HomeMy WebLinkAboutZMA201300017 Study 2014-01-21SPRING HILL VILLAGE
Traffic study
EPREPR, P.C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
TO: VITO CETTA, AIA
ORGANIZATION-
---
PHONE NUMBER:
.IC,r.....-
RE: TRAFFIC STUDY FOR SPRING.....-..-_H.-.I_L-.L
VILLAGE
FROM: BILL WUENSCH, PE, PTOE
DATE: JULY 2013
SENDER'S REFERENCE NUMBER:
YOUR REFERENCE NUMBER:
MEMORANDUM
❑URGENT ❑ FOP REVIEW ❑ PLEASE COMMENT ❑ PLEASE REPLY X FOR YOUR USE
Traffic Operation Study
- for Spring Hill Village
1. Purpose
The purpose of this report is to provide a brief summary of a traffic operations study at the
proposed Spring Hill Village development. The objective of the study is to report the existing
traffic volumes in the study area, calculate new trips associated with the development, and
then identify related traffic impacts and recommendations to mitigate the impacts.
Specifically, this study evaluates traffic operations at two locations: On Route 20, just south
of Parham Construction (the proposed site entrance 1) and on Avon Street Extended just
north of Arden Drive (the proposed site entrance 2).
This report includes analyses of existing conditions, future no build conditions, and future
build conditions for the 2015 and 2021 planning horizon year.
2. Description of site, site plan, and the study intersections
The site of the Spring Hill Village development is located three miles southwest of the
Charlottesville City limits in Albemarle County Virginia. The site is 12.63 acres and is
currently an undeveloped parcel of grass and small trees. The property has road frontage on
two state roads, Route 20 (Scottsville Road) and Avon Street Extended (SR 742). The
parcel of land is situated south of Avon Street Extended and North of Route 20. (See Figure
1)
The Spring Hill Village development will consist of 58 townhouses, 26 single-family detached
units, 20,000 square feet of office space, and 36 apartments. It is assumed that the site will
be constructed and occupied within approximately two years in 2015.
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Figure 4 Existing Traffic Volumes
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Figure 5 2015 No Build Traffic Volumes
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Figure 6 2021 No Build Traffic Volumes
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EPREPR, P.C. "ENGINEERING 8. PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Table 1 Site Trip Generation
Spring Hill Development
AM
PM
Use Description
ITE
I Qty
Daily
in
out
in
out
Apartment
220
36
342
6
16
22
15
Single Family Detached
210
26
304
7
23
21
12
Commercial: General Office
710
20,000
386
46
7
17
84
Residential Condos
230
58
400
6
26
35
21
Total
1,432
65
72
95
132
internal capture
19
1
0
1
2
Total Site Trips After Reductions
1,413
64
72
94
130
Total Trips
1,413
64
72
94
130
total peak 1
1413 1
136
224
6. Site trip distribution and assignment
To evaluate traffic operations at the study intersections, the estimated site -generated trips
were distributed through the roadway network. Distribution percentages used to assign site
trips were based on existing traffic patterns and knowledge of concentration of destinations
within the City of Charlottesville and Albemarle County. A significant proportion was
expected via the site entrance 1 on Route 20. Inbound AM and PM site traffic were expected
to have similar percentages with the largest variations occurring with ingress left turns on
Avon Street and ingress right turns on Route 20. Outbound AM and PM site traffic were
expected to have similar percentages with the exception of egress right turns onto Avon and
egress left turns onto Route 20.
A number of factors were used to determine the anticipated traffic distribution of the Spring
Hill development. A large portion of the development is residential and for this reason more
traffic is expected to be headed towards the city of Charlottesville and Interstate 64 in the
morning than towards Scottsville as residents make their daily work commutes. The office
space in the development accounts for the majority of right turns from Route 20 in the AM
peak hour as commuters will be headed into the development to work presumably from 1-64.
The office space also accounts for a majority of egress left turns onto Route 20 in the PM
peak hour as most workers will head towards 1-64 in the afternoon. Traffic flowing
Southbound towards Scottsville is expected to be relatively light in comparison to northbound
traffic as the majority of traffic will be headed Northbound towards 1-64 or the city of
Charlottesville as most destinations such as schools, retail stores, and workplaces are
accessed by driving north of the site. Most of the trips corning from south of the site will be
commuters headed to work in the development or residents headed into the subdivision.
The ratio of vehicles expected to use the Route 20 entrance in comparison to the Avon
Street Extended entrance is based on the proximity of each entrance to 1-64, retail stores,
the city of Charlottesville, and schools, along with the proximity of buildings in respect to
each of the entrances.
See Figure 7 for the illustration of the assumed trip distribution percentages and Figure 8 for
the illustration of trips assigned to the network.
Figure 7 Site Trip Distribution Percentages
Figure 8 Site Trips Distribution
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EPR, P.C. "ENGINEERING & PLANNING RESOURCES"
EPR
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
7. Build conditions
The trips generated from the development, calculated and assigned to the roadway network
as documented in the previous sections, were added to the background No Build 2015 and
2021 traffic volumes.
See Figure 9 and Figure 10 for the illustrations of the build traffic volumes in 2015 and 2021.
8. Analysis results
This report leads to the following principal analysis results:
(1) Turn lane analyses
Turn lane needs for the intersection of Route 20 at site entrance 1 and the intersection of
Avon Street at site entrance 2 were evaluated using VDOT turn lane warrants for both AM
and PM peak hours in the year 2015 and 2021 and are provided in Table 2.
Table 2 Turn Lane Analyses
Year 2013
Intersection Year 2015 Year 2021
AM PM AM PM
Route 20 at site NBL 100' Storage No turn lane 100' Storage No turn lane
entrance 1 SBR Radius Taper Radius Taper
Avon Street at NBL No turn lane No turn lane No turn lane No turn lane
site entrance 2 SBR Radius Radius Radius Radius
The analysis results indicate that a northbound left turn lane (100' storage) at the intersection
of Route 20 at site entrance 1 is required along with a southbound right turn taper at the
intersection of Route 20 at site entrance 1 for both the year 2015 and 2021. The intersection
of Avon Street at site entrance 2 requires no turn lanes for year 2015 or 2021.
See Appendix B for detailed turn lane analyses.
(2) Turn Lane Threshold Testing
Additional analyses were performed to explore how many turns along Avon Street Extended
would have to occur to meet the turn lane warranting conditions. (see Appendix C) This
threshold exercise was performed as an additional check to verify if we are close to needing
turn lanes on Avon Street.
Summary - Left Turn:
In 2015 AM Peak Hour, 64 left turns will be the worst -case scenario, which does not
require a left turn lane.
Figure 9 2015 Build Traffic Volumes
Figure 10 2021 Build Traffic Volumes
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IRI=PR, P.C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
In 2015 PM Peak Hour, 94 left turns will be the worst -case scenario, which does require
a 100' storage left turn lane. The maximum left turns without requiring a left turn lane in
2015 PM Peak Hour is 83.
In 2021 AM Peak Hour, 64 left turns will be the worst -case scenario, which does not
require a left turn lane.
In 2021 PM Peak Hour, 94 left turns will be the worst -case scenario, which does require
a 100' storage left turn lane. The maximum left turns without requiring a left turn lane in
2021 PM Peak Hour is 72.
Per the preceding analyses, in both 2015 and 2021 AM Peak Hours, even all 64 ingress
trips turning left at the intersection of Avon Street Extended and site entrance 2, a left
turn lane is not required. In the year 2015 and 2021 PM Peak Hours, if all 94 ingress
trips turning left at the intersection of Avon Street Extended and site entrance 2, a 100'
storage left turn lane will be required, and the turns needed in each scenario is 83
(approximately 90% of all ingress trips) in 2015 PM Peak Hour and 72 (approximately 75%
of all ingress trips) in 2021 PM Peak Hour. It appears there is little chance that more than
75% of all ingress trips will use just that one movement, thus it is not likely that a left turn
lane would be required in the future.
Summary - Right Turn:
In 2015 AM Peak Hour, 64 right turns will be the worst -case scenario (Le all site trips
enter by this movement), which does not require a right turn lane.
In 2015 PM Peak Hour, 94 right turns will be the worst -case scenario, which does not
require a right turn lane.
In 2021 AM Peak Hour, 64 right turns will be the worst -case scenario, which does not
require a right turn lane.
In 2021 PM Peak Hour, 94 right turns will be the worst -case scenario, which does not
require a right turn lane.
Per the preceding analyses, in all four scenarios, 2015 AM and PM Peak Hours and
2021 AM and PM Peak Hours, there is little chance that a right turn lane would be
required in the future.
(3) The analysis results indicate:
In build conditions, with the required turn lanes and taper along Route 20, per the
turn lane warrant analyses, all movements at the intersection of Route 20 and site
entrance 1 and the intersection of Avon Street Extended and site entrance 2 will
operate at acceptable levels of service (LOS C or better). (See Appendix D for
Synchro sheets)
On Route 20, the northbound left -turn lane and southbound right -turn lane proved
ample in the Synchro 7 with 951h percentile queues of less than one car. The
EPREPR, P.C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
eastbound egress turn lane queued 27'. This is a worst -case scenario as this model
used only one egress turn -lane serving both EBL and EBW traffic.
EPREPR, P.C. YEWOMEERING & PLANNING RESOURCES"
. 637 BERKMAR-CIRCLE, CHARLOTTESVILLE, VA 22901
Figures =
Figure 1 - Site location
Figure 2 - Study intersection
Figure 3 - Traffic counts
Figure 4 - Existing traffic volumes
Figure 5 - 2015 no build traffic volumes
Figure 6 -- 2021 no build traffic volumes
Figure 7 - Site trip distribution percentages
Figure 8 - Site trips distribution
Figure 9 - 2015 build traffic volumes
Figure 10 - 2021 build traffic volumes
Tables -•
Table 1 - Site Trip Generation
Table 2 -Turn Lane Analyses
Appendices -
Appendix A - Traffic Count Worksheets
Appendix B - Turn Lane Warrant
Appendix C - Turn Lane Threshold Testing
Appendix D - Synchro Reports
EPREPR. P.C. "ENGINEERING &PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendices
EPR, P.C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix A - Traffic Count Worksheets
Turn Count Summary
Location: Scottsville Rd at Entrance, Charlottesville VA
GPS Coordinates: N=37.987333, W=-78502458
Date: 2013-05-15
Day of vie&: Wednesday
Weather:
Analyst:
Total vehicle traffic
Sauml3ound I
Westbound
Northbound
Eastbound
Total
Inlet starts
Leff
Ttnu
RIgM
Lett
Thru
RfgfR
left
Thru
RtgM
Left
Thru
RIgM
06:5g
0
0
0
0
0
0
0
0
0
0
0
0
0
07:00
0
78
4
0
C
1 0
1
61
0
2
0
0
88
0715
0
29
4
p
0
0
0
154
0
2
0
0
189
07:30
0
34
1
0
0
0
0
124
0
2
0
1
162
0745
D
29
3
0
0
0
1
119
0
a
0
0
155
08:00
0
27
1
0
0
0
1
97
0
t
0
0
127
00:15
0
44
1
D
0
0
1
87
0
0
D
1
194
aB
0
44
0
0
0
0
0
105
0
1
0
D
150
08:45
0
00
0
1
84
0
0
009:00
0
SE
0
0
0
0
0
0
0
0
0
0
Car traffic
Sou[hBourdI
Weslbnund
Nortrbound
Easbound
Total
Interval stars
Lest
TEvu
RlgM
LaR
Thru
Ri91i
Lett
Thru
Right
Left
TMu
Right
06M
0
0
I 0
0
D
6-1-o-T
0
0
0
0
0
C
07510
0
16
4
0
0
0
1 1
59
0
2 1
0
0
82
07:15
0
25
4
0
0
0
0
147
0
1
0
0
—
07:30
0
31
1
0
0
0
0
lie
0
2
0
0
152
07:45
0
22
3
D
0
0
1
116
D
2
0
0
144
0
24
1
0
0
0
1
91
0
0
0
0
117
0
33
1
0
a
0
1
84
0
0
0
1
120
E
0
37
0
0
0
0
0
g8
0
1
00
55
0
0
0
0
1
78
0
00
0
134
0
p
0
p
a
p
0
0
0
0
0
o
p
Truck traffic
Souih9aurd
Westbound
Naamound
Eastbound
Total
Interval darts
Left
Thru
Rlotol
Left
Thru
Rlghl
Lett I
Thru
Right
Left
Thru
RI®ht
06:59
0
a
0
0
a
0
0
0
0
0
D
0
0
07t0
0
2
0
0
0
0
a
2
0
0
0
D
4
07:15
C
4
0
0
0
0
0
7
0
1
0
0
t2
07:90
0
3
0
0
0
0
0
1 6
0
0
0
1
10
07:45
0
7
0
0
0
0
0
3
0
1
0
0
11
OHM
0
3
0
D
0
0
0
6
0
1
0
0
10
08:15
D
11
0
0
0
0
0
3
0
0
0
0
14
08:30
0
7
D
1 0
1 0
0
0
7
0
1 0
1 0
C
14
D8A5
0
11
0
0
0
0
0
6
0
VO
1 0
0
17
09t0
0
0
D
0
0
0
0
0
0
0
0
0
D
Pedestrian volumes
NE
NW
SW
SE
Total
Loll
Right
Total
Lett
Total
Left
Right
Total
Interval starts
p6:59
0
—0
—0
0
0
0
0
a
0
07:00
0
D
0
0
T,rtT,,Io
0
0
D
0
0
07:15
0
0
0
0
T
a
0
C
0
0
D72D
a
0
0
0
0
0
0
007:45
0
0
0
0
a
0H
Coto
0
0
0
D
0
0
0
068:15
a
0
0
0
a
0
0
0
0
00830
0
0
0
D
D0
0
0
0
U08:45
0
D
a
0
0
0
0
0
0
0ateD
o
a
D
D
p
p
o
D
D
Intersection Peak Hour
07:15 - 08:15
SouthBound
Westbound
Northbou IEastbou
ITotal
Lest
Thru
Right
Left
Thru
I Right
Left
Thru
Right
Left
Thru
Right
Vehicle Total
0
119
9
Q
0
D
2
494
D
8
0
1
633
Factor
0.00
0.88
0.56
0.00
0.00
0.00
0.50
0.80
0.00
0.67
0.00
0.25
0.84
nnmar-h far:tor
I 0.91
0.00
0.81
0.75
Peak Hour Vehicle Summary
SouthBound
Westbound
Northbound
I Eastbound
Total
Vehicle
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru Right
Car
0 102 9
0 0 0
2 472 0
5 0 0
590
Truck
0 17 0
0 0 0
0 22 D
3 0 1
43
Peak Hour Pedestrians
Pedestrians
NE
NW
SW
SE
Left Right
0 0
Total
0
Left
0
Right
0
Total
D
Left
0
I Right
0
Total
D
Left
0
Right
0
Total
0
Total
0
Intersection Peak Hour
Location: Scottsville Rd at Entrance, Charlottesville VA
GPS Coordinates: N = 37.987333, W=-78.502458
Date: 2013-05-15
Day of week: Wednesday
Weather:
Analyst:
Vehicle Total
Factor
pproach tactai
Intersection Peak Hour
07:15 - 08:15
5outhBound
Westbound
Northbound
Eastbound
Left Thru Right
Left Thru I Right
Left Thru Right
Left IThru Right
0 119 9
0 0 0
2 494 0
8 0 1
0A0 0.88 0.56
0.00 0.00 0.00
0.50 0.80 0.00
0.67 1 0.00 0.25
0.91
0.00
0.81
0.75
Total
633
0.84
Turn Count Summary
Location: Scottsville Rd at Entrance, Charlottesville VA
GPS Coordinates: N = 38.024369, W=-78.468313
Date: 2013-05-14
Day of week: Tuesday
Weather:
Analyst:
Total vehicle traffic
Interval starts
SOuthBound
Westbound
Northbound
Eastbound
Total
Lett
Thru
Rlgfttj
Left
Thru
Right
Left
Thru
I Right
Left
Thru
Right
16:00
0
82
2
1 0
0
10
0
52
1 0
0
0
0
136
16:15
0
98
1
0
0
0
0
45
1 0
1
0
1
146
16n0
0175
3
a
0
0
a
48
0
1
0
a
127
16:45
1
0
0
0
0
45
a
1
0
0
149
1700
17:15
D
0
0
0
0
0
0
0
a
1
34
45
0
0
2
0
0
0
1
0
143
167
17:30
2
0
0
a
1
41
0
3
0
1
144
17.45
1
0
0
a
0
42
0
2
a
3
141
1"0
0
0
4
0
0
0
0
0
0
0
0
Car traffic
SouthBound
Westbound
Northbound
Eastbound
Total
In�rvee
Left
Thru I
Right
Lett
Thru I
Right
Let
Thru
Right
Lett
Thru
Right
16:00
0
80
1
1 0
0
0
0
50
0
0
0
0
131
16:15
D
0
1
0
0
0
0
37
0
1
0
1
130
1630
0
2
1
0
0
0
0
43
0
1
0
0
117
16:45
0
4
[119
1
0
0
0
0
43
0
1
0
0
139
17:00
D
4
0
0
0
0
0
33
0
1
0
1
139
17:15
D
0
0
0
0
1
43
0
0
0
0
163
17-30
0
90
2
0
1 0
1 0
1
39
0
3
0
1
186
17:45
0
91
1
0
0
0
0
40
0
2
0
3
137
18:00
0
0
0
0
0
0
D
0
0
0
0
0
D
Truck traffic
Interval scads
SouthBo I
Westbound
Northbound
Eastbound
Total
Leff
Thru I
RIgM
Let
Thru
Right
Let
Thru
Right
Left
Thru
R%IG
10:00
0
2
1 1
D
0
0
0
2
0
0
0
0
5
16:16
16�0
0
0
6
9
0
2
0
0
❑
0
O
0
D
0
8
5
0
0
0
0
D
0
0
0
16
10
16:45
0
8
0
0
0
0
0
2
0
0
0
0
10
17:00
D
2
0
0
0
0
0
1
0
1
0
0
4
17:15
17:3D
0
D
2
6
0
0
a
0
0
0
0
0
0
0
2
2
0
0
a
0
0
0
0
0
4
a
17:45
0
2
D
0
0
0
0
2
0
0
0
0
4
1ao0
a
o
o
❑
a
o
o
1 ❑
D
D
❑
a
o
Pedestrian volumes
Interval starts
NE
Nw
Sw
SE
Total
Left
Right
Total
Lett
Right
Total
Lett
Right
Total
Lett
Right
Total
16:00
0
0
0
0
0
0
0
0
0
0
0
0
0
16:15
0
0
0
a
0
0
0
0
0
0
0
0
0
16:0
0
0
0
0
0
0
0
0
0
0
0
0
0
16AS
0
0
0
0
a
0
0
❑
D
0
0
0
0
17700
0
0
0
0
0
0
0
0
0
0
0
0
0
17:15
0
0
0
0
0
0
0
0
0
0
0
0
a
17:30
0
0
D
0
0
D
0
0
0
0
0
0
0
17-46
0
0
0
0
0
0
0
0
0
0
0
0
0
1&00
0
0
0
0
0
0
0
0
0
0
a
0
0
Vehicle Total
Factor
pproach facto
Intersection Peak Hour
16:45 - 17:45
SouthBound
Westbound
Northbound
Eastbound
Left Thru Right
Left I Thru inht
Left Thru Right
Left I Thru I Right
0 425 3
D 0 0
2 165 0
fi 0 2
O.00 0.88 0.38
0.00 0.00 0.00
0.50 0.92 0.00
0.50 O.OD 0.50
0.88
0.00
0.91
0.50
Peak Hour Vehicle Summary
Vehicle
Car
Truck
SouthBound
Westbound
Northbound
Eastbound
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
0
407
3
0
0
0
2
158
0
5
0
2
0
18
0
O
0
0
0
7
0
1
0
0
Total
603
0.90
Total
577
26
Peak Hour Pedestrians
NE NW SW SE Total
Left Right Total Left Right ITOtallLeft Right Total Left lRight Total
Pedestrians 1 0 0 0 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0
Intersection Peak Hour
Location: Scottsville Rd at Entrance, Charlottesville VA
GPS Coordinates: N = 38.024369, W=-78.468313
Date: 2013-05-14
Day of week: Tuesday
Weather:
Analyst:
Intersection Peak Hour
16:45 - 17:45
SouthBound
Westbound
Northbound IEastbound
Total
Left Thru Right
Left Thru flight
Left Thru Right I
Left Thru Right
Vehicle Total
0 425 3
0 0 0
2 165 0
6 0 2
603
Factor
0.00 0.88 0.38
0.00 0.00 0.00
0.50 0.92 0.00
0.50 0.00 0.50
0.90
ooroach factor
0.88
0.00
0.91
0.50
EPR, EPR P.C.c.,- _.,E{>i'�i.^.� Ps• .h •'.: i.'E:h,.T�'sS�
r
637 BERKMAR Z;F, HI Tr- �� •I 4
Traffic Count for intersection of Avon Street Extended and Arden Drive
HeaWnaf MDunt %"eavTTmfffc Cumulative HOWTvtai TraffmOGUrit Cumulative HourHewffmrflc count
e
o%
2
2.0%
1
0.4YK
1
L23X
313
U
pX
333
2
4
e.91196
293 T
1
1.69%
m
OEM
ilea ,Tr:r,:C,�;,,[%NeavyT:zfiu Cumuirtiva Hour Tote+TrafHri.aunt Lumulatue xcUr Heaw Traft+c Ceunt
2
3
3m%
a
2A1X
LM
329
e
0%
311
1
0.09%
342
1
Ls4z
33s �
EPREPR, P.C. "ENGINEERING & ?CANNING RESOURCES'
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix B — Turn Lane Warrant
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Analysis Date:
Intersection: Avon Street Extended and
Entrance Data Date:
Approach Direction: Southbound
Projection Year:
Peak Hour: AM Peak
Peak Hour Left Turns (VL): 6
vph
Advancing Volume (VA): 61
vph (Southbound Approach)
Opposing Volume (VJ: 282
vph (Northbound Approach)
Operating/Design Speed (V): 50
mph
% Left Turns in VA (L): 10% (Calculated Value: 9.8%)
Optional % Left Turn Override:
(0' storage required based on chart)
% Trucks in VL: 10% (0' additional storage for trucks)
CONCLUSION: No Left -Turn Lane Reclulred
WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS Figure 9
Spring Hill Village - Avon Street Extended and Entrance
800
700
v
600
sW
500
a 400
O
z
W300
p 200
0
y
100
0
0
S
a�
X 282
No
Left -Turn
Lane
Required
200
2013
2013
2015
Grade, Unsignalized Intersections
L = % Left Turns in VA
S = Storage Length Required
V=50mph
L=10%
400 _ 600 800 1,000 1,200
VA ADVANCING VOLUME (VPFQ
AM Peak - Southbound
Source: Highway Research Record Number 211 - Figure 9
GUIDELINES FOR RIGHT --TURN TREATMENTS ON 2-LANE HIGHWAYS
Project_
Intersection:
Approach Direction:
Peak Hour:
PHV Right Turns:
PHV Approach Total:
Spring HdI Viili r} -
Avon Street Extended and Entrance
Nonhwund
AM Peak
10 vPh
232 v;s"
CONCLUSION: RIGHT -TURN RADIUS REQUIRED
140
3
0
120 • _
100
s
9 80
bj
60
H
2 40
It
20
FE
0
Analysis Date:
2013
Data Date:
2013
Projection Year:
2015
GUIDELINES FOR RIGHT TURN TREATMENTS 2-LANE HIGHWAYS
Spring Hill Village - Avon Street Extended and Entrance
FULL-WIDTHTURN-LANE REQUIRED
TAPER REQUIRED
42
RADIUS REQUIRED
10
100 200 300 400 500 600 700 800 900 1000
PHV APPROACH TOTAL, vehicles per hour
AM Peak - Northbound
Source: VDOT Minimum Standards of Entrances to State Highways - Figure 5
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Intersection: Route 20 and Entrance
Approach Direction: Northbound
Peak Hour: AM Peak
Peak Hour Left Turns (VL): 7
vph
Advancing Volume (VA): 513
vph (Northbound Approach)
Opposing Volume (Vo): 163
vph (Southbound Approach)
Operating/Design Speed (V): 60
mph
% Left Turns in VA (L): 5% (Calculated Value: 1.41k)
Optional % Lett Turn Override:
Analysis Date:
2013
Data Date:
2013
Projection Year:
2015
(75, storage required based on chart)
% Trucks in VL: 10% (25' additional storage for trucks)
CONCLUSION: 100' LEFT -TURN STORAGE REQUIRED
WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS Figure 14
Spring Hill Village - Route 20 and Entrance
800
_ 700
s
a 600
Z
500
0
0
C5 goo
a? °1�
z
c 300 i
d
No
0 200
Lett Turn
163
Lane
100
Required
0
200
400 600 800
VA ADVANCING VOLUME (VPH)
AM Peak - Northbound
Source: Highway Research Record Number 211 - Figure 14
Grade, Unsignalized Intersections
L = % Left Turns in VA
S = Storage Length Required
V=60mph
cA� L = 5%
1,000 1,200
GUIDELINES FOR RIGHT -TURN TREATMENTS ON 2-LANE HIGHWAYS
Project: Spring Mill Villas
Intersection: Rode 20 aM Entrance
Approach Direction: Sal thbourxl Anmlysls Date
Peak Hour: AM Peak Data Date:
PHV Right Turns: 41 %,Pb Projection Year:
PHV Approach Total: i s of
CONCLUSION: RIGHT -TURN RADIUS REQUIRED
140
3
O
m
120
a
an
m 100
u
t
80
ui
60 '
40
is
20
a
0 —
0
GUIDELINES FOR RIGHT -TURN TREATMENTS 2-LANE HIGHWAYS
Spring Hill Village - Route 20 and Entrance
FULL-WIDTHTURN-LANE REQUIRED
TAPER REQUIRED
x 41
RADIUS REQUIRED
2013
2013
2015
100 200 300 400 500 600 700 800 900 1000
PHV APPROACH TOTAL, vehicles per hour
AM Peak - Southbound
Source: VDOT Minimum Standards of Entrances to State Highways - Figure 5
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Analysis Date:
Intersection: Avon Street Extended and
Entrance Data Date:
Approach Direction: Southbound
Projection Year:
Peak Hour: PM Peak
Peak Flour Left Turns (VJ: 23
vph
Advancing Volume (VA): 273
vph (Southbound Approach)
Opposing Volume (Vo): 99
vph (Northbound Approach)
Operating/Design Speed (V): 50
mph
% Left Turns in VA (L): 10% (Calculated Value: 8.4%)
Optional % Left Turn Override:
(0' storage required based on chart)
% Trucks in VL: 10% (0' additional storage for trucks)
CONCLUSION: No Left -Turn Lane Reguired
WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS Figure 9
Spring Hill Village - Avon Street Extended and Entrance
BM
700
i
916
r
it
600
c1' w
500
>
400
(9
z
C
300
°
p
200 1
No
Left-Tum
a
Lane
100 i
Required
0
0
S
�T
s
99
200 _ 400 600 SOD
VA ADVANCING VOLUME (VPH)
PM Peak - Southbound
Source: Highway Research Record Number 211 - Figure 9
2013
2013
2015
1
Grade, Unsignaiized Intersections
L = % Left Turns in VA
S = Storage Length Required
i
V = --
L=
1
1,000 1,200
GUIDELINES FOR RIGHT TURN TREATMENTS ON 2-LANE HIGHWAY5
Project: Spri gHillVHige
Intersection: Avon Sues# Extended and Entrar,:;S
Approach Direction: Nanh boLubd Ana]Vsis Date 2013
Peak Hour: PM Paai Data Date: 2013
PHV Right Turns: IV vpht Projection Year: 2015
PHV Approach Total: 99 VPh
CONCLUSION: RIGHT -TURN RADIUS REQUIRED
GUIDELINES FOR RIGHT -TURN TREATMENTS 2-LANE HIGHWAYS
Spring Hill Village - Avon Street Extended and Entrance
140
0
= 12{}
k FULL -WIDTH TURN -LANE REQUIRED
i$ 10
100
o ~.
y 80
TAPER REQUIRED �
I
60 6
f
c= 40
a RADIUS REQUIRED
> 20
K 12
0
0 100 200
300 400 500 600 700 800 900 1000
PHV APPROACH TOTAL, vehicles per hour
PM Peak - Northbound
Source: VDOT Minimum Standards of Entrances to State Highways - Figure 5
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Intersection: Route 20 and Entrance
Approach Direction: Northbound
Peak Hour: PM Peak
Peak Hour Left Turns (VJ: 12
Advancing Volume (VA): 182
Opposing Volume (Vo): 483
Operating/Design Speed (V): 60
% Left Turns in VA (L): 5%
Optional % Left Turn Override:
Analysis Date:
Data Date:
Projection Year:
vph
vph (Northbound Approach)
vph (Southbound Approach)
mph
(Calculated Value: 6.6%)
(0' storage required based on chart)
% Trucks in VL: 10% (0' additional storage for trucks)
CONCLUSION: No Left -Turn Lane Reguilred
WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS
Spring Hill Village - Route 20 and Entrance
Figure 14
2013
2013
2015
Grade, Unsignalized Intersections
L = °A Left Turns in VA
700 S = Storage Length Required
a '
le. 600 V = 60 mph
ua \
500 \/ 483 �a L = 5%
� 400 i`
rn
300
No .,
O 200 Le{ -Turn
Lane
100 Required
0 -
0 200
400 600 000
V,4 ADVANCING VOLUME (VPM
PM Peak- Northbound
Source: Highway Research Record Number 211 - Figure 14
1,000 1,200
GUIDELINES FOR RIGHT -TURN TREATMENTS ON 2-LANE HIGHWAYS
Project:
Intersection:
Approach Direction:
Peak Hour:
PHV Right Turns:
PHV Approach Total
y 140
3
D
120
a 100
> 80
ei
60
H
= 40
20
Sprro Hill Village
paoe 20 and Entrance
Sourthbound
PNI Peak
47 vph
3 vph
CONCLUSION: RIGHT -TURN TAPER REQUIRED
Analysis Date:
2013
Data Date:
2013
Projection Year:
2016
GUIDELINES FOR RIGHT -TURN TREATMENTS 2-LANE HIGHWAYS
Spring Hill Village - Route 20 and Entrance
TAPER REQUIRED
RADIUS REQUIRED
FULL-WIDTHTURN-LANE REQUIRED
0 —
0 100 200 300 400 500 i 600 700 800 900 1000
PHV APPROACH TOTAL, vehicles per hour
PM Peak - Southbound
Source: VDOT Minimum Standards of Entrances to State Highways - Figure 5
WARRANT FOR LEFT -TURN STO GE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village Analysis Date:
Intersection: Avon Street Extended and Entrance Data Date:
Approach Direction: Southbound Projection Year:
Peak Hour: AM Peak
Peak Hour Left Turns (VJ:
Advancing Volume (VA):
Opposing Volume (Vo):
Operating/Design Speed (V)
% Left Turns in VA (L)
Optional % Left Turn Override:
6 vph
64 vph (Southbound Approach)
299 vph (Northbound Approach)
50 mph
10% (Calculated Value. 9.4%)
(0' storage required based on chart)
% Trucks in VL: 10% (0' additional storage for trucks)
CONCLUSION: No Left -Turn Lane Required
WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS Figure 9
Spring Hill Village - Avon Street Extended and Entrance
800
700
_
x
Z
500
ep W
>Ss.
500
400
z
O
300
X 299
IL
p
200
No
Left-Tum
y°
Lane
100
Required
o `
0
2013
2013
2021
Grade. Unsignalized Intersections
L= % Left Turns in VA
S = Storage Length Required
V=50mph
L=10%
t
I
200 400�600 800 1.000 1,200
VA ADVANCING VOLUME(VPH)
AM Peak - Southbound
Source: Highway Research Record Number 211 - Figure 9
GUIDELINES FOR RIGHT -TURN TREATMENTS ON 2-LANE HIGHWAYS
Project:
Intersection:
Approach Direction:
Peak Hour:
PHV Right Turns:
PHV Approach Total:
Spring HIII Village
Avon Street Extended snr, _ntraime
No thbounil
AM Perak
10 00
299 vph
CONCLUSION: RIGHT -TURN RADIUS REQUIRED
Analysis Date:
2013
Data Date:
2013
Projection Year:
2021
GUIDELINES FOR RIGHT -TURN TREATMENTS 2-LANE HIGHWAYS
Spring Hill Village - Avon Street Extended and Entrance
,- 140
120 FULL-WIDTHTURN-LANE REQUIRED
100
u
t
$0 80
.,� TAPER REQUIRED
60 �,...
F
�s7 40
aZ RADIUS REQUIRED
a 20
iE X io
0
0 100 200 300 400 500 600 700 800 900 1000
PHV APPROACH TOTAL, vehicles per hour
AM Peak - Northbound
Source: VDOT Minimum Standards of Entrances to State Highways - Figure 5
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Intersection: Route 20 and Entrance
Approach Direction: Northbound
Peak Hour: AM Peak
Peak Hour Left Turns (VJ: 7
Advancing Volume (VA): 544
Opposing Volume (Vo): 171
Operating/Design Speed (V): 60
% Left Turns in VA (L): 5%
Optional % Left Turn Override:
Analysis Date:
Data Date:
Projection Year:
vph
vph (Northbound Approach)
vph (Souhbound Approach)
mph
(Calculated Value: 1.3%)
(75, storage required based on chart)
% Trucks in VL: 10% (25' additional storage for trucks)
CONCLUSION: 100' LEFT -TURN STORAGE REQUIRED
2013
2013
2021
WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS Figure 14
Spring Hill Village - Route 20 and Entrance
B00 °-
'� Grade, Unsignalized Intersections
L = % Left Turns in VA
700 S = Storage Length Required
a
Z 600 V = 60 mph
4J +
500 I' S'� L=5%
0 s s, '
a 400 0? Z
i �'
0 300
IL tln
ar
0 200 Latt.Tµrn x 171
y° Lane
100 j Required
0 000 1,200
0 200 400 600 800 1
VA ADVANCING VOLUME (VPH)
AM Peak - Northbound
Source: Highway Research Record Number 211 - Figure 14
GUIDELINES FOR RIGHT -TURN TREATMENTS ON 2-LANE HIGHWAYS
Project:
Intersection:
Approach Direction:
Peak Hour:
PHV Right Turns:
PHV Approach Total
Spring Hill Vilage
Route 2D and Entrance
Soutwound
AM Peek
41 vph
c 171 Vph
CONCLUSION: RIGHT -TURN RADIUS REQUIRED
Analysis Date:
2013
Data Date:
2013
Projection Year:
2021
GUIDELINES FOR RIGHT -TURN TREATMENTS 2-LANE HIGHWAYS
Spring Hill Village - Route 20 and Entrance
140
0
120
FULL -WIDTH TURN -LANE REQUIRED
100
d --
y 80
TAPER REQUIRED
B0� 53
= 40 41 __ c
RADIUS REQUIRED
7x 20
a
q 100 200 300 400 500 600 700 800 900 1000
PHV APPROACH TOTAL, vehicles per hour
AM Peak - Southbound
Source: VDOT Minimum Standards of Entrances to State Highways - Figure 5
WARRANT FOR LEFT -TURN JIgEME LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Analysis Date:
intersection: Avon Street Extended and
Entrance Data Date:
Approach Direction: Southbound
Projection Year:
Peak dour: PM Peak
Peak Hour Left Turns (VJ: 23
vph
Advancing Volume (VA): 288
vph (Southbound Approach)
Opposing Volume (Vo): 104
vph (Northbound Approach)
Operating/Design Speed (V): 50
mph
% Left Turns in VA (L): 10% (Calculated Value: 8%)
optional % Left Turn Override:
(01 storage required based on chart)
% Trucks in VL: 100k (0- additional storage for trucks)
CONCLUSION: No Left -Turn Lane Fl9guired
WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS Figure 9
Spring Hill Village - Avon Street Extended and Entrance
000
700
IL
600
w
S'.
500 E
a
400
z
C
300
a
i
No
O
200 ;
Left -Turn
C)
`
Lane
100
Required
0
0
S�
104
200 - 400 600 800
VA ADVANCING VOLUME (VPK)
PAIL Peak - Southbound
Source: Highway Research Record Number 211 - Figure 9
2013
2013
2021
Grade, Unsignalized Intersections
L = % Left Turns in VA
S = Storage Length Required
i
V=50mph
L =10%
1,000 1,200
GUIDELINES FOR RIGHT TURN TREATMENTS ON 2-LANE HIGHWAYS
Project: Siprmg Hill Village
Intersection: Avon SU eet Extended and Er mnC0
Approach Direction: Noribbound Analysis Date: 2013
Peak Hour: PM Peak 11 Data Date: 2013
PHV Right Turns: 12 vph Projection Year: 2021
PHV Approach Total: 104 vph
CONCLUSION: RIGHT -TURN RADIUS REQUIRED
GUIDELINES FOR RIGHT -TURN TREATMENTS 2-LANE HIGHWAYS
Spring Hill Village - Avon Street Extended and Entrance
140
r
120 �_ FULL-WIDTHTURN-LANE REQUIRED
II 1o0
80 Y
TAPER REQUIRED
ci7c7 40—
aZ RADIUS REQUIRED
20
12
0 100 200 300 400 500 600 700 800 900 1000
PHV APPFIOACK TOTAL, vvehlcles per hour
PM Peak - Northbound
Source: VDOT Minimum Standards of Entrances to State Highways - Figure 5
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Intersection: Route 20 and Entrance
Approach Direction: Northbound
Peak Hour: PM Peak
Peak Hour Left Turns (VL): 12
Advancing Volume (VA): 193
Opposing Volume (Vo): 509
Operating/Design Speed (V): 60
% Left Turns in VA (L): 5%
Optional % Left Turn Override:
vph
vph (Northbound Approach)
vph (Southbound Approach)
mph
(Calculated Value: 6.2%)
Analysis Date
Data Date
Projection Year
(0' storage required based on chart)
% Trucks in VL: 10% (0' additional storage for trucks)
CONCLUSION: No Left Turn Lane Reguilred
WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS Figure 14
Spring Hill Village - Route 20 and Entrance
800
700
600
w
500 x 509
O
> 400 t s�
Z h
300
a No
0 200 Left -Turn
o y Lane
100 1 Required
2013
2013
2021
Grade, Unsignalized Intersections
L = % Lek Turns in VA
S = Storage Length Required
V=60mph
tf'a L = 5%
Sg 7
w
N
0 200 400 600 800 1,000 1,200
VA ADVANCING VOLUME (VPH)
PM Peak - Northbound
Source: Highway Research Record Number 211 - Figure 14
GUIDELINES FOR RIGHT -TURN TREATMENTS ON 2-LANE HIGHWAYS
Project: Spring HE Village
Intersection: Route 20 anra Entra
Approach Direction: SouthbGund Analysis Date:
Pu P data Date:
Peak Hour:
PHV Right Turns: 47 tph Projection Year:
PHV Approach Total: 509 VNIi
140
3
O
L 120
100
s
8o
N
60
1—
= 40 1
7> 20
0
0
CONCLUSION: RIGHT -TURN TAPER REQUIRED
GUIDELINES FOR RIGHT -TURN TREATMENTS 2-LANE HIGHWAYS
Spring Hill Village - Route 20 and Entrance
FULL-WIDTHTURN-LANE REQUIRED
TAPER REQUIRED
2013
2013
2021
47-
RADIUS REQUIRED
100 200 300 400 500 600 700 800 900 1000
PHV APPROACH TOTAL, vehicles per hour
PM Peak - Southbound
Source: VDOT Minimum Standards of Entrances to State Highways • Figure 5
EPR, P.C. "ENGINEERING & PLANNING RESOURCES"
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix C - Turn Lane Threshold Testing
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Analysis Date: 2013
Intersection: Avon Street Extended and
Entrance Data Date: 2013
Approach Direction: Southbound
Projection Year: 2015
Peak Hour: AM Peak
Peak Hour Left Turns (VJ: 64
vph
Advancing Volume (VA): 119
vph (Southbound Approach)
Opposing Volume (Vo): 272
vph (Northbound Approach)
operating/Design Speed (V): 50
mph
% Left Turns in VA (Q. 40% (Calculated Value: 53.8%)
Optional % Left Turn Override:
(0' storage required based on chart)
% Trucks in VL: 10% (0' additional storage for trucks)
CONCLUSION: No Left -Turn Lane Reaulred
WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS Figure
Spring Hill Village - Avon Street Extended and Entrance
B00
_ 700
= 1y
z 600
W s
`saw 500 "
� S� d
a 400 e?
eA
2 rQ 300 x 272
No
G 200 Left -Turn
7 Lane
Grade, Unsignalized Intersections
L = % Left Turns in VA
S = Storage Length Required
I
V = 50 mph
L = 40%
100 Required
0 0 200 _ 400 600 800 1.000 -1,200
VA ADVANCING VOLUME (VPH)
AM Peak - Southbound
Source: Highway Research Record Number 211 - Figure 13
WARRANT FOR LEFT -TURN -STORAGE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Analysis Date:
Intersection: Avon Street Extended and
Entrance Data Date:
Approach Direction: Southbound
Projection Year:
Peak Hour: PM Peak
Peak Hour Left Turns (V,_): 94
vph
Advancing Volume (VA): 344
vph (Southbound Approach)
Opposing Volume (Vo): 87
vph (Northbound Approach)
Operating/Design Speed (V): 50
mph
% Left Turns in VA (L): 30% (Calculated Value: 27.3%)
Optional % Left Turn Override:
(75' storage required based on chart)
% Trucks in VL: 10% (25' additional storage for trucks)
CONCLUSION: 100- LEFT -TURN STORAGE REQUIRED
i WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS Figure 12
Spring Hill Village - Avon Street Extended and Entrance
2013
2013
2015
800
Grade, Unsignalized Intersections
700 i L = % Left Turns in VA
S = Storage Length Required
d
Z 600 V = 50 mph
w
a 2 500 L = 30%
400
300
CL
No
O 200 Left - Turn
> Lane y
100 I Required 87
0 200 400 600 800 1,000 1,200
VA ADVANCING VOLUME (VPH)
i PM Peak - Southbound
Source: Highway Research Record Number 211 - Figure 12
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Analysis Date: 2013
Intersection: Avon Street Extended and
Entrance Data Date: 20i3
Approach Direction: Southbound
Projection Year: 2015
Peak Hour: PM Peak
Peak Hour Left Turns (VJ: 83
vph
Advancing Volume (VA): 333
vph (Southbound Approach)
Opposing Volume (Vo): 87
vph (Northbound Approach)
operating/Design Speed (V): so
mph
% Left Turns in VA (L), 20% (Calculated Value: 24.9%)
Optional % Left Turn Override:
(0' storage required based on chart)
% Trucks in VL: 1 00/0 (0' additional storage for trucks)
CONCLUSION: No Left -Turn Lane Reguired
WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS Fiaure 11
Spring Hill Village - Avon Street Extended and Entrance
aao 1
Grade, Unsignalized Intersections
L= % Left Turns in VA
700 , S = Storage Length Required
Z 600 I V = 50 mph
W
a 50Dkti L = 20%
r ` 400 s
rn 300
a No
p 200 Left -Turn
Lane
100 ' Required 87
0-
0 200 400 600 Boo
VA ADVANCING VOLUME (VPM
PM Peak - Southbound
Source: Highway Research Record Number 211 - Figure 11
1,000 1,200
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Analysis Date: 2013
Intersection: Avon Street Extended and
Entrance Data Date: 2013
Approach Direction: Southbound
Projection Year: 2021
Peak Hour: AM Peak
Peak Hour Left Turns (VL): 64
vph
Advancing Volume (VA): 122
vph (Southbound Approach)
Opposing Volume (Vo): 289
vph (Northbound Approach)
Operating/Design Speed (V): 50
mph
% Left Turns in VA (L): 40% (Calculated Value: 52.5%)
Optional % Left Turn Override:
(0' storage required based on chart)
% Trucks in VL: 10% (0' additional storage for trucks)
CONCLUSION: No Left -Turn Lane Required
WARRANT FOR LEFT TURN STORAGE LANES ON 2-LANE HIGHWAYS Figure 13
i Spring Hill Village - Avon Street Extended and Entrance
800
700
CL
600
w
500
a
400
O 300
a
a
p 200
0
100
0
0
a
X 2
No
Left -Turn
Lane
Required
200
Grade, Unsignalized Intersections
L. = % Left Turns in VA
S = Storage Length Required
i
V=50mph
L = 40%
cn \s
400 600 800 1,000 1,200
VA ADVANCING VOLUME (VPH)
AM Peak - Southbound
Source: Highway Research Record Number 211 - Figure 13
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Analysis Date:
Intersection: Avon Street Extended and
Entrance Data Date:
Approach Direction: Southbound
Projection Year:
Peak Hour: PM Peak
Peak Hour Left Turns (VL): 94
vph
Advancing Volume (VA): 359
vph (Southbound Approach)
Opposing Volume (Vo): 92
vph (Northbound Approach)
Operating/Design Speed (V): 50
mph
% Left Turns in VA (Q: 30% (Calculated Value: 26.2%)
Optional % Left Turn Override:
(75' storage required based on chart)
% Trucks in VL: 10% (25' additional storage for trucks)
CONCLUSION: 100' LEFT -TURN STORAGE REQUIRED
WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS Figure 12
Spring Hill Village - Avon Street Extended and Entrance
800
700
Y
rL 600
Z
414 w
M 500
4. S
o� 400 I , f�
O 30o
IL No
4 200 Left -Turn
7 Lane
100 Required X 92
J
rade, Unsignalized Intersections
= % Left Turns in VA
= Storage Length Required
i
i V=50mph
L=30%
2013
2013
2021
o
0 200 400 600 800 1,000 1,200
VA ADVANCING VOLUME (VPH)
PM Peak - Southbound
Source: Highway Research Record Number 211 - Figure 12
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAYS
Project: Spring Hill Village
Analysis Date: 2013
Intersection: Avon Street Extended and
Entrance Data Date: 2013
Approach Direction: Southbound
Projection Year: 2021
Peak Hour: PM Peak
Peak Hour Left Turns (VJ:
72
vph
Advancing Volume (VA):
337
vph (Southbound Approach)
Opposing Volume (Vo):
92
vph (Northbound Approach)
Operating/Design Speed (V):
s0
mph
% Left Turns in VA (L):
20%
(Calculated Value: 21.4%)
Optional % Left Turn Override:
(0' storage required based on chart)
% Trucks in VL: 10°/0 (0' additional storage for trucks)
CONCLUSION: No Left -Turn Lane Reaulred
WARRANT FOR LEFT -TURN STORAGE LANES ON 2-LANE HIGHWAYS Figure 11
Spring Hill Village - Avon Street Extended and Entrance
800 C
700
T
? 600
m
S` g 500
s� xtid� a�. SSA
o - 400 r
Q 300 i
IL
G 200 Left -Turn
Le
ft Turn
� Lane
100 Required 92
0 200 400 600 800
V,4 ADVANCING VOLUME (VPH)
PM Peak - Southbound
Source: Highway Research Record Number 211 - Figure 11
Grade, Unsignalized Intersections
L = % Left Turns in VA
s = Storage Length Required
V=50mph
L = 20%
1,000 1,200
GUIDELINES FOR RIGHT -TURN TREATMENTS ON 2-LANE HIGHWAYS
Project:
I ntersection:
Approach Direction:
Peak Hour:
PHV Right Tums:
PHV Approach Total:
Spdgg Hall Vlllt e
Avon Street Extencfert and Er}lranrps
Morlhbound
AM Peak
64 - vph
335 %'Phi
CONCLUSION: RIGHT -TURN TAPER REQUIRED
Analysis Date:
2013
Data Date:
2013
Projection Year:
2015
GUIDELINES FOR RIGHT -TURN TREATMENTS 2-LANE HIGHWAYS
Spring Hill Village - Avon Street Extended and Entrance
140
5
0
120 FULL-WIDTHTURN-LANE REQUIRED
v
100
s
80
rq TAPER REQUIRED 75
7d 60::.. 64
r-
= 40
RADIUS REQUIRED
20 _
0 -
0 100 200 300 400 500 600 700 800 000 1000
PHV APPROACH TOTAL, vehicles per hour
AM Peak - Northbound
Source: VDOT Minimum Standards of Entrances to State Highways - figure 5
GUIDELINES FOR RIGHT -TURN TREATMENTS ON 2-lANE HIGHWAYS
Project: Spring Hill Vilkw,
Intersection: Avon Street Exteride+d and Erltmance
Approach Direction: North -b ulnd Analysis Date: 2013
Peak Hour: PM Peak Data Date: 2013
PHV Right Turns: 94 vph Projection Year: 2015
PHV Approach Total: ! 181 vph
CONCLUSION: RIGHT -TURN TAPER REQUIRED
GUIDELINES FOR RIGHT -TURN TREATMENTS 2-LANE HIGHWAYS
Spring Hill Village - Avon Street Eidended and Entrance
140
3
O
20 FULL-WIDTHTURN-LANE REQUIRED
1100 96 4
80
vJ i TAPER REQUIRED
60
40 I
S RADIUS REQUIRED _
20
iE
0 100 200 900 400 500 600 700 800 900 1000
PHV APPROACH TOTAL, vehicles per hour
PM Peak - Northbound
Source: VDOT Minimum Standards of Entrances to State Highways - Figure 5
GUIDELINES FOR RIGHT -TURN TREATMENTS ON 2-1ANE HIGHWAYS
Project:
`ypfhg Dill Village 9
Intersection:
Avon Street F_>cten+ied and EMrance
Approach Direction:
I�orthb4iind Analysis Date:
Peak Hour:
AM Peak Data Date:
PHV Right Turns:
_
64 vph Projection Year:
PHV Approach Total:
3514 1+rph
CONCLUSION: RIGHT -TURN TAPER REQUIRED
GUIDELINES FOR RIGHT -TURN TREATMENTS 2-LANE HIGHWAYS
Spring Hill Village Avon Street Extended and Entrance
140
0
120 FULL -WIDTH TURN -LANE REQUIRED
100
E
80
TAPER REQUIRED 73 '
t4 .-�-
60
H _ _
40 8
RADIUS REQUIRED
20
a �-
0
0 100
2013
2013
2021
200 300 400 500 600 700 800 900 1000
PHV APPROACH TOTAL, vehicles per hour
AM Peak - Northbound
Source: VDOT Minimum Standards of Entrances to State Highways - Figure 5
GUIDELINES FOR RIGHT -TURN TREATMENTS ON 2-LANE HIGHWAYS
Project:
Intersection:
Approach Direction:
Peak Hour.-
PHV Right Turns:
PHV Approach Total
Spring Hill Village
Avon Street Extanrted and E=ntrartwe
nowt# bouna
RM Psak
94 vph
1136 vph
CONCLUSION: RIGHT -TURN TAPER REQUIRED
Analysis Date:
2013
Data Date:
2013
Projection Year:
2021
GUIDELINES FOR RIGHT -TURN TREATMENTS 2-LANE HIGHWAYS
Spring Hill Village - Avon Street Extended and Entrance
L 140
7
0
m 120 FULL-WIDTHTURN-LANE REQUIRED
a.
100 95 94
80
TAPER REQUIRED
cc 60
�s40 i
I RADIUS REQUIRED
20
0 —
0 100 200 300 400 500 600 700 800 900 1000
PHV APPROACH TOTAL, vehicle- per hour
PM Peak - Northbound
Source: VDOT Minimum Standards of Entrances to State Highways - Figure 5
ENIMIM EPR, P.C. "ENGINEERING & PLANNING RESOURCES"
637 SERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
Appendix D - Synchro Reports
HCM Unsignalized Intersection Capacity Analysis
3: Entrance & Avon St Extended
7/3/2013
t
1
Movement WBL
WBR
NBT
NBR
SBL
SBT
Lane Configurations
Volume (vehlh) 14
29
272
10
6
55
Sign Control Stop
Free
Free
Grade 0%
0%
0%
Peak Hour Factor 0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph) 15
32
296
11
7
60
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 374
301
307
vC1, stage 1 conf vol
vC2, stage 2 conf Vol
vCu, unblocked vol 374
301
307
tC, single (s) 6A
6.2
4.1
tC, 2 stage (s)
tF (s) 3.5
3.3
2.2
p0 queue free % 98
96
99
cM capacity (vehlh) 624
739
1254
Direction, Lane # WB 1
NB 1
SB 1
Volume Total 47
307
66
Volume Left 15
0
7
Volume Right 32
11
0
cSH 697
1700
1254
Volume to Capacity 0.07
0.18
0.01
Queue Length 95th (ft) 5
0
0
Control Delay (s) %5
0.0
0.8
Lane LOS B
A
Approach Delay (s) 10.5
0.0
0.8
Approach LOS B
Intersection Summary
Average Delay
Intersection Capacity Utilization
1.3
24.9%
ICU Level of Service A
Analysis Period (min)
15
Spring Hill Village 2015 Build AM Synchro 7 Report
Page 1
EPR, P.C.
HCM Unsignalized Intersection Capacity Analysis
7/312013
6: Entrance & Route 20
4,�
1
Movement EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Volume (vehlh) 22
7
7
506
122
41
Sign Control Stop
Free
Free
Grade 0%
0%
0%
Peak Hour Factor 0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph) 24
8
8
550
133
45
Pedestrians
Lane Width (ft)
Walking Speed ON
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 720
155
177
vC1, stage 1 conf Vol
vC2, stage 2 canf Vol
vCu, unblocked Vol 720
155
177
tC, single (s) 6.4
6-2
4.1
tC, 2 stage (s)
tF (s) 3.5
33
2.2
p0 queue free % 94
99
99
cM capacity (vehlh) 392
891
1399
Direction, Lane # EB 1
NB 1
NB 2
SB 1
Volume Total 32
8
550
177
Volume Left 24
8
0
0
Volume Right 8
0
0
45
cSH 454
1399
1700
1700
Volume to Capacity 0.07
0.01
0.32
010
Queue Length 95th A 6
0
0
0
Control Delay (s) 135
76
0.0
0.0
Lane LOS B
A
Approach Delay (s) 13.5
01
0.0
Approach LOS B
Intersection Summary
Average Delay
Intersection Capacity Utilization
0.6
36.6%
ICU Level of Service A
Analysis Period (min)
15
S hro 7 - Re art
ync p
Spring Hill Village 2015 Build AM Page 2
EPR, P.C.
HCM Unsignalized Intersection Capacity Analysis
3: Entrance & Avon St Extended 7/3/2013
{ A- t
Movement
WBL
WBR
NBT
NBR SBL
SBT
Lane Configurations
Y
T
4
Volume (vehlh)
12
21
87
12 23
250
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92 0.92
0.92
Hourly flow rate (vph)
13
23
95
13 25
272
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
423
101
108
vC1, stage 1 conf vol
vC2, stage 2 conf voll
vCu, unblocked vol
423
101
106
tC, single (s)
6-4
6.2
4-1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
98
98
98
cM capacity (vehlh)
578
954
1483
Direction, Lane #
WB 1
NB 1
SB 1
Volume Total
36
108
297
Volume Left
13
0
25
Volume Right
23
13
0
cSH
771
1700
1483
Volume to Capacity
0.05
0.06
0.02
Queue Length 95th (ft)
4
0
1
Control Delay (s)
9.9
0.0
0.8
Lane LOS
A
A
Approach Delay (s)
9.9
0.0
0.8
Approach LOS
A
Intersection Summary
Average Delay
Intersection Capacity Utilization
1.3
31.1 %
ICU Level
of Service A
Analysis Period (min)
15
Spring Hill Village 2015 Build PM Synchro 7 - Report
Page 1
EPR, P.C.
HCM Unsignalized Intersection Capacity Analysis 713/2013
6: Entrance & Route 20
'-r '\ t
Movement
EBL
EBR
NBL
NBT
SBT SBR
Lane Configurations
'
t
`
Volume (vehlh)
85
12
12
170
436 47
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92 0.92
Hourly flow rate NO)
92
13
13
185
474 51
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
Alone
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
VC, conflicting volume
710
499
525
vC1, stage 1 conf vol
vC2, stage 2 oonf vol
vCu, unblocked vol
710
499
525
tC, single (s)
6.4
62
41
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
77
98
99
cM capacity (vehlh)
395
571
1042
Direction, Lane#
EB 1
NB 1
NB 2
SB 1
Volume Total
105
13
185
525
Volume Left
92
13
0
0
Volume Right
13
0
0
51
cSH
411
1042
1700
1700
Volume to Capacity
0.26
0-01
011
0.31
Queue Length 95th (ft)
25
1
0
0
Control Delay (s)
16.8
8.5
0.0
0.0
Lane LOS
C
A
Approach Delay (s)
16.8
0.6
0.0
Approach LOS
C
Intersection Summary
Average Delay
Intersection Capacity Utilization
2.3
37.9%
ICU Level of Service A
Analysis Period (min)
15
Spring Hill Village 2015 Build PM Synchro 7 -Report
Page 2
EPR, P.C.
HCM Unsignalized Intersection Capacity Analysis
3: Entrance & Avon St Extended 713/2013
4,- t
Movement
WBL
WBR
NBT
NBR SBL
SBT
Lane Configurations
e�rqr
'*
4
Volume (vehlh)
14
29
289
10 6
58
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92 0.92
0.92
Hourly flow rate (vph)
15
32
314
11 7
63
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
396
320
325
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
396
320
325
tC, single (s)
6A
6.2
41
tC, 2 stage (s)
tF (s)
3.5
3.3
2 2
p0 queue free %
97
96
99
cM capacity (vehlh)
606
721
1235
Direction, Lane#
WB 1
NB 1
SB 1
Volume Total
47
325
70
Volume Left
15
0
7
Volume Right
32
11
0
cSH
679
1700
1235
Volume to Capacity
0.07
019
001
Queue Length 95th (ft)
6
0
0
Control Delay (s)
10.7
0.0
0.8
Lane LOS
B
A
Approach Delay (s)
10.7
0.0
0.8
Approach LOS
B
Intersection Summary
Average Delay
Intersection Capacity Utilization
1.3
25.8%
ICU Level of Service A
Analysis Period (min)
15
Spring Hill Village 2021 Build AM Synchro 7 - Report
EPR, P.C. Page 1
HCM Unsignalized Intersection Capacity Analysis
6: Entrance & Route 20
7/312013
--#
t
Movement EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations 1?
i
Is -
Volume (vehlh) 22
7
7
537
130
41
Sign Control Stop
Free
Free
Grade 0%
0%
0%
Peak Hour Factor 0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph) 24
8
8
584
141
45
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 762
164
186
vC1, stage 1 confvol
vC2, stage 2 conf vol
vCu, unblocked vol 762
164
186
tC, single (s) 6A
6-2
4.1
tC, 2 stage (s)
tF (s) 3.5
3.3
2.2
p0 queue free % 94
99
99
cM capacity (veh1h) 371
881
1389
Direction, Lane # EB 1
NB 1
NB 2
SB 1
Volume Total 32
8
584
186
Volume Left 24
8
0
0
Volume Right 8
0
0
45
cSH 431
1389
1700
1700
Volume to Capacity 0.07
0.01
0.34
011
Queue Length 95th (ft) 6
0
0
0
Control Delay (s) 14.0
7.6
0.0
0.0
Lane LOS B
A
Approach Delay (s) 14.0
0.1
0.0
Approach LOS B
Intersection Summary
Average Delay
Intersection Capacity Utilization
0.6
38.3%
ICU Level
of Service A
Analysis Period (min)
15
Spring Hill Village 2021 Build AM Synchro 7 -Report
Page 2
EPR, P.C.
HCM Unsignalized Intersection Capacity Analysis 71312013
3: Entrance & Avon St Extended
,e- k T
Movement
WBL
WBR
NBT
NBR SBL
SBT
Lane Configurations
Volume (vehm)
12
21
92
12 23
265
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92 0.92
0.92
Hourly flow rate (vph)
13
23
100
13 25
288
Pedestrians
Lane Width (ft)
Walking Speed (fl1s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
445
107
113
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
445
107
113
tC, single (s)
64
6.2
41
tC, 2 stage (s)
2 2
tF (s)
3.5
3.3
p0 queue free %
98
98
98
cM capacity (vehlh)
561
948
1476
Direction, Lane #
WB 1
NB 1
SB 1
Volume Total
36
113
313
Volume Left
13
0
25
Volume Right
23
13
0
cSH
758
1700
1476
Volume to Capacity
0.05
0.07
0.02
Queue Length 95th (ft)
4
0
1
Control Delay (s)
10.0
0.0
0.7
Lane LOS
A
A
Approach Delay (s)
10.0
0.0
0.7
Approach LOS
A
Intersection Summary
Average Delay
Intersection Capacity Utilization
1.3
31.9%
ICU Level
of Service A
Analysis Period (min)
15
Spring Hill Village 2021 Build PM Synchro 7 - ReportPage 1
EPR, P.C.
HCM Unsignalized Intersection Capacity Analysis
6: Entrance & Route 20 713I2013
-A N 4%
EBL EBR
SBT SBR
Lane Configurations
�
Volume (vehlh)
85
12
12
181
462 47
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92 0.92
Hourly flow rate (vph)
92
13
13
197
502 51
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
751
528
553
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
751
528
553
tC, single (s)
6.4
6-2
41
tC, 2 stage (s)
tF(s)
3.5
33
22
p0 queue free %
75
98
99
cM capacity (vehlh)
374
551
1017
Direction, Lane #
EB 1
NB 'I
NB 2
SB 1
Volume Total
105
13
197
653
Volume Left
92
13
0
0
Volume Right
13
0
0
51
cSH
389
1017
1700
1700
Volume to Capacity
0.27
0.01
012
0.33
Queue Length 95th (ft)
27
1
0
0
Control Delay (s)
17.6
8.6
0.0
0.0
Lane LOS
C
A
Approach Delay (s)
176
0.5
0.0
Approach LOS
C
Intersection Summary
Average Delay
2•3
A
Intersection Capacity Utilization
39 3%
ICU Level of Service
Analysis Period (min)
15
Spring Hill Village 2021 Build PM Synchro 7 - Report
EPR, P.C. Page 2
FXNTW� zM71i r--r-I
f6
VIL .
I EPR, P.C. "ENGINEERING $ PLANNING RESOURCES"
I 'F
M
637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901
There will be two full access entrances to the Spring Hill Village development because it has
ample frontage and site distance on two primary state roads. These entrances will be on
Avon Street Extended (SR 742) and Route 20 (Scottsville Road).
For this study, traffic operations at two intersections, as follows, will be examined: (See
Figure 2)
Route 20 at site entrance 1;
Avon Street Extended at site entrance 2.
3. Existing conditions
To facilitate the study, traffic counts were obtained for the AM and PM peak hours of a typical
weekday.
The traffic count for AM and PM peak hour trips at the intersection of Route 20 at Parham
Construction was performed on Tuesday, May 14, 2013. The traffic count for AM and PM
peak hour trips at the intersection of Avon Street Extended and Arden Drive was performed
on Thursday, May 16, 2013. The counts for AM were performed between 7 AM and 9 AM,
and the counts for the PM were performed between 413M and 6PM on a typical weekday.
See Figure 3 for the illustration of the traffic counts at the counted intersections, and Figure
4 for the illustration of the existing traffic volumes at the study intersections. The traffic count
worksheets are provided in Appendix A.
4. No build conditions
A 1 % per year background growth rate was used to increase the background traffic volumes
to the build year 2015 and planning horizon year 2021.
See Figure 5 and Figure 6 for the illustrations of the no build traffic volumes in 2015 and
2021.
5. Site trip generation
The Spring Hill development was analyzed as one phase of build -out, to be completed in
approximately two years in 2015, consisting of four different land use types:
townhomeslcondos, office space, apartments, and single-family detached homes. Per ITE
Generation 9th Edition, this study will analyze them with land use code 230 for
town homestoondos, land use code 710 for office space, land use code 220 for apartments,
and 210 for single-family detached homes.
According to VDOT's Traffic Impact Analysis Regulations Administrative Guidelines, the
internal capture rates for this development are 5% for AM and PM peak hours as well as 24-
hour traffic, and the pass -by rates are 0%. Internal capture credit was given to the residential
and office trips, pending whichever use generated the fewest trips during peak hour.
Table 1 provides the summaries of the trip generation with internal captures for this
development.
Figure 3 Traffic Counts
-Awl, imloa.
' ,BJAA A 'I
LO
N
Cn
8/6
1 /2,
Ln
1L A'T. It
I