HomeMy WebLinkAboutSDP202000001 Other 2020-03-16 (2)SHIMP ENGINEERING, P.C.
Design Focused Engineering
March 13, 2020
Mr. Adam Moore, P.E.
Virginia Department of Transportation
701 VDOT Way
Charlottesville, VA 22911
RE: ZMA2019-00015 Our Neighborhood CDC TMP 78-58K
Mr. Moore,
Please find enclosed a right and left turn lane warrant analysis for the proposed Our Neighborhood Child
Development Center on the eastern side of Route 20 (Stony Point Road). The enclosed analysis is based
off the initial student enrollment on the site of 100 students.
The following items are included with this report:
• VDOT 2018 Traffic Data
• ITE Trip Generation (10' Edition) Summary
• Warrant Analysis Exhibit
Our analysis shows that only a left turn lane is warranted for this project. A left turn lane already exists in
front of the property.
If you have any questions you may contact me atjustin@shimp-engineering.com or by phone at 434-953-
6116.
Best Regards,
Justin Shimp
Shimp Engineering, P.C.
912 E. High St. Charlottesville, VA 22902 1434.227.5140 1 shimp-engineering.com
Initial Enrollment: 100 Students
1. VDOT 2018 Traffic Data
Speed Limit 45 MPH
VA 20 STONY POINT RD
3.12 mi segment from US 250 Richmond Rd to Urban Boundary
K 0.107500002
D 0.607500017
AADT 10000
Peak Hour Total 1075
Peak Hour Direction A 422
Above is the VDOT 2018 traffic data which was used to determine the peak hour trips in each
direction. For this particular use, estimated trip generation was estimated to be consistent with
existing background trip distribution at 60% traveling south in the morning and 60% traveling
north in the evening. This assumption was used in conjunction with ITE Trip Generation
information to create the estimate of right and left turns into the site. Please see the table below.
2. ITE Trip Generation (10' Edition) Summary
ITE Code
Unit (number of students)
Population Basis
Daily Traffic
AM Peak Hour
I PM Peak Hour
n
lout
Total
In
Out
Total
sbs
100
Initial Enrollment
2861
421
37
79
38
43
81
]Left
Right Turn
1 251
Right Turn
27
Turn
1 171
Left Turn
it
3. Warrant Analysis Exhibit
In the morning, with 25 right turns and an approach total of 422 vehicles, a right turn taper is not
warranted.
120
24
PHV APPROACH TOTAL, VEHICLES PER HOUR
F-80
Appropriate Radius required at all Intersections and Entrances (Commercial or Primate)_
LEGEND
PHV - Peak Hour Volume (also Design Hourly Volume equivalent)
Adjustment far Right Turns
For pasted speeds at or under45 mph, PHV right turns > 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 flow
Note: An average of 11 % for K x D will suffice.
When right tum facilities are warranted, see Figure 3-1 fordesign criteria.
FIGURE 3-26 WARRANTS FOR RIGHT TURN TR2EATMENT (2-LANE HIGHWAY)
Rev. '1f'15
For the left turn warrant analysis, the morning situation was analyzed as it had the highest left
turns into the site and the highest advancing volume of cars. With 16 left turns into the site and an
advancing volume of 669 vehicles, a left turn lane is warranted. A left turn lane currently exists in
this location.
WARRANT FOR LEFT -TURN STORAGE LANES ON TWO-LANE HIGHWAY
Sao
= IOU
CL
600
W
Soo
J
0
> 400
u, Wu
Q
CL
CL 200
0
0
> 100
Conclusions:
■■■■■■■■■■■E�■■■■■■■■■■■■AAA■ ■
■■■■■■■■■■■■�■■■■■■■■■■■■■a■■ �- _ ■
'was was ■■ son Plum ■■ MEN ■■A■■■■■■■ i■
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■
5=200'
No Left -Turn Lane
200 400 600 800 10G0
VA ADVANCING VOLUME (VPH)
An initial enrollment of up to 100 students would not warrant right turn lane improvements at this
location. A maximum enrollment of 124 students would warrant right turn lane improvements at this
location but is not proposed at this time.