HomeMy WebLinkAboutSDP201800034 Study 2018-05-07 . SHIM p PROJECT ivi, i'1AGEMENT
CIVIL ENGINEERING
LAND PLANNING
ENGINEERINGa
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May 7, 2018
Mr. Adam Moore, P.E.
Virginia Department of Transportation
701 VDOT Way
Charlottesville, VA 22911
Regarding: Boyd Tavern
Right and Left-Turn Warrant Analysis
Mr. Moore,
Please find enclosed a warrant analysis for the proposed Market at Boyd Tavern off of State Route 616 Black Cat
Road between 1-64 and U.S. 250 Richmond Road.
The following items are included with this report:
• VDOT Traffic Data
• ITE Trip Generation Summary
• Warrant Analysis Exhibit
• OTISS Trip Generation Reports
Our analysis shows that a full right turn lane and taper as well as a left turn lane are warranted for this project.
If you have any questions you may contact me at justin€►: imp-e'gineering.com or by phone at 434-953-6116.
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rngineering, P.C.
The table below summarizes the 2016 VDOT traffic data for the 0.64 mile segment of Black Cat Road between 1-64
and US 250 Richmond Road, which was used to calculate the peak hour volume (PHV) approaching for the warrant
analysis.
Table 1. VDOT traffic data summary—Black Cat Road
AADT 8000
K factor 0.1447
D factor 0.8908
PHV (AADT*K*D) 1031
Below is the ITE trip generation summary table that was used in combination with the direction factor of Black Cat
Road to determine the PHV right and left turns into the establishment. The OTISS graphs showing the source of this
information are included as Figures 3 and 4.
Table 2. ITE trip generation summary table
AM PM
Use Description ITE Qty in out Total in out Total
3739
Gas/Convenience 945 1 SF 1 122 118 240 145 145 290
Right Turn 13 129
Left Turn 109 16
The higher number of right and left turns into Boyd Tavern Market was used in the right and left turn lane warrant
analysis, shown in Figures 1 and 2 below.
2
t 00 - i FULL-WIDTH TURN LANE AND TAPER REQUIRED —
x
O
a 80
60 TAPER REQUIRED
cc
4
C7 0
`""`•yam' •L;
a.
20 ti•. '.:rr
NO TURN LANES OR ;:
TAPERS REQUIRED
I 1 1
200 400 600 800 10"• 200 1400
1160
PHV APPROACH TOTAL, VEHICLES PER `•1 •
Figure 1. Warrant for right turn treatment (2-lane highway)
The figure above shows that a turn lane and taper is required for the site. The right turns were taken from Table 2,
and the PHV approach total includes additional traffic that is to be generated by the site.
3
F-58
Warrants for Left Turn Storage Lanes on Two-Lane Highways
Advancing volume and opposing volumes(VPH), speed and percent left turns are used
to determine whether a left turn storage lane is warranted on two-lane highways.
The warrants in table below are taken from the 2011 AASHTO Green Book, Chapter 9,
Section 9.7.3, Page 9-132, Table 9-23. They were derived from Highway Research
Report No. 211,Figures 2 through 19,for required storage length determinations.
WARRANTS FOR LEFT TURN LANES ON TWO-LANE HIGHWAYS
VPH ADVANCING VOLUME
OPPOSING
VOLUAE 5% 10% 20% 30% 1 IW
LEFT TURNS LEFT TURNS LEFT TURNS LEFT> J twM
40H DESIGN SPEED* 4681
800 330 240 180 100 -� ----
800 410 305 225 200
400 510 380 275 245 ,63 LEFTAIRN
200 840 470 350 305 MOM At YOUIME{WI)
100 720 515 390 340
SOWH DESIGN SPEED*
800 280 210 105 135 Example:
000 350 280 195 170
400 430 1' 240 210 Two-lane highway with 40-MPH
200 550 W..wM 300 270 operating speed
100 015 335 295
60•MPH DESIGN SPEED* Opposing Volume(VPH)-600
800 230 170 125 115 Advancing Volume(VPH)-440
600 2�90 210 � 140 Left-Turn Volume(VPH)-44 or 10%of
200 450 330 250 215 Advancing Volume
100 505 370 275 240
TABLE 3-1 With opposing volume(VPH)of 600 and
10%of advancing volume(VPH)making
Source:Adapted from 2011 AASHTO left turns, and advancing volume (VPH)
Green Book,Chapter 9, Section 9.7.3, of 305 or more will warrant a left-turn
Page 9-132,Table 9-23 lane.
* USE DESIGN SPEED IF AVAILABLE, When the Average Running Speed on
IF NOT USE LEGAL SPEED LIMIT.` an existing facility is available, the
corresponding Design Speed may be
obtained from Appendix A,Section A-1.
Rev.7/14
Figure 2. Warrant for left turn lane (2-lane highway)
4
The highest amount of left turns into Boyd Tavern is estimated in the morning, with 109 left turns out of a total 1,140
vehicles advancing. The opposing volume at that time is approximately 140 cars. Figure 2 above shows that for a 45
MPH road with 10% of advancing volume being left turns, the threshold of advancing vehicles is 400. Therefore, a left
taper is warranted for Boyd Tavern.
The following two figures display the source of the estimated trips generated by Boyd Tavern Market.
Figure 3. OTISS trip generator A.M. peak hour
Gasoline/Service Station With
Convenience Market (945)
AVERAGE VEHICLE TRIP ENDS VS:
1000 Sq. Feet Gross Floor Area
ON A:
Weekday
A.M. Peak Hour of Generator
DIRECTIONAL DISTRIBUTION:
51% entering. 49% exiting
Data Plot and Equation
All calculated values are based on the selected Private Data Set.
300
I Y
218
+
a X
x r"
V X r
x *
++ r
x
+
r ?C
i+
x x x
x
I1
•
o ,
0 2 2.79
X• 1000 Sq.Feet Gross Floor Area
X{ Actual Data Points o Omitted Data Points Fitted Curve Average Rate
5
Figure 4. OTISS trip generator P.M. peak hour
Gasoline/Service Station With
Convenience Market (945)
AVERAGE VEHICLE TRIP ENDS VS;
1000 Sq. Feet Gross Floor Area
ON A:
Weekday
P.M. Peak Hour of Generator
DIRECTIONAL DISTRIBUTION:
50% entering, 50% exiting
Data Plot and Equation
All cavuiated a,a,s a.e oased on Me selected Prtvate Data Set.
300
271
X
4.
200 - .
X X
,
, x
X
)))
XX •
X X X
0
0
0
0
6 2.79 3
X• 1000 Sq.feet Gross Floor Area
x Actual Data Points .0 omitted Data Points Fitted Curve Average Rate
6