150 NB Yes Yes
06:45 2,012 120 NB Yes Yes 07:45 2,038 150 NB Yes Yes 17:15 1,988 92 NB Yes Yes
08:45 1,327 105 NB Yes Yes 06:45 2,012 120 NB Yes Yes 16:15 1,943 84 NB Yes Yes
17:00 2,099 96 NB Yes No 15:45 1,759 75 NB Yes Yes 06:15 1,781 90 NB Yes Yes
16:45 2,057 92 NB Yes No 17:45 1,725 84 NB Yes Yes 08:15 1,637 125 NB Yes Yes
17:15 1,988 92 NB Yes No 14:45 1,658 60 NB Yes Yes 09:15 1,171 95 NB Yes Yes
16:30 1,985 88 NB Yes No 13:45 1,459 60 NB Yes Yes 16:00 1,901 80 NB Yes No
16:15 1,943 84 NB Yes No 12:45 1,375 65 NB Yes Yes 15:45 1,759 75 NB Yes No
06:30 1,935 100 NB Yes No 11:45 1,357 75 NB Yes Yes 15:30 1,687 70 NB Yes No
16:00 1,901 80 NB Yes No 08:45 1,327 105 NB Yes Yes 14:45 1,658 60 NB Yes No
17:30 1,831 88 NB Yes No 10:45 1,135 65 NB Yes Yes 15:15 1,627 65 NB Yes No
06:15 1,781 90 NB Yes No 05:45 1,074 60 NB Yes Yes 14:30 1,625 60 NB Yes No
15:45 1,759 75 NB Yes No 09:45 1,041 85 NB Yes Yes 14:15 1,586 60 NB Yes No
17:45 1,725 84 NB Yes No 05:30 566 40 NB Yes No 06:00 1,585 80 NB Yes No
15:30 1,687 70 NB Yes No 18:45 412 20 NB No No 15:00 1,542 60 NB Yes No
18:00 1,663 80 NB Yes No 05:15 217 20 NB No No 14:00 1,521 60 NB Yes No
14:45 1,658 60 NB Yes No 22:45 0 0 SB No No 13:45 1,459 60 NB Yes No
15:15 1,627 65 NB Yes No 22:30 0 0 SB No No 13:30 1,445 60 NB Yes No
14:30 1,625 60 NB Yes No 22:15 0 0 SB No No 13:00 1,402 60 NB Yes No
14:15 1,586 60 NB Yes No 22:00 0 0 SB No No 13:15 1,399 60 NB Yes No
06:00 1,585 80 NB Yes No 21:45 0 0 SB No No 12:45 1,375 65 NB Yes No
15:00 1,542 60 NB Yes No 21:30 0 0 SB No No 12:30 1,370 70 NB Yes No
14:00 1,521 60 NB Yes No 21:15 0 0 SB No No 12:00 1,369 80 NB Yes No
13:45 1,459 60 NB Yes No 21:00 0 0 SB No No 11:45 1,357 75 NB Yes No
Gordon Road Buy and Go Development
Summary of Multi-Use Trip Generation
Average Weekday Driveway Volumes
January 10, 2011
____________________________________________________________________
24 Hour AM Pk Hour PM Pk Hour
Two-Way
Land Use Size Volume Enter Exit Enter Exit
____________________________________________________________________
Service Sta. with Conv. Market and Car Wash
12 Vehicle Fueling Positions
1834 73 70 85 82
Mini-Warehouse 24.8 Th.Sq.Ft. GFA 58 0 0 3 3
____________________________________________________________________
Total Driveway Volume 1892 73 70 88 85
Total Peak Hour Pass-By Trips 0 0 0 0
Total Peak Hour Vol. Added to Adjacent Streets 73 70 88 85
____________________________________________________________________
Note: A zero indicates no data available.
TRIP GENERATION BY MICROTRANS
Home Office:
305 West Fourth Street, Suite 2A (27101) NORTH CAROLINA
P.O. Box 4131, Winston-Salem, NC 27115-4131 SOUTH CAROLINA
Main: 336.744.1636 Fax: 336.458.9377 VIRGINIA
AM Peak 2011
TMC Balancing Balanced
Existing Site TripsTotal PM Peak 2011
TMC Balancing Balanced
Existing Site TripsTotal
EBL999EBL393939
EBT10251077114EBT284203049313
EBR393939EBR383838
WBU0077WBU0099
WBL4652048514499WBL2382025817275
WBT3062032614340WBT1981921717234
WBR2522527721298WBR2932031326339
NBL181818NBL151515
NBT424242NBT474747
NBR15951647171NBR161211829191
SBL282162987305SBL338303689377
SBT560560560SBT621621621
SBR222222SBR454545
Total2256912347782425Total23171302447942541
Gordon @ N. College Road Gordon @ N. College Road
AM Peak 2011
TMC Balancing Balanced
Existing Site TripsTotal PM Peak 2011
TMC Balancing Balanced
Existing Site TripsTotal
EBL595959EBL747474
EBT51051029539EBT78078035815
EBR000EBR000
WBL000WBL000
WBT10641064561120WBT73773768805
WBR18318314197WBR17617617193
NBL242424NBL515151
NBT333NBT111
NBR1581587165NBR4364369445
SBL000SBL000
SBT000SBT000
SBR000SBR000
Total2001020011062107Total2255022551292384
Gordon @ I-40 Westbound Ramps Gordon @ I-40 Westbound Ramps
NCDOT Division 3, District 3
KLS
Preliminary TIA Review
TIA Name: The Landing at Lewis Creek Estates
Date Reviewed: 7/11/17
Check parameters of study against the approved TIA Scope and Congestion Management guidelines. Use Blue
ink for items that check off and Red ink for items that potentially need correction/revision or determine the TIA
to be invalid and a resubmittal necessary.
General
Study Intersections OK
Accesses, Access Types, and Access Scenarios
No new accesses, changes in type of access, or new scenarios added? No, matches approved scope
5/10/17
Traffic Counts
Correct peak hours? Yes
Counts taken while school in session? (when applicable) Yes – Thurs. 5/18/17, & Tues. 5/23/17
Required Approved Developments included? Yes, Gordon Road Buy and Go
Required Committed Improvements included? (TIP, etc.) Yes, Gordon Road Buy and Go roadway
improvements
Approved Annual Growth Rate applied correctly? 0.5%, but there is an error in Future No Build Volumes
for the thru volumes at Gordon Rd. & Blount Dr. with applying approved development traffic – adj. dev.
volumes should be derived from adj. dev. volumes at the I-40 ramps OR balance the Future No Build
thru volumes using the ramp intersection volumes
Does Trip Generation match approved scope? No – approved scope shows 224 single family homes, but
TIA report has 236; however trip gen. calculations are correct
Trip distributions
Were trip distributions submitted for approval and approved prior to use in the TIA? Yes, approved 6/6/17
Is the proper Horizon Year analyzed? Yes, 2021
Synchro Analysis
Check detector settings for signals.
Do the size and distance from the stop bar match the included signal plans? If a proposed signal, must be
designed according to the NCDOT Signal Design Manual.
Existing signal at Gordon Rd. & N. College – detector settings correct
Proposed signal at Gordon Rd. & Blount Dr./Site access – detector settings incorrect – Use a design
speed of 50 mph, and standards 4.1.1, 4.1.2, and 4.1.5 from the Signal Design Manual.
Check if Right Turn on Red (RTOR) is used. Eliminate all RTOR phasing (existing and future).
Congestion Management guidelines state “do not analyze right turn on red at any proposed intersection
approaches to ensure that adequate storage is provided.” RTOR was not used.
NCDOT Division 3, District 3
KLS
Check Left-Turn Phasing. Eliminate all PT+PM left-turn phasing.
Congestion Management guidelines state that analysis of Protected-only phasing in future conditions will
identify required storage in the event that Protected-only phasing is necessary. Existing Permissive left-
turn phasing should remain Permissive in future conditions, except where Protected-only phasing is being
analyzed as an improvement to the intersection in Future + Improvement condition. Gordon Rd. & N.
College – PT+PM left-turn phasing used in analysis of future conditions
For left-turn movements, check cross product of left-turn hourly volumes and opposing volumes (thru
+ rights), for potential signalization or phasing change. For left-turn and right-turn movements, check
total peak-hour volumes for potential dual turn lanes.