HomeMy WebLinkAboutSUB202000059 Correspondence 2020-03-27 (2)HIMPROJECT MANAGEMENT
CIVIL ENGINEERING
LAND PLANNING
ENGINEERINGa
January 15, 2018
Mr. Adam Moore, P.E.
Virginia Department of Transportation
701 VDOT Way
Charlottesville, VA 22911
Regarding: Eco Village
Right & Left Turn Warrant Analysis
Mr. Moore,
Please find enclosed a left and right -turn warrant analysis for Eco Village off of Rio Road East (Rte. 631) between
NCL Charlottesville and Pen Park Road.
The following items are included with this report:
• ITE Trip Generation Summary
• Warrant Analysis Exhibit
• OTISS Trip Generation Reports
Our analysis shows that only a left turn lane is warranted for this project.
If you have any questions you may contact me at justin
a
Justi
eering.com or by phone at 434-953-6116.
ineering, P.C.
Eco Village is proposed to be a 37 unit development of multifamily housing located off of the 0.94 mile segment of Rio
Road East between NCL Charlottesville and Pen Park Road. According to VDOTs 2016 Traffic Data, this segment of
road has an AADT of 11,000 with a K and D factor of 0.0942 and 0.6911, respectively. This data was used to
determine the peak hour volumes along Rio Road. The predominant direction of traffic was assumed to be west into
Charlottesville in the morning and east in the evening.
Below is the ITE trip generation summary table that was used to determine the PHV right and left turns. Using the
direction factor, the number of cars entering was split between left and right turns. The traffic generated from the site
was also added into the peak hour vdume of Rio Road East.
Table 1. ITE trip generation summary table
AM
PM
Use Description
ITE
Qty
in
out
Total
in
out
Total
Multifamily Housing (Low -Rise)
220
37
6
16
22
17
9
26
Total
6
16
22
17
9
26
The information in Table 1 was retrieved from OMSS trip generation services. Figures 3 and 4 at the end of this
document display original data from their website.
Figure 1. Warrant for left turn treatment (2-lane highway)
WARRANTS FOR LEFT TURN LANES ON TWO-LANE HIGHWAY
VPH
ADVANCING VOLUME
OPPOSING
VOLUME
5%6 1Cr% 20% 313%
LEFTTURNS LEFTTiIRNS LEFTTURNS_EFTTJRW.
40-MPH DESIGN SPEEC*
801)
331)
240
180
15D
001)
411)
305
225
200
40D
511)
380
275
245
470
F15
350
390
305
340
101)
72D
?ardPH DESIGN SPEEC'
801)
281)
210
108
135
001)
350
2-BO
1135
170
401)
431)
320
240
210
20D
551)
400
330
270
100
015
445
338
295
90-MPH DESIGN 3PEED'
8OD
230
170
125
115
001)
291)
210
100
140
401)
365
270
AO
175
201)
451)
330
250
215
101)
505
370
275
240
TABLE 3-1
Source: Adapted from 2011 AAS HTO
Green Book, Chapter 9, Section 9.7.3,
Page 9-132, Table 9-23
USE DESIGN SPEED IF AVAILABLE,
IF NOT USE LEGAL SPEED LIMIT.
oaRoa�w�
S�OLU51E
--------- ----
CVE MOM3 U*7XUM
X+i4LM DN" LQLI.iME m"
Example:
Two-lane highway with 40-MPH
operating speed
Opposing Volume (VPH) - 600
Advancing Volume (VPH) -440
Left-Tum Volume (VPH) - 44 or 10% of
Advancing Volume
With opposing volume (VPH) of 600 and
10 of advancing volume ('VPH) making
left turns, and advancing 'Volume (VPH)
of 305 or more will -warrant a left -turn
lane_
1Nhen the Average Running Speed on
an existing facility is available, the
corresponding Design Speed may be
obtained from Appendix: A, Section A-1.
Poo Road East has a speed limit of 35 mph at the entrance of Eco Village. The peak left turns into the site occur in the
evening, with 12 left turns out of a total of 728 approaching vehicles (the additional tums generated by the site are
included in the approach total). These tums make up less than 5% of the advancing volume. With an opposing
volume of 325 vehicles, a left turn lane is warranted according to Figure 1 above.
Figure 2. Warrant for right turn treatment (2-lane highvoy)
I
PHV APPROACH TOTAL, VEHICLES PER HOUR
F-79
Appropriate Radius required at all Intersections and Entrances (Commercial or Private)_
LEGEND
PHV - Peak Hour Volume (also Design Hou rly Volume equivalent)
Adjustment for Right Turns
For posted speeds at or under45 mph, PHV righttums > 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
= the percent of AADT occurring in the peak hour
D = the percent of traffic in the peak direction of flow
Note: An average of 11 % for K x D will suffice_
When right tum facilities are warranted, see Figure 3-1 for design criteria_
FIGURE 3-26 WARRANTS FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY)
Figures 2 above shoves that no right turn lane or taper is warranted for Eco Village. The morning is the peak hour
volume approach total, with 720 vehicles approaching. OF those, approAmately 4 vehicles are estimated to turn right
into the site.
Figure 3. Ol1SS trip generator AM. peak hour
Data Plot and Equation
a0
60
40j
20!
xx x
t ------------------
--
- x
0
------------------------
0
-
20 40
X Study Site
60 SD 100
X = Number of Dwelling Units
Reset Zoom Restore
Fitted Curve
- - - Average Rate
X
DATA STATISTICS
Land Use:
Multifamily Housing (Low -Rise) (220) Clickfor
riore details
Independent Variable:
Dwelling Units
Time Period:
Weekday
AM Peak Hour of Generator
SettingfLocation:
General Urban/Suburban
Trip Type:
Vehicle
Number of Studies:
36
Avg. Num. of Dwelling Units:
161
Average Rate:
0.56
Range of Rates:
0.34 - 0.97
Standard Deviation:
0.15
Fitted Curve Equation:
Lng) = 0.94 Ln(X) - 029
Rz:
0.91
Directional Distribution:
2a%entering, 72% exiting
Calculated Trip Ends:
Figure 4. OMSS trip generator P.M. peak hour
Data Plot and Equation
s0
60
w
F- 40
20
01
X Study Site
0 20--------40- 60 so 100
X = Number of Dwelling Units
Reset Zoom Restore
Fitted Curve
- - - Average Rate
X
DATA STATISTICS
Land Use:
Multifamily Housing (Low -Rise) (220) Clickfor
more details
Independent Variable:
Dwelling Units
Time Period:
Weekday
PM Peak Hour of Generator
SettingfLocation:
General UrbantSuburban
Trip Type:
Vehicle
Number of Studies:
35
Avg. Num. of Dwelling Units:
146
Average Rate:
0.67
Range of Rates:
0.41 - 1.25
Standard Deviation:
0.14
Fitted Curve Equation:
T=0.6&(X)-1.41
Rz:
0.94
Directional Distribution:
59% en teri ng, 41 % exitin g
Calculated Trip Ends: