HomeMy WebLinkAboutSDP201000035 Study 2010-07-19RENAISSANCE PLANNING GROUP
Technical Memorandum
TRAFFIC IMPACT STUDY
West Village
Crozet, VA
Prepared for:
Mr. Keith Whipple
WaterStreet Studio
By:
Bill Wuensch, P.E., PTOE
RENAISSANCE PLANNING GROUP
455 2nd St. SE
Charlottesville, Virginia 22902
July 19, 2010
I.Introduction and Summary
I1.Background Information: Proposed Development
III. Analysis of Existing Conditions
IV. Analysis of Future Conditions Without Development
V. Trip Generation
VI. Site Traffic Distribution and Assignment
VII. Analysis of Future Conditions With Development
VIII. Recommended Improvements
IX. Conclusions
LIST OF FIGURES
Figure 1 Vicinity Map
Figure 2 County GIS Map of the Site Location
Figure 3 Year 2010 Existing Volumes
Figure 4 Year 2020 No Build Volumes
Figure 5 Site Trip Distribution Percentages
Figure 6 Site Related Peak Hour Volumes
Figure 7 Year 2020 Build Volumes
Figure 8 County GIS Map of Nearby Parcels
LIST OF TABLES
Table 1 LOS & Delay for Existing Conditions
Table 2 LOS and Delay for Year 2020 No Build Conditions
Table 3 Trip Generation for Proposed Development
Table 4 LOS & Delay for Year 2020 Build Conditions
Table 5 Vacant Parcels Adjacent to the New Connector Road
TECHNICAL APPENDICES
Appendix A Site Master Plan
Appendix B Traffic Count Data
Appendix C HCS Worksheets - Existing Conditions
Appendix D HCS Worksheets - Year 2020 No Build Conditions
Appendix E HCS Worksheets - Year 2020 Build Conditions
Appendix F Turn Lane Worksheets - Blue Ridge Avenue Entrance
I. Introduction and Summary
Purpose of report and study objectives
The purpose of this document is to provide a traffic analysis study consistent with the
Virginia Department of Transportation (VDOT) Chapter 527 requirements. The flow of the
report is modeled after the '`Organization of a Traffic Impact Analysis Report" as summarized
in the Chapter 527 Administrative Guidelines.
The objective of the study is to report the existing traffic volumes in the study area, calculate
new trips associated with the proposed development, and identify related traffic impacts and
recommendations to mitigate the impacts. Specifically, this study evaluates traffic operations
at one study intersection - Jarmans Gap Road and Blue Ridge Avenue.
In addition, discussion is provided regarding future traffic volume projections for the
proposed development's new road that provides a new connection in the study area.
Executive Summary
Site location and study area - The proposed site is located in Albemarle County, in Crozet.
The property is located just west of the downtown area, west of Crozet Avenue and north of
Jarmans Gap Road. Figure I provides an illustration of the site location. The study area
includes the adjacent off -site intersection of Jarmans Gap Road and Blue Ridge Avenue.
Description of the proposed development - The proposed neighborhood contains a mix of
dwelling types. Five single family detached homes are proposed along with a mixture of 59
townhome / condominium / duplex type dwelling units. In all, the site covers 9.916 acres, of
which 8.01 acres is proposed as open / green space. The proposed development build out
year is 2020. The residential subdivision has one proposed entrance on Blue Ridge Avenue,
approximately 300 feet from Jarmans Gap Road. Note that it is anticipated that the
development spine road will connect to a future link to Cling Road pending future
development of the abutting parcels.
Principal findings - The analysis indicates that the proposed development will have only
limited impact to traffic operations at the study intersection and therefore, no improvements
are required. In addition, the proposed entrance along Blue Ridge Avenue does not satisfy
the turn lane warrants and therefore, no turn lanes are required.
2
II. Background Information: Proposed Development (Site and
Nearby)
A. List of all non - existent transportation improvements assumed in the analysis
None.
B. Description of on -site development
i) Map ofparcel.
See Figure 1 for an illustration of the site location.
Description of the parcel
The subject parcel consists of approximately 9.916 acres of undeveloped land generally
located north of Jarmans Gap Road and west of Blue Ridge Avenue.
iii) General terrain, features
The topography is generally described as level to rolling in this area.
iv) Location within the jurisdiction and region
See Figure 1 as well as the applicant's site plan information located in Appendix A for
greater detail about vicinity.
v) Comprehensive Plan recommendations Ibr the .subject property
This proposed development is consistent with the Crozet Master Plan.
vi) Current or proposed zoning of the .subject property
The subject property is currently zoned R -6 residential.
C. Description of geographic scope and limits of study area
The study area includes one adjacent offsite intersection — Jarmans Gap Road and Blue Ridge
Avenue.
D. Plan at an engineering scale of the existing and proposed site uses
The applicant's site plan information is provided in Appendix A.
3
a
WEST VILLAGE
TRAFFIC IMPACT STUDY
Panorama
Trails*White Hall. , _.. 00th R Q-
Dooms gen.
RC rQ R •
A U G U S T A iii 4 re'
arm
O
O
w Or% 90Q rozet 240._._T ' P Greenbrier
lF,Z
20Q
Ot V I R G I N I A "250 s Pte. 5 oe
E E MAR l E 250
s+
CHARLOTTESVILLE
Afton
Z50 29
Rockfish 99°m J , B.s Charlottesville.
South) Entrance Station Ri 29
edc 101 X
x
st j
N E L S O N
pe it
h
se 1a'a Rd
G
t F
0 5`
0 creek R0
Lake Park F-
a CIhg D<
c oC}d eo e Ny\•;c6(20.,,UarmanS Gap Rd
roz
240 ®ee Notched Rd
ke
west Dr
parYc To'n Ivy Rd
yc.rg Qad7wn
250
CI"tP
0 0
Brownsville
Rockfish Gap Tpke a
cad P s
o. Ct
LON Q
07 D dt0i...Cr
107 O
250
M
O — .._.hS Midway
0 j Rd
A Midway Rd yyyanl pi°K °
0
f1 all I
N
Figure 1D' ei
ortak Vicinity Map
E. Description and map or diagram of nearby uses, including parcel zoning
Figure 2 below illustrates the current zoning in the study area per the County's online
GIS system. The light pink represents urban general (CT 4), pink represents urban
general (CT 5), red represents urban core (CT 6) and yellow represents urban edge (CT
3).
S4 4.166114L55-46 1.45 IA \ , ,
55-1''`i j
O
y f
6 A 0 st Village
C
e i
40c, .ners, Ares
4
IIIO ;
ssC_a4 -s0 `!8-4;'"i 0 per• 7
1 d
i_
5.. r 541
C.. ___ a 1 t fi i
t •
f 1 . 2 3.htiL
r A Ai
c o k iru 1.a
3 . 1 "t Tlfi 1 G I”-
7 -6
c-0 1- G 44
s s
5E'O • 5611 56 i , _ Al !.LZf T'
54" -
07 -0C -1 q-01 -1 A
4 . ,, f/ r , , ry '207 1
r #
h
i -0C•17 1.-
5 ;. \ V SE+P1.J. a...i
C lWWW111 41,„5650
4— sEiAir, 41"--Z 4 a c ss T 4Af
yI y r
33^ -'. - . E 1 lrc . K , Put- .L4 t
Wf 6f.pm' N
Figure 2 — County GIS Map of Current Zoning
F. Description and map or diagram of existing roadways
See Figure 1 for an illustration of the adjacent roadway network.
Jarmans Gap Road is a two lane, east / west collector road that connects the western part of
Crozet to Crozet Avenue and downtown. The pavement width is 20 feet and there are no
paved shoulders. The VDOT ADT database indicates that the year 2008 traffic volume was
2,800 vpd. Blue Ridge Avenue is a two lane residential street that provides access to several
residences in the area. The pavement width is 15 feet and there are no paved shoulders. The
year 2008 ADT is 380 vpd.
The speed limit is 25 mph for both roadways, there are no turn lanes along either roadway in
the study area, and the sight distances are satisfactory.
5
G. Description and map or diagram of programmed improvements to roadways,
intersections, and other transportation facilities within the study area
Jarmans Gap Road is programmed to be improved next year. The road will remain a two
lane roadway. but will be improved to current geometric standards, including a sidewalk.
III. Analysis of Existing Conditions
A. Collected daily and peak hour of the generator traffic volumes, tabulated and
presented on diagrams with counts provided in an appendix
Peak hour turning movement counts were conducted at the study intersection on Tuesday,
June 8, 2010. See Figure 3 for an illustration of the existing traffic count data. The traffic
count worksheets are provided in Appendix B.
B. Analyses for intersections and roadways identified by VDOT
Highway Capacity Software (HCS +) was utilized to analyze traffic operations at the study
intersection. Table 1 provides a summary of the existing level of service and delay, by
movement. The intersection operates satisfactorily with all individual movements operating
at LOS B or better. The HCS worksheets are provided in Appendix C.
TABLE 1
Existing Capacity Analysis
Delay (sec /veh) and LOS
Intersection and Delay
Movement LOS
AM PM
Jarmans Gap & Blue Ridge
Jarmans Gap 7.4 7.7
EB All A A
Blue Ridge 9.6 11.5
SB All A B
6
WEST VILLAGE
TRAFFIC IMPACT STUDY
bn
Site
0) (6)
3 3
3 (7)
Jarmans Gap Rd L 89 (208)
5) 3
136) 145 —*
N
Figure 3
Existing (Year 2010)xxx(xxx) = am(pm) Peak Hour Volumes
Peak Hour Volumes
C. When the type of development proposed would indicate significant potential for
walking, bike or transit trips either on- or off -site, analyses of pedestrian and bicycle
facilities, and bus route(s) and segment(s), tabulated and presented on diagrams, if
facilities or routes exist
Not applicable.
D. Speed Study (if requested by VDOT) — N/A
E. Crash history near site (if requested by VDOT) — Crash data was provided by
VDOT for the Blue Ridge Avenue intersection with Jarmans Gap Road. There were no
reported accidents in the previous three years.
F. Sight distance (if requested by VDOT) — N/A
A sight distance analysis was not specifically requested; however, when the new site entrance
is constructed, the design shall provide for sight distances in compliance with the VDOT
requirements.
IV. Analysis of Future Conditions Without Development
A. Description of and the justification for the method and assumptions used to forecast
future traffic volumes
Per the VDOT database, the traffic volume on Jarmans Gap Road has only modestly increased in
the last several years, from 2,600 vpd in 2005 to 2,800 vpd in 2008. This represents an increase of
less than two percent. To be conservative, a two percent per year background growth rate was used
to increase the background traffic volume to the build year 2020. See Figure 4 for the No Build
year 2020 traffic volumes.
B. Analyses for intersections and roadways as identified by VDOT
1. Delay and Level of Service (LOS) are tabulated and LOS is presented on diagrams
for each lane group.
Table 2 provides a summary of the capacity analysis by movement for the year 2020 no -build
condition. There is very little change from existing conditions, with all individual
movements still operating at LOS B or better. The HCS worksheets are provided in
Appendix D.
TABLE 2
No Build Year 2020 Capacity Analysis
Delay (sec /veh) and LOS
Intersection and Delay
Movement LOS
AM — 1 PM
Jarmans Gap & Blue Ridge
Jarmans Gap 7.5 7.8
EB All A A
Blue Ridge 9.7 11.8
SB All A B
8
WEST VILLAGE
TRAFFIC IMPACT STUDY
bn
Site
0) (7)
4 4
4 (9)
Jarmans Gap Rd L 4-- 108 (254)
6) 4
166) 177 —
N
Figure 4
2020 No Build xxx(xxx) = am(pm) Peak Hour Volumes
Peak Hour Volumes
C. When the type of development proposed would indicate significant potential for
walking, bike or transit trips either on- or off -site, analyses of pedestrian and bicycle
facilities, and bus route(s) and segment(s) tabulated and presented on diagrams, if
facilities or routes exist or are planned
The development will have sidewalks. Considering the proximity of the development to the
Crozet CBD, and connection via future sidewalk to Old Trail, it is expected that the site will
generate and accommodate bike /walk trips. Note that the site trip generation was not reduced
for these trips.
V. Trip Generation
A. Site trip generation, with tabulated data, broken out by analysis year for multi-
phase developments, and including justification for deviations from ITE rates, if
appropriate
The trip generation for the proposed development is summarized in Table 3. The equations
from the ITE Trip Generation Manual Edition 8 were utilized.
Table 3 - Trip Generation
AM PM
Land Use Qty Units ADT in out in out
Single Family Dwelling
LU 210)5 Units 66 3 10 4 3
Condo /Townhome Dwelling
LU 230)59 Units 406 6 28 26 13
Total 472 9 38 30 16
Source: 1TE Trip Generation 8` Edition
B. Description and justification of internal capture reductions for mixed use
developments and pass -by trip reductions, if appropriate, including table of
calculations used
No trip reductions were taken, though due to proximity to the Crozet CBD and future facilities
in Old Trail it could be expected that some percentage of trips, especially the non -work trips,
might be made via biking or walking.
VI. Site Traffic Distribution and Assignment
1. Description of methodology used to distribute trips, with supporting data
2. Description of the direction of approach for site generated traffic and diagrams showing
the traffic assignment to the road network serving the site for the appropriate time periods
10
The site trip distribution percentages are illustrated in Figure 5. The site trips are distributed
based on the general traffic distribution currently in the study area. The distribution differs by
peak hour to account for the directional change associated with the morning and evening
commutes. The resulting peak hour site related trips are illustrated in Figure 6.
VII. Analysis of Future Conditions With Development
A. Forecast daily and peak hour of the generator traffic volumes on the highway
network in the study area, site entrances and internal roadways, tabulated and
presented on diagrams
Figure 7 illustrates the total year 2020 build peak hour traffic volumes.
B. Analyses for intersections and roadways identified by VDOT (Blue Ridge Avenue
at Jarmans Gap Road)
1. Delay and Level of Service (LOS) are tabulated and LOS is presented on diagrams for
each lane group.
The Year 2020 Total Build level of service is summarized in Table 4. Very little change is projected
with all individual movements still operating at LOS B or better. The HCS worksheets are provided in
Appendix E.
TABLE 4
Build Year 2020 Capacity Analysis
Delay (sec /veh) and LOS
Intersection and Delay
Movement LOS
AM PM
Jarmans Gap & Blue Ridge
Jarmans Gap 7.5 7.9
EB All A A
Blue Ridge 10.2 11.5
SB All B B
Entrance and Turn Lane Analyses
In addition to the study intersection that was evaluated. turn lane analyses were conducted for
the proposed Blue Ridge Avenue entrance. Given the relatively low volumes expected on Blue
Ridge Avenue, turn lanes are not warranted at this location. In addition, one egress lane is
sufficient for traffic exiting the development onto Blue Ridge Avenue. The turn lane
worksheets (per the VDOT Road Design Manual) are provided in Appendix F.
11
WEST VILLAGE
TRAFFIC IMPACT STUDY
5 %)
5%
aby
Site
Jarmans Gap Rd
55 %)40 %)
40%55%
N
Figure 5
Site Trip
xxx = Peak Hour Distribution
Percentages
Distribution Percentages
WEST VILLAGE
TRAFFIC IMPACT STUDY
i)
1
Site 2
15) 36
4' 41
8
28)
9) (6)
15 21 t 4 (12)
Jarmans Gap Rd
16) 4
N
Figure 6
Site Trip xxx(xxx) = am(pm) Peak Hour Volumes
Peak Hour Volumes
WEST VILLAGE
TRAFFIC IMPACT STUDY
Site
9) (13)
19 25 1 8 (21)
Jarmans Gap Rd L 4-- 108 (254)
22) 8
166) 177 —
N
I Figure 7
Year 2020 xxx(xxx) = am(pm) Peak Hour Volumes
Total Build Peak Hour Volumes
C. When the type of development proposed would indicate significant potential for
walking, bike or transit trips either on- or off -site, analyses of pedestrian and bicycle
facilities, and bus route(s) and segment(s) tabulated and presented on diagrams, if
facilities exist or are planned
As previously discussed, sidewalks are planned to connect all areas of the proposed site. No
sidewalks currently exist along Blue Ridge Avenue.
Additional Discussion - Future Roadway Connection
Although not part of the capacity analysis requirements, it was requested that discussion be
provided regarding traffic volume projections for a potential new street connection. It is
anticipated that the West Village development spine road will connect to a future link to
Cling Road, thus providing a future connection for the parcels in the immediate surrounding
area. With the exception of the residences on Cling Road, most of the adjacent parcels that
would utilize this new roadway connection are not yet developed. The ADT projection for
the new roadway connection was calculated based on three components:
1. Proposed West Village Subdivision
472 vpd (see Table 3)
2. Cling Lane
479 vpd (currently 50 residences times 9.57 trips per house)
3. Vacant Parcels in the Area
There are several vacant parcels in the immediate area that would have access to the
new connector road — the parcels are highlighted in orange in Figure 8. These parcels
are identified in Table 5, along with the total acreage and the developable acreage (as
scaled from the County GIS map)
Table 5 — Vacant Parcels Adjacent to the New Connector Road
Vacant Parcel Total Area Developable Area
acres)acres)
55C -03 -B 4.2 0
55C -03 -A 25.5 12.5
56A1-01-31 0.7 0.6
56A1-01-30A 2.6 2.2
56A1-01-30 2.3 1.8
56A1-01-26B 1.9 1.6
56A1-01-26 4.4 4
56A1-01-25 4.6 4
56A 1 -0 I -26A 0.9 0.9
Total
47.1 27.6
15
The 27.6 acres of developable area is then converted to dwelling units based on six
dwelling units per acre (per the proposed revisions to the Crozet Master Plan pending
adoption this fall), resulting in 166 dwelling units. Utilizing the ITE Trip Generation
Manual for Lane Use Code 230 (condos / townhomes), this equates to 973 vpd.
The summation of these three components results in an ADT of 1,924 vpd for the new
roadway connection. Note that if the current density of 12 dwelling units per acre
were retained, the anticipated ADT for the new connector road would increase to
2,897 vpd.
West Villa, - Surroundin• Parcels
5-41
6:1 3.1
1 sNe A *. / 5 4'
siar
y ' Set
09SC,2.56-1 e "4' ltAt3
r
r+
QFFq.1 ` .. S • . .a1 sf4F
16,6461 S6
SS 4611 .
k-r6-.,./111,101W A„..
A ,..•6A4.p1N1, % . Q56I t/114„1 . Yl1
a :
S-: ' A ^ 3 JS .
J24LWi .t. s66 .91. 565•= ,
s lie. 6t 43-erp ' 4, 1 * . 1* i 1104:11 Y 1, ' s 4 6
rrylPT e y.11, 1x11 . ` '°b,„,rP 1 .! .. Z i A ot_7zs
i
c CrEecf ' eaC, .'a=rr ` +, F , C4 kA 7,_
a1 'i1 s-fps ar r
y4 ^5..L rfj S I *' ' i1 1
SS 6A
557.
fci ,
c ',q ' ih. ,,,1 i ss7,i s77 _ ,,i - sstA ,. , ``; C , y
S1A1,6ili12 a +.iratsi a j Ass.7e 11+s i, liter s. r s"'; ..1 so a rr7 , jy !iI/ j ,+.4 'S€A7m_"9 » `
pQicr_ 6 r s.i6a fi 114 ' 6's6A 6: :
L3.716 se- },E 1.iz'76 zfi-
6 Ci6'4' ;7 ts [o'-e kL si 1 i s6At z-mr , 2 s
VI, :+.
is.1 552.0h6 e -
W 1 56-11 56A 6 .a isi !od,t
5;7995 1 5061 ,
7 "1 C i t 56- P 5W1 * i - .ysPks61,
1_
S5[ -5T, 1iD14 r , .t Set -t
SS-1 9D
R
1
4 f A
13. ,1j ' 4 11 '21*- " fir-11
Figure 8 — GIS Map of Vacant Parcels in the Immediate Study Area
Note that the volume projection methodology was conservative (i.e., resulting in the highest
forecasted volume) and assumed:
the maximum allowable densities will be achieved;
no reduction for bike / walk trips even though the development is in close proximity
to mixed uses; and
all trips in the immediate area will utilize the new roadway connection, although
some trips will be destined for points west and / or McComb Street (to cross the
railroad tracks).
16
VIII. Recommended Improvements
A. Description and diagram of the location, nature, and extent of the proposed
improvements, with preliminary cost estimates as available from VDOT
Based on the traffic operations analysis of the study intersection and proposed entrance, no turn
lane improvements are required.
B. If travel demand management (TDM) measures are proposed, description of
methodology used to calculate the effects of TDM measures with supporting data
No TDM measures have been examined or considered as part of this analysis.
C. Analyses for all proposed and modified intersections in the study area under the forecast
and site traffic
Not applicable.
IX. Conclusions
A. Clear, concise description of the study findings
Findings
The analysis indicates that the proposed development will have only limited impact to traffic
operations at the study intersection and therefore, no improvements are required.
Information
Per the VDOT Secondary Street Acceptance Requirements (SSAR), the proposed West
Village subdivision's spine road will be constructed to allow for a potential connection to a
future development, and ultimately, to Cling Road. Assuming a density of six dwelling units
per acre, the new connector road is likely to experience daily traffic volumes just below
2,000 vpd. Otherwise, if the density is higher, the ADT on the new connector road will very
likely be over 2,000 vpd.
While the proposed West Village subdivision includes sidewalks, the existing Blue Ridge
Avenue cross section does not include sidewalks. Also, the Blue Ridge Avenue pavement
width does not meet VDOT standards. As development / redevelopment occurs in the area,
right -of -way dedication should be provided as necessary to allow for Blue Ridge Avenue to
be improved, especially if/ when a new roadway connection to Cling Road is constructed.
17
Appendix A
Site Plan
01./97/9 mew, L3ZOJO 3€JY1- 1111S1M SJOISIA3H O
n l ,NVld 1N31A1dO1AA34 111S A VNIWI1321d
S31ON GN`d 133HS 2:13AO3
1=
a_
w.i a
m
w
O
WI
z
Z
J i '-'0
Q w
Z
w x
I 0
J w
1 6'„,
E
W oQ7
Z O
6
J
W
d
p At
e `•
H
t.P >
1,;S 1
t.
r
M
m9t4VINIO211A13Z02030V11IA1S3MSNOISIA321
r
pr
NV1d1N31A1dO13A3031ISAHVNIIN1132dA '
NVOW2a'2SNOIIIGNOOONIISIX3V
EilI
I
IEl1
D
I010
LI
31V3nrnNlmeandM3,0laante
2
1
1 _
1IT
P1F -1
11q1
5
77i
I
7/
Il's
is,
Ca
01192 4 VINIO IA 13ZO7:10 - 30V11IA 1,SJM SNOISInaa
r
NVld 1N31AldO13Aa0 31IS MzIVNI1A11132Jd Cr)NV1d 3.IS 12JVNIWI132Id
R..a,
1
3/!V3RIIla 3 3 /V3E0183me
Lsfu4 U -
k
11lip
Y p]
j -
H —_1.— 1 I 4 ' - - 1, L t_ -1 _I j 4
M II ;
1/1 1 I 1 i ` II I
I CI11
I'j,
r
I 1 1 .11
II 1 Y_1
II Y - ` - - i3O r 1 ate
YJ 1 a
1I irrUIf
p IU E..
j,
i
1 J i 4
ej /o y
1-1-1 -4
s /
Vii-
tic ,
Appendix B
Count Data
Data Collection gutty
Laura Smith
DataCollectionGroup(a,- hotmaiLcom File Name : westVillageCounty6 -8 -10
Site Code 00000000
Start Date : 6/8/2010
Page No 1
Trucks only
Groups Printed- Unshifted - Bank 1
Blue Ridge Jarmins from Crozet Jarmins towards Crozet
From North From East From South From West
Start Time Left Thru Right Peds App ma Left Thru Right Peds App Total Left Thru Right Peds App Total Left Thru Right Peds APP Total It Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 0 1.0
07:00 AM 0 0 2 0 2 0 6 1 0 7 0 0 0 0 0 0 14 0 0 14 23
0715 AM 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 23 0 0 23 31
07:30 AM 1 0 0 0 1 0 13 0 0 13 0 0 0 0 0 1 40 0 0 41 55
07 45 AM 2 0 1 0 3 0 22 2 0 24 0 0 0 0 0 0 37 0 0 37 64
Total 3 0 3 0 6 0 49 3 0 52 0 0 0 0 0 1 114 0 0 115 173
08:00 AM 0 0 1 0 1 0 23 1 0 24 0 0 0 0 0 2 36 0 0 38 63
08:15 AM 1 0 1 0 2 0 17 0 0 17 0 0 0 0 0 0 32 0 0 32 51
0830 AM 0 0 0 0 0 0 27 0 0 27 0 0 0 0 0 1 40 0 0 41 68
08:45 AM 2 0 0 0 2 0 21 0 0 21 0 0 0 0 0 1 30 0 0 31 54
Total 3 0 2 0 5 0 88 1 0 89 0 0 0 0 0 4 138 0 0 142 236
BREAK "'
04:00 PM 1 0 3 0 4 0 36 1 0 37 0 0 0 0 0 2 47 0 0 49 90
04:15 PM 1 0 0 0 1 0 32 0 0 32 0 0 0 0 0 1 36 0 0 37 70
04:30 PM 1 0 1 0 2 0 44 1 0 45 0 0 0 0 0 0 36 0 0 36 83
04:45 PM 1 0 0 0 1 0 37 0 0 37 0 0 0 0 0 0 19 0 0 19 57
Total 4 0 4 0 8 0 149 2 0 151 0 0 0 0 0 3 138 0 0 141 300
05:00 PM 4 0 0 0 4 0 43 2 0 45 0 0 0 0 0 0 32 0 0 32 81
05:15 PM 1 0 0 0 1 0 57 1 0 58 0 0 0 0 0 1 27 0 0 28 87
05:30 PM 1 0 0 0 1 0 63 1 0 64 0 0 0 0 0 0 46 0 0 46 111
05:45 PM 0 0 0 0 0 0 45 3 0 48 0 0 0 0 0 4 31 0 0 35 83
Total 6 0 0 0 6 0 208 7 0 215 0 0 0 0 0 5 136 0 0 141 362
Grand Total 16 0 9 0 25 0 494 13 0 507 0 0 0 0 0 13 526 0 0 539 1071
Apprch % 64 0 36 0 0 97.4 2.6 0 0 0 0 0 2.4 97 6 0 0
Total % 1.5 0 0.8 0 2.3 0 46 1 1.2 0 47 3 0 0 0 0 0 1 2 49 1 0 0 50.3
Unshifted 15 0 8 0 23 0 487 13 0 500 0 0 0 0 0 10 522 0 0 532 1055
Unshifted 93.8 0 88.9 0 92 0 98.6 100 0 98 6 0 0 0 0 0 76.9 99.2 0 0 98.7 98.5
Bank 1 1 0 1 0 2 0 7 0 0 7 0 0 0 0 0 3 4 0 0 7 16
Bank 1 6.2 0 11 1 0 8 0 1 4 0 0 1.4 0 0 0 0 0 23 1 0.8 0 0 1 3 1.5
Data eattection, quay
Laura Smith
DataCollectionCroup (wiiotmail.com File Name : westVillageCounty6 -8 -10
Site Code 00000000
Start Date : 6/8/2010
Page No 2
Blue Ridge Jarmins from Crozet Jarmins towards Crozet
From North From East From South From West
Start Time Left Thru Right Peds App Total Left Thru Right Peds App Total Left Thru Right Peds App Total Left Thru Right Peds App Total Int Total
Peak Hour Analysis From 0700 AM to 11:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
0745 AM 2 0 1 0 3 0 22 2 0 24 0 0 0 0 0 0 37 0 0 37 64
08 00 AM 0 0 1 0 1 0 23 1 0 24 0 0 0 0 0 2 36 0 0 38 63
08:15 AM 1 0 1 0 2 0 17 0 0 17 0 0 0 0 0 0 32 0 0 32 51
08:30 AM 0 0 0 0 0 0 27 0 0 27 0 0 0 0 0 1 40 0 0 41 68
Total volume 3 0 3 0 6 0 89 3 0 92 0 0 0 0 0 3 145 0 0 148 246
App Total 50 0 50 0 0 96 7 3 3 0 0 0 0 0 2 98 0 0
PHF 375 000 750 000 500 000 824 375 000 852 000 000 000 000 000 375 906 000 000 902 904
Blue Ridge
Out In Total
6 6 12
3 0 3 0
Right Thru Left Peds
Peak Hour Data
sa A
Q N a,0 0
J D
2 ~CO A N
o v North CO 3
N C — 1--C
to M
o—Peak Hour Begins at 0745 AM m53osrnJ3
ca to o
c N Unshifted w a
E - 0 ) Bank 1 1
coo 0 o o A pO,,. ia)a o—a m °
4
Left Thru Right Peds
0 0 0 0
0 0 0
Out In Total
Data
Laura Smith
DataCoi[ectionGroup@hotmaii.com File Name : westVillageCounty6 -8 -10
Site Code 00000000
Start Date : 6/8/2010
Page No 3
Blue Ridge Jarmins from Crozet Jarmins towards Crozet
From North From East From South From West
Thr Rig Ped Thr Rig Ped Thr
Start Time Left
u ht s
Left
u ht s
M ^ Le
u
Right Peds App ro,ai Left
u Right Peds App rota, 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 4 0 0 0 4 0 43 2 0 45 0 0 0 0 0 0 32 0 0 32 81
05:15 PM 1 0 0 0 1 0 57 1 0 58 0 0 0 0 0 1 27 0 0 28 87
05:30 PM 1 0 0 0 1 0 63 1 0 64 0 0 0 0 0 0 46 0 0 46 111
05:45 PM 0 0 0 0 0 0 45 3 0 48 0 0 0 0 0 4 31 0 0 35 83
Total volume 6 0 0 0 6 0 208 7 0 215 0 0 0 0 0 5 136 0 0 141 362
App Total 100 0 0 0 0 96 7 3 -3 0 0 0 0 0 3 5 96 5 0 0
PHF 375 000 000 000 375 000 825 583 000 840 000 000 000 000 000 313 739 000 000 766 815
Blue Ridge
Out In Total
12 6 18
0 0 6 0
Right Thru Left Peds
Peak Hour Data
A
sM 4 o
N t--J J A.=+
o
2
North 3
rt 4 /Ro Pa.sB _
o —
Peak Hour Begins at 0500 PM B1, 5
r to
CDm
m CL Unshfted 0 3
t O o
o
a
Bank 1
7) u( m
N
0
o-o
4
Left Thru Right Peds
0 0 0 0
0 0 0
Out In Total
Appendix C
Capacity Analysis Worksheets — Existing
HCS +: Unsignali>ed Inter-secti-or,s Release 5.3
TWO -WAY STOP CONTROL SUMMARY
Analyst:CTS
Agency /Co.:RPG
Date Performed:7/14/2010
Analysis Time Period: AM
Intersection:
Jurisdiction:
Units: U. S. Customary
Analysis Year:Existing
Project ID: West Village
East/West Street:Jarmans Gap Rd
North /South Street: Blue Ridge Ave
Intersection Orientation: EW Study period hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 1 4 5 6
L T R I L T R
Volume 3 145 09 3
Peak -Hour Factor, PHF 0.90 0.90 0.85 0.85
Hourly Flow Rate, HFR 3 161 104 3
Percent Heavy Vehicles 1
Median Type /Storage Undivided
RT Channeli:ed?
Lanes 0 1 1 0
Configuration LT TR
Upstream Signal?No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 I 10 11 12
L 7'R L T R
Volume 3 3
Peak Hour Factor, PHF 0.50 0.50
Hourly Flow Rate, HFR 6 6
Percent Heavy Vehicles 8 8
Percent Grade 0 0
Flared Approach: Exists? /Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EH MB Northbound Southbound
Movement 1 4 I 7 8 9 10 11 12
Lane Config Li I I LR
v vph)3 12
C(m) vph)1490 801
v/c 0.00 0.01
95' queue length 0.01 0.05
Control Delay 7.4 9.6
LOS A A
Approach Delay 9
Approach LOS A
Appendix D
Capacity Analysis Worksheets — No Build
Year 2020
HCS +: Unsignalized Intersections Release 5.3
TWO -WAY STOP CONTROL SUMMARY
Analyst:CTS
Agency /Co.:RPG
Date Performed:7/14/2010
Analysis Time Period: PM
Intersection:
Jurisdiction:
Units: U. S. Customary
Analysis Year:Existing
Project ID: West Village
East /West Street:Jarmans Gap Rd
North /South Street:
Intersection Orientation: EW Study period hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 14 5 6
L T 0 I L T R
Volume 5 136 208 7
Peak -Hour Factor, PHF 0.82 0.82 0.84 0.84
Hourly Flow Rate, HFR 6 165 247 8
Percent Heavy Vehicles 1
Median Type /Storage Undivided
RT Channelized?
Lanes 0 1 0
Configuration LT TR
Upstream Signal?No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 I 10 11 12
L T R I L T R
Volume 6 0
Peak Hour Factor, PHF 0.38 0.38
Hourly Flow Rate, HFR 15 0
Percent Heavy Vehicles 8 8
Percent Grade O 0 0
Flared Approach: Exists? /Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 9 17 8 9 I 10 11 12
Lane Config LT I 1 LR
v vph)6 15
C(m) vph)1316 569
v/c 0.00 0.03
95 queue length 0.01 0.08
Control Delay 7.7 11.5
LOS A B
Approach Delay 11.5
Approach LOS B
HCS +: Unsignalized Intersections Release 5.3
TWO -WAY STOP CONTROL SUMMARY
Analyst:CTS
Agency /Co.:RPG
Date Performed:7/14/2010
Analysis Time Period: AM
Intersection:
Jurisdiction:
Units: U. S. Customary
Analysis Year:2020 NO Build
Project ID: West Village
East /West Street:Jarmans Gap Rd
North /South Street: Blue Ridge Ave
Intersection Orientation: EW Study period hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 14 5 6
L T R L T R
Volume 4 177 108 4
Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92
Hourly Flow Rate, HFR 4 192 117 4
Percent Heavy Vehicles 1
Median Type /Storage Undivided
RT Channelized?
Lanes 0 1 1 0
Configuration LT TR
Upstream Signal?No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 I 10 11 12
L 1 R I L T R
Volume 4 4
Peak Hour Factor, PHF 0.92 0.92
Hourly Flow Rate, HFR 4 4
Percent Heavy Vehicles 8 8
Percent Grade 0 0
Flared Approach: Exists? /Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 17 8 7 10 11 12
Lane Config LT I LR
v vph)4 8
C(m) vph)1473 768
v/c 0.00 0.01
957 queue length 0.01 0.03
Control Delay 7.5 9.7
LOS A A
Approach Delay 9.7
Approach LOS A
HCS +: Unsignalized Iritersectiorns Release 5.3
TWO -WAY STOP CONTROL SUMMARY
Analyst:CTS
Agency /Co.:RPG
Date Performed:7/14/2010
Analysis Time Period: AM
Intersection:
Jurisdiction:
Units: U. S. Customary
Analysis Year:2020 NO Build
Project ID: West Village
East /West Street:Jarmans Gap Rd
North /South Street: Blue Ridge Ave
Intersection Orientation: FW Study period hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1.2 3 1 4 5 6
L T R 1 L T R
Volume 4 177 108 4
Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92
Hourly Flow Rate, HFR 4 192 117 4
Percent Heavy Vehicles 1
Median Type /Storage Undivided
RT Channelized?
Lanes 0 1 1 0
Configuration LT TR
Upstream Signal.?No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 1 10 11 12
L T R 1 L T R
Volume 4 4
Peak Hour Factor, PHE 0.92 0.92
Hourly Flow Rate, HFR 4 4
Percent Heavy Vehicles 8 8
Percent Grade 0 0
Flared Approach: Exists? /Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 17 8 5 10 11 12
Lane Confiq LT 1 LR
v P
C(m) vph)1473 768
v/c 0.00 0.01
95- queue length 0.01 0.03
Control Delay 7.5 q.7
LOS A A
Approach Delay 9,7
Approach LOS A
Appendix E
Capacity Analysis Worksheets — Build
Year 2020
HCS +: Unsignalized Intersections Release 5.3
TWO -WAY STC)P CONTROL SUMMARY
Analyst:CTS
Agency /Co.:RPG
Date Performed:7/14/2010
Analysis Time Period: PM
Intersection:
Jurisdiction:
Units: U. S. Customary
Analysis Year:2020 Build
Project ID: West Village
East /West Street:Jarmans Gap Rd
North /South Street:
Intersection Orientation: EW Study period hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 1 4 5 6
L T R 1 L T R
Volume 22 166 254 21
Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92
Hourly Flow Rate, HFR 23 180 276 22
Percent Heavy Vehicles 1
Median Type /Storage Undivided
RT Channelized?
Lanes 0 1 1 0
Configuration LT TR
Upstream Signal?No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 1 10 11 12
L T R 1 L T R
Volume 13 9
Peak Hour Factor, PHF 0.92 0.92
Hourly Flow Rate, HFR 14 9
Percent Heavy Vehicles 8 8
Percent Grade 2)0 0
Flared Approach: Exists? /Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 1 7 8 9 1 10 11 12
Lane Config LT 1 1 LR
v vph)23 23
C(m) vph)1269 574
v/c 0.02 0.04
95, queue length 0.06 0.13
Control Delay 7.9 11.5
LOS A B
Approach Delay 11.5
Approach LOS B
HCS +: Unsignalized Intersections Release 5.3
TWO -WAY STOP CONTROL SUMMARY
Analyst:CPS
Agency /Co.:RPG
Date Performed:7/14/2010
Analysis Time Period: AM
Intersection:
Jurisdiction:
Units: U. S. Customary
Analysis Year:2020 Build
Project ID: West Village
East /West Street:Jarmans Gap Rd
North /South Street: Blue Ridge Ave
Intersection Orientation: EW Study period hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R I L T R
Volume 8 177 108 8
Peak -Hour Factor, PHF 0.92 0.92 0.92 0.92
Hourly Flow Rate, HFR 8 192 117 8
Percent Heavy Vehicles 1
Median Type /Storage Undivided
R1' Channel i zed?
Lanes 0 1 7 0
Configuration LT TR
Upstream Signal?No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
I;T R L T R
Volume 25 19
Peak Hour Factor-, PHF 0.92 0.92
Hourly Flow Rate, HFR 27 20
Percent Heavy Vehicles 8 8
Percent Grade 0 0
Flared Approach: Exists ? /Storage No
Lanes 0 0
Configuration LP
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 1 7 8 9 10 11 12
Lane Config L5 I I LR
v vph)8 47
C(m) vph)1468 740
v/c 0.01 0.06
95 queue length 0.02 0.20
Control Delay 7.5 10.2
LOS A B
Approach Delay 10.2
Approach LOS B
Appendix F
VDOT Turn Lane Worksheets
Entrance - Left Turn Warrant Evaluation 43
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO -LANE HIGHWAYS
80.IU *a0a11 a a
s a 011 a ! SanE aaaaaa At- Grade, Unsignalized Intersectionssaaaaal!aa111VC1 \!!L = % Left Turns in VAre7aa MMISEOERa
7 0 011 a .11 111111:!aM1N MNIN S = Storage Length Required
n-Iaaa a;1 a Ia 1\aa=1. !11 al V = 40 mph (Design Speed)ls 1 1131 M \I11M\\ 11OI L = 30%SORMaaa!!!.\!ESa!a! M
w 6001! a 01171. a!! aaa! .OSONSO!!!!!aa a
1 1 a! 1 .1S1aM aaa
EN ISM aa!\ MOOM \EEMW>tala! ! IMON
D no must 1 ..R a Oaa ! !
500 ISSSOMISSI 000110 ! \3 . ! .a
p Is aURR , SMOSOESUSSOMMIK •!! \ ! \ !!!!
lr 11 . aaa1\aa.7 SMOS!E M
rtaa 111 • aaOa. ! !OE
O 400 rc aaaaaat ' a\ al..!!>tMOSIOS \Ra! It!!a
I 11$ art a a \a a\•
Z IEa11a S asa !!\1!lRIlCa!Va\! a
imsa t1 a aa \ a .a\. \ aa 11\`1 /
O
a
300 m aaaa i7 a !laa.VaaV0.\aa /!!a\!!
aa a 1L11 1111! a11 SSMOSE. a \ E
te .
a nitl.!aa!lil!!/!\ /lanvlaVa.a! S.
o eft -Turn .. a a1aAa 1. t a ?
O 200 N L 1111! NN ! /sue J' laii aa! \ s
o
Lane Required t•••• p ••••1 f ? 11 I0111
i 0,0 • ` . 010,It16 1111 a r
10 011 1a a!! !aa C11n Ma \ MOO S• b
OSSEEMEOSEMESSOMMEMISSEMOMENISMSMOSSIMMOSIONMOSS
0 i.ummamita . ° ° n. . . . . ii • .miaiau =
0 200 400 600 800 1000
VA ADVANCING VOLUME (VPH)
FIGURE 3 -8
800 na1a m mummummilaummm zed IntersectionsnaliUAtGrade, UnsignalizedA = %
Left
ns gns in VAi 11 1 N
Z i 11 / ara NIIMSI .1 r/ S = Storage Length Requiredn- 700 iaat a 7 1'am1 V = 40 mph (Design Speed)i 117 /!!.OlOSMOMaVO\!.!1
11 I a SMSOM Oa ' MOSESM = 1 L = 40 /o
OMMISMUIMMEMOSSNEMESEUROMMOSE
600 11!! 1 1aa1anMS7OEM MMON . a !!>t
1.0N finMUNIM a1Vi7/AISO OMM=a / IMM
n 0011 aa1' n I a./aimaa
J a.1 a1in - m. /al. ummummumi. ! a
O 500 1 ./1 • ES a 1a MVaD0aaa!
11 aY1!t V1..OCOSSIMUOM !!.!!OSMOSES - 11111111 ummueammomm101111.1 1 a a Eaa O1 ESSM!Uo4000 ii a /ME ISMONO a \ Z atIMMIS a!! a =!a =WEI\a1S a. 11a a E SSEISSIMMINNaa \aaa.1O7!!aaaCaROMEE. EMMISE =SOM• a!0 300 .1aai 1111 .a\ =a\ \laO 1 N
1111! 1USSMOMMON/ 1111 \ 1111 M E \a a Sa!d SSME .aS • • a. :..1111. O `:
0 1...1-1-0- 1 a.. NM •1111 a Ili ° .
2 0 0 N o Left - Turn mow J , C S 31. S. o Lane r k'Sr. •
1aO!!a O f is S NI
1.11 Requ .1ia! O, a s ,_ O. 0,111.O O '
MEL1001! NEa MB iONEMa1!!!!111110111 =MMM
ONNUMENUMMEN MN MUMMOMMUMMMENNEMENuu ias
0 0%111!a IMO
0 200 400 600 8 1000
VA ADVANCING VOLUME (VPH)
FIGURE 3 -9
Both AM & PM data plots are in this general area:
AM - Advancing volume = 16, Opposing volume = 9
PM - Advancing volume = 43, Opposing volume = 9
55Entrance -Right Turn Warrant Evaluation
rte. .,.. y :s:... ..iii' /rxi'a SC '" h6U'::' ? R
iii
120;y °z'o:.r;b:,-:
z ,^ax rte.' . r >!`Y+£xi"3 %.:
ter .. 3 >: xx',,.E, , t ' ,i. ;. / 1..
z ', ' • : i irk". > : :;.
3':5.e'a :• >.ai?, %fir: c.:..
Gc. .a,..:,,.wr,c ;'''1, I?,: : ::,::',: r :.ss:>
100 FULL —WI TURN LANE AND TAPER REQUIREDceY.fi
0 g
W es
co
Lii
0 t
ftws.;
60 TAPER REQUIRED
F
F-
z
cr
40 t
z
re
NO TURN LANES
20 OR TAPERS REQUIRED
i
100 200 300 400 500 600 700
PHV APPROACH TOTAL, VEHICLES PER HOUR
Appropri a Radius required at all Intersections and Entrances (Commercia or Private).
LEGEND
PHV - Peak Hour Volume (also Design Hourly Volume equivalent)
Adjustment for Right Turns
For posted speeds at or under 45 mph, PHV right turn > 40, and
PHV total < 300.
Adjusted right turns = PHV Right Turns - 20
If PHV is not known use formula: PHV = ADT x K x D
K =the percent of AADT occurring in the peak hour
D =the percent of traffic in the peak direction of fl wo
Note: An average of 11 % for K x D will suffice.
FIGURE 3 -23 GUIDELINES FO RIGHT TURN TREATMENT (2 -LANE HIGHWAY)
Both AM & P data points are in this area:
AM - Approach total = 9, right turns = 1
PM - Approa total = 9, right turns = 2