HomeMy WebLinkAboutSDP202100022 Study 2021-06-07SHIMP ENGINEERING, P.C.
Design Focused Engineering
June 7, 2021
Adam Moore
Virginia Department of Transportation
701 Vdot Way
Charlottesville, Virginia 22911
RE: SDP2021-00022 Albemarle Business Campus — Block 5 — Final Site Plan
Turn Lane Warrant Analysis
Dear Mr. Moore,
Please find attached a warrant analysis for Albemarle Business Campus — Block 5. The final site plan
proposes self -storage and retail uses within a mixed -use development. As a Neighborhood Model District,
Albemarle Business Campus (ABC)'s turn lane warrant analysis analyzes a full build -out scenario to
ensure appropriate infrastructure is provided at the time of the first phase of development (Block 5 self -
storage, retail, and interior private street). Please note that a summary of changes has been included with
this submission for clarification.
The following items are included with this report:
• Transmittal Summary
• VDOT 2019 Traffic Data
• ITE Trip Generation Summary
• Warrant Analysis Exhibits
The attached analysis shows that a taper is warranted at the partial access entrance on Route 780 Old
Lynchburg Road.
If you have any questions, you may contact me at Tustin(a7shintp-eneineerina.com or by phone at 434-
953-6116.
Regards,
Justin Shimp �Vy TIi Op
Shimp Engineering, P.C.
M. S1RMP
o. 45183
,III(
912 E High St Charlottesville, VA 22902 1 434 227 5140 1 shimp engineering cam
1. Transmittal Summary (Revisions to May 14, 2021 Submission)
After receiving comments from the Virginia Department of Transportation, the right turn analysis was
revised to remove adjusted right turns, as the total volume exceeds 300.
Additionally, the May 14, 2021 submission included trip generation data from the zoning map
amendment of the property (approved ZMA201900003), which had planned for high intensity use of
the property of frill build -out construction. This access management exception request is provided as
part of the final site plan for Block 5 of the Albemarle Business Campus. As the final site plan for
Block 5 nears completion, trip generation included in this request has been updated to reflect
established trip generation numbers, as provided for on the final site plan for Block 5 (SDP2021-
00022).
2. VDOT 2019 Traffic Data
The following table provides VDOT 2019 traffic data on the 0.47-mile segment of Route 780 from
Route 631 to SCL Charlottesville. The speed limit on this portion of Route 780 Old Lynchburg Road
is 35-mph.
Route 780 Old Lynchburg Road
2-lane road
0.47-mile segment
35-m h
AADT 2019
3800
K
0.101
D
0.653
Peak Hour Total
384
Peak Hour Direction A
251
Peak Hour Direction B
133
3. ITE Trip Generation Summary
The following trip generation was provided by ITE Trip Generation, 10" Edition. The data for Blocks
1-4 was utilized for the zoning map amendment of the property (approved ZMA201900003), which
incorporated very conservative estimates; the provided trip generation seeks to demonstrate high
intensity use of the property, which is likely an overrepresentation of actual build -out of Albemarle
Business Campus. Trip generation for Block 5 has since been updated for this access management
exception request, as this request is provided as part of Block 5's final site plan which now has
established land uses for this portion of the property. The trip generation estimates provided for Block
5 are consistent with those included with the Block 5 final site plan (SDP2021-00022).
Because this turn lane warrant analysis studies a full build -out scenario, trips generated by Block 1
(multifamily) were incorporated into the advancing volume, as the residential portion of the
development is proposed further north of Blocks 2-5, at the intersection of Route 780 and Country
Green Road. From the multifamily peak hour trips, it is assumed that 50% of trips would be traveling
southbound from the City of Charlottesville, while 50% of trips would be traveling northbound from
Route 631, contributing to the advancing volume.
Another assumption that was incorporated to the analyzed turns is the presence of two entrances. A
partial access entrance is proposed on Route 780 Old Lynchburg Road and a second entrance is
proposed off of the existing private street, Wahoo Way. Due to the configuration of these entrances
and likely ease of access, it is assumed that 80% of trips generated by Blocks 4 & 5 would utilize the
partial access entrance and 25% of trips generated by Blocks 2 & 3 would utilize the partial access
entrance.
The evening scenario was analyzed, as the higher number of right turns is expected to occur in this
timeframe.
Updated ITE Trip Generation: Block 5 (SDP2021-00022)
ITE
Code
Independent
Variable
AM
PM
In I Out I Total
I In I Out Total
BLOCKS
Mini-
Warehouse
151
103,500 SF
6
4
10
8
10
18
Quality
Restaurant
931
3,800 SF
2
1
3
20
10
30
Subtotal Block 5
8
28
ITE Trip Generation: Blocks 1-4 (ZMA2019-00003)
BLOCK4
Apparel
Store
876
4,200 SF
3
1
4
9
8
17
Variety
Store
814
6,000 SF
11
8
19
21
20
41
Subtotal Block 4
14
30
Subtotal Blocks 4 & 5
22
58
Right Turns 80%
18
47
BLOCK3
Office Park 750 70,800 SF 91 11 102 5 71 76
BLOCK2
Business
Hotel
312
125 Rooms
20
29
49
22
18
40
Subtotal Blocks 2 & 3
111
27
Right Turns 25%
28
7
Total Right Turns into Partial Access
Entrance Blocks 2-5
45
54
BLOCK
Multifamily
Housing
Mid -Rise
221
128 Units
12
34
46
34
22
56
Contributing Advancing Volume
(50% of Trips from
Route 631 onto Route 780
6
17
Turns In
Advancing
Advancing + Multifamily
Morning Right
45
178
185
Evening Right
54
304
321
4. Warrant Analysis Exhibits
Given the existing background traffic, the new trips generated by Blocks 2-5, and the contributing
advancing volume by Block 1, a taper is warranted into the partial access into Blocks 2-5.
F-79
PKV APPRO..�.32L AL. VEMOLES PER HOUR
Appropriate Radius required at all Intersections and Entrances (Commercial 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 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
Wtm right turn facilities are warranted. see Figure 3-1 for design criteria
FIGURE 3-26 WARRANTS FOR RIGHT TURN TREATMENT (2-LANE HIGHWAY)
Rev 1115