HomeMy WebLinkAboutSDP201900006 Plan - Approved Major Amendment, Final Site Plan 2019-06-184q IN 10 ON IQ h6 9 14
1. Owner/Developer:
The Covenant School
175 Hickory Street
Charlottesville, Virginia 22902
434.220.7329
2. Landscape Architects:
JJM Design
P.O. Box 2137
Charlottesville, Virginia 22902
434.806.6694
3.Engineers:
Woolley Engineering
220 East High Street
Charlottesville, Virginia 22902
434.973.0045
4. Parcel Information:
TMP 90-A, Parcel 2 "Parcel Al" n/f The Covenant School (25.93 acres)
Current Use: Private School (Campus Grades 7-12)
Deed Book 1755, Page 173; DB 505, Page 548 (Plot)
Existing Zoning: R-2 Residential (approved Private School per Special Use Permit SP-99-54)
Special Use Permit: SP 99-54
Airport Impact Area District Overlay
Steep Slopes: Managed and Preserved Overlay
Dam Break Inundation Zone
5. Specific Parcel Information:
a. Minimum Building Setbacks: 50 ft.
b. Minimum Parking Setback: 20 ft.
c, Minimum Undisturbed Setback: 20 ft.
d. The following waivers were granted by the planning commission May 30, 2000 Allow disturbance within
the 20-foot buffer along Hickory Street and Cooperative parking for the athletic fields and school parking
farther than 500'away from the athletic facilities.
6. Planned Land Use:
The proposed new recreation area which is approximately 12,000 sf will provide multiple amenities to the
school.
7. Maximum Building Height of Proposed New Structure: n/a
8, Maximum number of new employees: 0
9. Maximum square footage for building use: (90,000 sq. ft. approved with SP-99-54)
Pre -Construction 59,067 sq. ft.
Post -Construction 59,067 sq, ft.
10. Adjacent Properties:
TMP 90A-4, n/f Southwood Charlottesville, LLC
Deed Book 3375, p 63; DB 664, p 447 Plat; R-2
Current Use: Mobile Home Park
TMP 76-53H, n/f Estate of Lorena H. McCann
Deed Book 964, p 357 & 352; DB 446, p 467 Plat; R-2
Current Use: Residential
TMP 76-53R, n/f Betty rindrick Gibson
Deed Book 1915, p 701; DB 446, p 467 Plat; R-2
Current Use: Residential
TMP 76-53Q, n/f William and Doris Hutchinson
Deed Book 948, p 406; DB 446, p 467 Plat; R-2
Current Use: Residential
TMP 76-53C, n/f Shone and Stacie Reed
Deed Book 4517, p 345; R-2
Current Use: Residential
TMP 76-53G, n/f William H. Bray
Deed Book 4493, p 661; R-2
Current Use: Residential
WATER PROTECTION ORDINANCE WP0201900006
SCOTTSVILLE MAGISTERIAL DISTRICT
10. Adjacent Properties: (continued)
TMP 76-53J, n/f Sandra M. Morris
Deed Book WBI 34, p 566; R-2
Current Use: Residential
TMP 76-56D, n/f Jorah A. Lester
Deed Book 4283, p 552; R-2
Current Use: Residential
TMP 76-56B, 56G, 56H, n/f R.M. and Maudie Chisholm
Deed Book 333, p 450,452 Plot, DB 350, p 295 Plot; R-2
Current Use: Residential
TMP 90-A-OF-1, n/f Wellman and Joyce Nash
Deed Book 363, p 327, DB 362, p 22 Plot; R-2
Current Use: Residential
Hickory Street (Private)
50'Width Ingress/Egress Easement
Hickory Street (Public)
Variable Width Right of Way
11. Datum and Benchmark Reference
a. Boundary, easements and plat data based on physical survey by Kirk Hughes & Associates, 220 East High
Street, Charlottesville, Virginia, 22902; revised and dated June 29,2008.
b. Topographic information provided by Kirk Hughes & Associates, surveyor.
c. All elevations based on Benchmark: City Of Charlottesville Gis Station 111. (Disk 102.7 Northwest Of
Centerline Of Exit Ramp Of 1-64 West And 32.5'Southeast Of Centerline Of Northbound Lane Of Route
631.) Elevation = 416.74'
d. Vertical datum: N"D 88.
e. Horizontal Datum: Virginia State Plane Coordinates South Zone NAD 83,1994, Based On City Of
Charlottesville Gis Stations 110 And 111.
12. General Construction Notes:
a. Prior to any construction within any existing public right-of-way, including connection to any existing road,
a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn
may not accurately reflect the requirements of the permit. Where any discrepancies occur the
requirements of the permit shall govern.
b. All materials and construction methods shall conform to current specifications and standards of VDOT
unless otherwise noted.
c. Erosion and siltation control measures shall be provided in accordance with the approved erosion control
plan and shall be installed prior to any clearing, grading or other construction.
d. All slopes and disturbed areas are to be fertilized, seeded and mulched.
e. The maximum allowable slope is 2:1 (horizontal.vertical). Where reasonably obtainable, lesser slopes of 3:1
or better are to be achieved.
f. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County
Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel,
g. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices.
h. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class 111.
L All excavation for underground pipe installation must comply with OSHA Standards for the Construction
Industry (29 CFR Part 1926).
1. Retaining walls greater than 3 feet in height require a separate building permit. Walls exceeding 4 feet in
height require a stamped engineered design in addition to the separate building permit.
k. All water lines, sewer lines, and fire lines from the main structure must have a visual inspection performed
by the building inspection depadmemnt.
13. General Water and Sewer Conditions
a. Work shall be subject to inspection by Albemarle County Service Authority inspectors. The contractor
Will be responsible for notifying the proper service authority officials at the start of work.
b. The location of existing utilities across the line of the proposed work are not necessarily shown on the
plans and where shown, are only approximately correct. The contractor shall on his own initiative
locate all underground lines and structures as necessary.
c. All materials and construction shall comply with general water construction specifications as adopted
by the ACSA on January 15,1998.
d. Datum for all elevations shown in National Geodetic Survey.
e. The contractor shall be responsible for notifying "Miss Utility' (1 -800-552-7001).
f. All water and sewer pipes shall have a minimum of 10 feet of separation and 3 feet of cover measured
from the top of pipe, over the centerline of pipe. This includes all Fire hydrant lines, service laterals and
water lines, etc.
g. 20' Wide easements, centered on the pipeline and appurtenances shall be dedicated to the Albemarle
Service Authority, except where the line is in a public road right-of-way.
h, 3' min. separation required between waterline and storm sewer culverts or 6" separation when waterline
is insulated. Use 1/2" thick therma-cel pipe insulation in 3x4'sheets as manufactured by nomaca, inc. or
equal approved by albernarle county service authority. Insulation to extend 5' beyond centerline of
culvert in both directions or 5' beyond ends of culvert when parallel.
I. Touch read meters are being used by the Albemarle County Service Authority, to accommodate these
meters, meter lids will require a 1-3/4" hole tapped into the center of the lid. Blind tops or plugs shall be
provided to prevent debris from entering the box prior to meter installation.
j. All water and sewer appurtenances are to be located outside of roadside ditches.
k. Certification that 95% compaction is obtained shall be provided for all fill areas under water and sewer
lines and appurtenances. This certification shall be signed by a professional geologist, The certification
shall state the exact area that the certification applies to.
I. Valves on deadend lines shall be rodded to provide adequate restraint for the valve during a future
extension of the line.
14. Stormwater Management & Water Quality
a. Stormwater management for the project is not required. See SDP 02-29 for confirmation of the
stormwater management waiver.
b. The runoff from the new recreation area Will be pretreafed using a gravel diaphragm prior to entering
the existing biofilfer.
15. Parking
Nio new parking is being proposed or shall be necessary with the current development,
r 6�11
Albemarle Co. Dept. of Community Development - Current Development Division DATE
Albemarle Co. Dept. of Community Development - Engineering DATE
Alb2_marre County Division of Fire and Rescue DATE
7L,
Albemarle �a'.Dept. of o-6unity Development- Inspection Division E5ATE
6 li�011
�9,61ht" 01f
Virginia Dep/6
ment of Transportation DATE
Albemarle County Service Authority DATE
Other DATE
US. 64 (EXIT 120)
OLD LYNCHBURG ROAD
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SOUTHW )OD
J THE COVENANT SCHOOL
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VICINITY MAP
Scale: I"= 1000'
M
C1.0
Cover Sheet
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C1.1
Minor Amendment Exhibit
0
C2.0
Existing Conditions Exhibit
M
C3.0
Site Demolition Plan
M
C4.0
Site Layout Plan
M
C5.0
Site Plan
M
C6.0
Stormwater Management Plan
0
C7.0
General Details
R
C8.0
Recreation Equipment Details
IM
L1.0
Landscape Plan
EM
L2.0
Landscape Details
E0
51.0
Structural Details
0
52.0
Structural Details Cont.
M
ES 1.0
Erosion & Sediment Control Narrative
IM
ES2.0
Erosion & Sediment Control Plan
0
ES3.0
Erosion & Sediment Control Details
M Filled Box Indicates Drawing Included in Set
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DESIGN
LANDSCAPE ARCI-MICTUPP'.
V�Q.Vvx 207
ChiflotlesvillL, VA _11902
Owner:
The Covenant School
17' ' cko Street
Ch2ottelle, Virginia
22902
P: (434) 220-7329
Job Number:
1851
Date:
January 31, 2019
Revision:
copyright 0 2019 by Woolley Engineering
BOO T E'Y ]ENGINEERING
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Consulting Civil Engineers
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Revision:
I3I1J1 1,
April 29, 2019
f
IRF
SPECIAL USE PERMIT SP1 -54)
" SDP200200029 Minor Site Plan Amendment): N.T.S.
' hI,�E FOREST LODGE, LL Reorient facilities
stormwater management
1B. 3092, Pq 310
D3. 30 P9 � 1 Puu to allow for expansion of driveway,
d
Scale:
"
1 = 80'
SDP201100003 (Minor Site Plan Amendment) :
Covered storage area for the school's maintanance equipment
Sheet No.:
with grading to allow for a level pad to serve the structure.
80, 0 W. 160' 240 FEET
SCALE: 1 " = 80'
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copyright 0 2019 by Woolley Engineering
THE COVENANT SCHOOL
EXISTING 2-STORY SCHOOL BUILDING
WITH BASEMENT
175 HICKORY STREET
E
DI=DROP INLET
E=UNDERGROUND ELECTRIC
EJB=ELEC. JUNCTION
ELEV.=ELEVATION
ES=END SECTION
FY=FY1 qT1 N (',
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VEPCO U-NDERGROUND
CABIE EASEMENT
D.B. 1986, Pg 24-
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DESIGN,
L�NT'6CAPEARCIRDIC'M
V,Q.Uw� 2137
ChmvlieMfle, VA 22902
Owner:
The Covenant School
175 FRckory Street
Charlottesville, Virginia
22902
P: (434) 990-7329
Job I'lumber:
1851
Data:
January 31, 2019
3 of 16
Vx d-1101,1
copyright @ 2019 by Woolley Engineering
copyright 0 2019 by Woolley Engineering
THE COVENANT SCHOOL
EXISTING 2—STORY SCHOOL BUILDING
WITH BASEMENT
175 HICKORY STREET
Notes:
1. See SUnlementol Landscooe Architectural Plan for concrete scaring
PROPOSED NEW FENCE
RELOCATE EXISTING SHED
OVER SYNTHETIC TURF
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121
m
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FLUSH CURB
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BLACK CHAIN -LINK FENCING
MINIMUM HEIGHT: 6'
(SEE DETAIL S2.0)
10' 0 10' 20' 30 FEET BUILDING PERMIT REQUIRED
vz� i\u
SCALE: 1 10'
w
11.2'
NEW STEPS AID WALL TO MIRROR
EXISTING STAIR
GAGA BALL PIT WITH RAILING
CONCRETE SICEWALK (TYP)
32.2' PLANTING BED Typ)
— SYNTHETIC TURATYP)
26' CONCRETE PAVING (TYP)
TAPER END CG-3 (TYP)
Z z
TIE INTO EXISTING FENCING
TIE INTO EXISTING SEGMENTED
RETAINING WALL. (SEE DETAIL
SHEET S2.0)
EX, ES
X;11
X
EX, rill
WooLLEY ENGINEERING
Consulting Civil Engineers
220 East High Street
Charlottesville -Virginia 22902
(434)973-0045
www.Woolley-Eng.com
M
DESIGN
LAM)SCAPE ARO III UCTUM
RO'Dox "iM
Charlowsylliv, VA 1-1902
Al MIN =_
The Covenant School
175 Hickory Street
Charlottesville, Virginia
22902
P: (434) 220-7329
Job Number:
1850
OP
mc W. w0buffy
MC. NO. 3708V--�
4-29-2019
'rONA-t Vi>
Date:
January 31, 2019
Revision:
w a0
Scale:
1" = 10'
Sheet No.:
5 of 16
W(_ 0 V18111-1
copyright @ 2019 by Woolley Engineering
THE COVENANT SCHOOL
EXISTING 2-STORY SCHOOL BUILDING
WITH BASEMENT
175 HICKORY STREET
Notes:
I See Suplemental Landscape Architectural Plan for
concrete scoring patterns, concrete color finishes,
benches, picnic tables, fencing details and
recreation appurtanences.
2. Contractor shall field verify the locations and
elevations of the existing condensation drains and
existing communication utility crossings. Any
conflicts with proposed new improvements shall
be reported to the Engineer.
4. Contractor shall use extreme caution excavating
near or around the existing communications
conduits, cables and mechanical equipment,
CONTRACTOR SHALL ALIGN EX.
STORM STRUCTURES WITH NEW
CONCRETE SCORE LINES OR REMOVE r
U
AND CONNECT TO PROPOSED NEW URATE INTOP=429A'
STORM DRAINAGE SYSTEM 3' PVC D1=427
3
TO I-
PVC T N=427,
"'P= I f'429,59"
-
FFE=429.57'
TO SCHEDULE
Structure No.
Inlet Type
Top
Invert In
Invert Out
Downstream Pipe
Note
I
Ex. ES
-
-
±405
-
Confirm OP
2
MH-1
429,30
425.30
±425
Ex. 12" HDPE
From #6
-
426.00
-
-
From #3
427.00
From #4
-
426.30
-
-
From #5
3
Trench Dr
428.60
428.10
427.70
77- 8" HDPE
4
Trench Dr
428.60
428.10
427.70
8'- 8" HDPE
5
Yard Drain
429.50
427.00
-
49'- 8" HDPE
6
Yard Drain
429.10
426.10
426.00
85- 12" HDPE
From #7
-
426.10
-
-
From #12
7
Yard Drain
428.65
426.50
426.40
22'- 10" HDPE
8
Yard Drain
428.90
427.10
427.00
18'- 10" HDPE
From #9
-
427.10
-
-
From #10
9
Yard Drain
429.27
-
427.40
23'- 8" HDPE
10
Yard Drain
429.15
427.50
427.40
18'- 8" HDPE
I I
Yard Drain
429.35
-
427,80
23'- 8" HDPE
12
Junc. Box
429.50
428.00
427.00
28'- 8" HDPE
Underdrain
- I
-
427.20
-
-
From Ex. #] 5
13
12" ES-1
-
420.00
-
OP, CIA-] L=47
14
DI-313, L=4'
426:1:3
-
421.00
20'- 12" HDPE
'Type A" Nose
* Contractor shall match existing invert and report any discrepancy to the Engineer
YD 7
TOP: 428.65
INV IN: 426.50
INV OUT: 426.40
BENCH MARK SET
NAIL/CAP
ELFV.=529.09'
NAVE119ea mps)
YD 6
TOP: 429.10
INV IN: 426.10
MITIr!&E
INV IN: 426.10
3 PVC
INV OUT: 426.00
U
G-jL z 14-
&Is
+ 429,40
?.� (BALL COURT:�
4 42
2 �'63 Vv 11 ul" -I
0
EX. AJHLE71(per
FIELD
M
0
Co
u.
VEP09 UNDERGROUND
<
(_;ABLE LE-ASEMEN'T
<
Z:
�
q '24
0
r14
q?�
0
(n
Ld
ip 4'PERFORATkD
PVC (TYP)
SEE
DETAIL SIET C6.0
L I
Ld
Zl'
<
C(-, �
5 cn
LU
ry
U-1
V)
LLJ 00
1 C-73
W 1
EX. Di,
41
P'
100 10' 20' 30 FEET X" MAX HT: 6SEE DETAIL S2.0
NG PERM Z, IT REQUIRED'
SCALE: 1 10a.
F'r-"E=41 6.24'
M
WboLLEY ENGINEERING
Consulting Civil Engineers
220 East High Street
Charlottesville -Virginia 29902
(434) 973.0045
w-,vw.Woolley-Eng.com
"M
M
j J DESIGN
P.0.box 2137
CharloWsAlle, VA 22W.2
Owner:
The Covenant School
175 Hickory Street
Charlottesville, Virginia
22902
P: (434) 220-7329
Job Number:
1850
Date:
January 31,2019
Revision:
Scale:
I"= 10'
Sheet No.:
6 of 16
copyright @ 2019 by Woolley Engineering
15" HDPE STORM PIPE
(SEE PLAN)
General Stormwater Management Construction Notes:
1. All dams and constructed fill to be within 957o of maximum dry density and 2%
of optimum moisture content. All fill material to be approved by a
geotechnical engineer. A geotechnical engineeristo be present during
construction of dams.
2. Pipe and riserjoints are to be watertight within stormwater management
facilities.
3. For temporary sediment traps or basins which are to be converted to
permanent stormwater management facilities; conversion is not to take
place until the site is stabilized, and permission has been obtained from the
County erosion control inspector.
—3n.0RA4W,
ArERFLOW
ft . -%. . 2'
\r
k-
N
Outlet protection calculations:
Pipe discharge: Q10 = 8 cfs
Pipe diameter. d = 1 T
Riprap size d50 = 6'
Apron length La = 1 I'min.
(from Figure 5-20: Minimum Tailwater Condition,
Virginia Stormwater Management Handbook)
Width of apron top = 3' min.
(W= 3-cl)
Width of riprap apron = 12'min.
(W = d + La)
Depth of riprop blanket = 1.13'm1n.
(Depth = 2.25 x d50)
SITE DRAINAGE AREA EXHIBIT
Summary of BMP Removal Reaulrements
Drainage ArE
1
2
3
NON -WOVEN GEOTEXTILE FABRIC WITH FLOW
RATE > 110 GAL/MIN/SF (GEOTEX 351 OR
EQUIVALENT) KEY IN 12'INTO SOIL
#3 AGGREGATE GRAVEL DIAPHRAGM (MATCH RIPRAP COLOR)
1:1 SIDE SLOPE
Bioretention Maintenance and Inspection Schedule
{Spring of each year):
1. Check to see if 95% turf cover or vegetation density has been
achieved in the bed and banks of the dry swale.
2. Check for sediment buildup at curb cuts, gravel diaphragms or
pavement edges that prevents flow from getting into the bioretention
swale, and check for other signs of bypassing.
3. Check for any winter- or salt -killed vegetation.
4. Check inflow points for clogging or accumulated sand, sediment, and
trash, and remove it.
5. Inspect dry swale side slopes and gross filter strips for evidence of any
Nil or gully erosion, and repair it.
6. Check the bioretention swale for evidence of excessive ponding or
concentrated flows, and take appropriate remedial action.
7. When sediment accumulation is noted, look for any bare soil or
sediment sources in the contributing drainage area, and stabilize
them immediately.
8. Check for clogged or slow -draining soil media, a crust formed on the
top layer, inappropriate soil media, or other causes of insufficient
Filtering time, and restore proper filtration charocte(istics.
9. Inspect upstream and downstream of check dams for evidence of
undercutting or erosion, and remove trash or blockages at
weepholes.
EXISTING BIOFILTER SIDESLOPE
(SEE PLAN)
SYNTHETIC TURF WITH BACKING SYSTEM AND FALL PAD
NON -WOVEN POLYPRENE GEOTEXTILE FABRIC
WITH A FLOW RATE OF > 110 GALS/MIN/SF
(GEOTEX 351 OR EQUIVALENT)
oil
Infiltration Maintenance and Inspection Schedule
(Spring of each year):
1. The drawdown rate should be measured for three days following a
storm event in excess of 1/2 inch in depth. If standing water is still
observed in the well after three days, this is a clear sign that clogging
is a problem.
2. Check inlets for sediment buildup and structural damage. Note if any
sediment needs to be removed,
3. Check that no vegetation forms an overhead canopy that may drop
leaf litter, fruits, and other vegetative materials that could clog the
infiltration device.
4. Generally inspect the upland contributing drainage area for any
controllable sources of sediment or erosion
5. Inspect and replace any damaged synthetic turf.
3" - #8 WASHED GRAVEL CHOKER LAYER ABOVE UNDERDRAIR `
4" SCH 40 PVC UNDERDRAIN WITH
3/8" PREFORATIONS AT 6" O.C.
LOJ "Im
15AGGREGATE (SIZE BASED ON TURF
MANUFACTURER RECOMMENDATIONS)
Infiltration underaround reservoir calculations:
Max. depth of storage= (1 /2f x td)/(nxl2)
f = 0.30 in/hr
tcl = 48 hrs
n = 0.40
dmax = IS
SA = Ty in x dmax) + [(1 /2f x ff)/] 2]
Ty BMP =172 cf
n = 0.40
dmax = IS
f = 0.30 in/hr
ff = 2 hr
SA = 276 sif min.
SA provided = 1,970 sf
WOOLLEY ]ENGINEERING
Consulting Civil Engineers
220 East High Street
Charlottesville - Virginia 22902
(434)973-0045
www. W oolley-Eng. corn.
L) E S I G N
i
V,Q.Uvx. 2137
chadutlesvill-_ VA 22902
The Covenant School
175 Hickory Street
Charlottesville, Virginia
79902
P: (434) 220-7329
W AM _ M IL
Job Number:
181 5
OP r,
W. 70011"
LIC. No.
k4-29-2019
Dafe:
January 31, 2019
copyright 0 2019 by Woolley Engineering
I
MINIMUM PIPE SUR14L
DEPTH PER PIPE
MWFACTURER
RECO IMENDATION
THE BACKFILL MATERIAL SRALL BE CRUSHW STONE OR 01HER
GRANULAR MATERIAL MEETING'THE REQUIREMENTS OF CIAS S II
HATER AL tom" DEFINED IN ASTM C123Mt, BEDDING & BACKFILL FOR
SV FACE DRAINAGE INLETS SI4ALL BE PLACMA COWACTED
LINIFOW&YINACC(IRDANCi YWFFHASTkID232f.
t rMIN WIDTH GUIDEUNE
eMIN THIGmESsGUIDEUNE
�. ) °::• M#.. A ': ! -. h,e-'-. 1. t. �
..,.� 1. .., .. tib !: i'n t�i
�.,�. � 1 �♦-+..
:.inow,
6 " - CLASS A3 CONCRETE
6"x6"-W2.1 xW2.1 WWF
4" - #21A OR #57 AGGREGATE
BEDDING MATERIAL
WIDTH VARIES, SEE PLAN
Yd':1' SLOPE
■
—" 511
ifi...
6" COMPACTED AGGREGATE 1. 3/9" EXPANSION JOINT
BASE - VDOT #21-A 2• SAW CUT CONTROL JOINTS, MAX 6' O.C.
EXPANSION JOINTS, MAX 30' O.C.
COMPACTED SUBGRADE 3. WHERE SIDEWALK MEETS CURB WIDTH SHALL BE 6'
CBR = 10 UNLESS OTHERWISE NOTED.
4. SCORING PATTERN SHALL MATCH EXISTING,
5. CONTRACTOR SHALL MATCH THE COLOR OF THE
EXISTING SIDEWALK.
THREADED PLUG
ADJUSTAI
RIiIi
WYE '
LANDSCAPED UNDER
AREAS HARDSCAPE
BACKFILL SHALL COMPLY
WITH LANDSCAPE PLAN &
SPECIFICATIONS
l;
CLASS I BACKFILL IN
ACCORDANCE WITH
SECTION 302 OF THE VDOT
ROAD & BRIDGE D +12"
SPECIFICATIONS
NOTES:
I, WHERE ROCK. IS ENCOUNTERED PIPE
SHALL BE INSTALLED ON A MINIMUM
6" BEDDING OF CRUSHED STONE.
2. FOR COMPACTION OVER PIPE
TRENCH USE APPROVED HAND
OPERATED MECHANICAL TAMPER,
GENERAL NOTES - PERIMETER FENCE:
* THOUROUGLY
COMPACTED BY
HAND OR APPROVED
MECHANICAL TAMPER
VDOT 21 A CRUSHED GRAVEL,
COMPACTED TO 95 0
MAXIMUM DENSITY
INITIAL BACKFILL
(6" LIFTS)
SPRING LINE OF PIPE
HAUNCHING
BEDDING STONE
(4" MIN.- 6" MAX.)]—
AX.) DUST
FOUNDATION (SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE.)
(JAMMAarl rr:-1
CONCRETE STEPS
5„
y. r-7
TIE-IN GRADE ° 4
21 5,1 _ 311 411
3, it 1 e
1 / ASPHALT
PAVEMENT
CONCRETE CURBING C - (T'YP.)-
N.T.S.
1.) POSTS AND BRACES:
POSTS AND BRACES ARE TO CONFORM TO ONE OF THE TYPES ALLOWED BY
THE SPECIFICATIONS- ONLY ONE TYPE TO BE USED PER INSTALLATION. POSTS
AND BRACES WILL BE TO THE SIZE SHOWN ON THE DRAWINGS.
2.) WIRE FABRIC:
WIRE FABRIC SHALL BE NO. 9 GAUGE WITH A 2" MESH, WIRE FABRIC IS TO
CONFORM TO ONE OF THE TYPES ALLOWED BY THE SPECIFICATIONS, AND IS
TO BE COMPATIBLE TO THE TYPE OF POST USED.
3.) MISCELLANEOUS:
STEEL RODS AND FITTINGS ARE TO BE HOT -DIPPED GALVANIZED IN
ACCORDANCE WITH ASTM AI53-
FOR GATES EXCEEDING 9'-0" IN WIDTH, ROLLED FORMED STEEL POST WILL
NOT BE ALLOWED.
4.) UTILITY NOTE:
CONTRACTOR TO COORDINATE LOCATION OF FENCE POSTS & FOUNDATIONS
WITH UTILITY LINES SO AS NOT TO INTERFERE WITH THESE FACILITIES.
TYPICAL 8' PERIMETER FENCE DETAIL
�4J`�RE.9EaTc��h►7l►�.hr
2" SM-9.5A
B" COMPACTED AGGREGATE
BASE - VDOT #21-A
COMPACTED SUBGRADE
CBR=10
ASPHALT PAVEMENT SECTION
1 1 -
12" AT END POST
10" AT INTERMEDIATES
A
EXPANSION JOINT
(WHERE APPLICABLE)
A u
STRETCHER BAR B,
TO BE 4" MAX. FROI
TOP AND BOTTOM l fiYU
SPACED 1-2" OC MAX.
END POST DETAIL
NOT TO SCALE
kBRIC
STRETCHER BAR TO
ENGAGE EACH FABRIC LINK
CARRIAGE BOLT
#6 WIRE CLIP HOG RINGS SPACED
I SPACE 10" MAX. 24" MAX.
LINE POST CONNECTION TOP RAIL CONNECTION
FENCING FABRIC CONNECTION DETAILS
NOT TO SCALE
-or m
I{ DESIGN
P,O.Lzt,x Zia: I
C[u12Iottc v 111 , V 1 e 02 I
AA..' 114
The Covenant School
175 Hickory Street
Charlottesville, Virg Wa
22902
P: (434) 220-7329
copyright 0 2019 by Woolley Engineering
N.T.S.
of 1
V� be chel
ALL DIMENSIONS ARE SHOWN IN INCHES
f
10.001. , I L 29-92
................. ..... . ...... . .....
PIC"IC TABL D
N.T.S.
LS-200 I LS-200rm*S
42" x 72" ACRYLIC RACKBOARD WITH EDGE PADDING
5" SQUARE STEEL EXTENSION ARM
S'SQUARE STEEL UPRIGHT
Niff4flumme,
42'x 7Z'STEEL BACKBOARD
LS-ZOORS
FEATURES:
• E36" PLAY SAFE AREA
• UPRIGHT & E-XTENSION AF M ARE CONSTRUCTED OUT OF HEAVY` GAUGE STEEL.,
• FIXED HEIGHT OF 10'HIGH RIM, HEIGHT CANS ADJUSTED AFTER COURT RESURFACING,
*OFFICIAL SIZE BACKBOARD 42" x 7Z'ACRYLIC OR STEEL BOARD.
* LS-200 COMES WITH ACRYLIC BACKBOARD WITH EDGE FADDING.
" LS-20URS COMES WITH STEEL BACKBOARD.
PLAYING SURFACE
T'
P),
48" RECOMMENDED 314" X 42" (4 PLACES)
54" REFIAR TO BE TIE TOGETHER
(TO BE SUPPLIED 13Y INSTALLER)
6'CCNCRETE PAD OR
DOUBLE 6" CONCRETE BLOCKS
RM Mlrmllnpi CATE
ay LS-2001 - LS-20ORS
INI NAL. W2 4WO EOATC:
x DRAW Bv�
L
� Moune T. 106r2012 S-2001 LS-20ORS 111
Z M �HK CHK DATE
FAX; X
: VFEl &2012
:: UOLL FREE)
W.0 444,1779 (SAL&a�!
M0,4440628 (rN0) e,60.447,3001 (LQQAL)
OAPOR 'MLc' i RQ SPORT$, LLe,$7fi HARTFORD TURNSKIE, WATERFORV, CT OD305 USA I I OFF
AND JJAYF I
—BASKETBALL HOOP DETAIL
N.T.S.
a
I
A United Volleyball Supply, LLC. Company - 14615 NE 91stSTBld,98, REDMOND, WA98052-1996-r2CG7OVOLLEYBALLUSA.COM
ta—m-095k i-Al. net to fit perfectly between the poles.
Oty. 2 - Bazooka Net Adjustment Collars (A) 61 You may need to create a loop on the 5teei cable on one end of
Clty. 6 - Nettormection Botts and Nuts (8) your net using (2) provided CABLE CLAMPS (K) (large), If you have a
+ Qty-2 - 3' Bolts for winch assembly (DI) net with rope cable you will need to tie a loop knot In both sides of the
-Qty, 4.2 V Dolts for upper and lower net connections (82) rope in your Volleyball net. Make loops In both the top and bottom
Qty. 2 - Palm Bolts (C) (Pre -installed) rope of the net. Refer to diagram to( instructions on HOW To TIE A
Oty: 2 -Hex Set Bolt (D) (pre -installed) LOOP KNOT,
Oty. 1 - Tension Strap with Cam -Buckle (E) 71 Connect the loop on the top cable of your net to the top of the
-Clty.3-Regula C4mbfneer Clips (F) COLLAR 2 (A) using a CARIBINER CLIP (F) and 3' BOLT (82l.
Oty. I - Net Tension Winch (6) 8) On the other end of your net, feed the sarne cable through the
Qty. I - Net Adjustment Pulley (H) PU LLEY on COLLAR 1„
Qty. I -Allen Wrench W 9) Place the loop of this cable over the stern found on your WINCH
Qty, 4 - Cable Clamps (K) (2) large clamps for top cable, (2) small (0 on COLLAR 1 (A),
clamps for lower cable. 10) Turn WINCH IGJ to tighten the top of your volleyball net,
11) If the top of the net does riot reach desired tension you may
P01"ALImmasn"ME need to shorten the cable by adjusting your loop made with CABLE
Ground Sleeves for new installation CLAMPS W ilarge size).
- Vekra Side Straps for serrcomp net available at additional cost. 12) To tighten the bottom of your volteyball net, you may need to
4olePadding. create a loop in the bottom cable ofyour net using (2) provided CABLE
- Stainless Folding Gear Winch, CLAMPS (K) (small size)
131 Connect one end of your bottom cable to the 31 BOLT (82) orl
the COLLAR 1 (A) using CAMBINER CLIP (F).
Setting Up your Bazooka Hardware Volleyball System, borate all 14) On the other end, connect the same cable to the end of the
parts listed on Bazooka Hardware checklist (Above): provided TENSION STRAP (E). (Typkaflywe snake the loop ourselves
about 3-6 Inches from where the cable leaves the bottom of the act.
1) Comiea WINCH (G) to collar using two provided 2 'A'BOITS, (61) You nerd some space between the cable loop and the COLLAR ' fA) to
with. nuts. (Make sure to have the WINCH, (G) ottenAcd so the (ockfaq install the CAMBUCKLE STRAP (E) to tighten the bcatomofyour nett
gear tooth is on the bottom Side of WINCH (0). 15) Connect the other end of the TENSION STRAP(P* tothey BOLT
2) Place 2 %'BOLT5 (81) through holes and lighten nuts, (52) on COLLAR 2 (A). Using your hand, pull the loop strap to tighten
3) Loosen all 4HEX SET BOLTS (D)ancl slide both COLLAR I (A) over the bottom ofyour [let,
pole and COLLAR2 (A) over other pole, . lithe bottom ofthe net does not reach desired tension you may
4), Using a tape measure, adjustcollar to desired height,use PuLtEY need to shorten the cable by adjusting your loop made with cable
(G) and HEX SET DOLTS (D)as measuring points cif reference as these clamps.
partswill determl Q. the actual height ofyour volleyball net, Men's Volleyball net height: 8 feet from ground,
5) Turn HEX SET BOLTS (D) to fasten collar to pole, Do this with both Womensvolfeyball net height: 7 feet 4 inches from ground.
poles. Suggested Co -Ed volleyball net height: 7 feet a inches from
ground.
Preferred distance between poles is 36, 361 allows Y()U(r standard
HOW TO TIE A LOOP KNOT FOR KEVLAR ROPADE
CUT UNDESIRED LENGTHS (OPTIONAL), FLAME TREAT ENDS OR CUTTINGS AREA WITH MATCH OR LIGHTER TO
KEEP CORD FROM FRAYING. USE CAUTION WHEN WORKING WITH FIRE.
VOLLEYBALL NET FOUNDATION DETAIL
N.T.S.
A United Volleyball Supply, LLC. Company - 146,15 NE 91 st ST, Bldg 8, REDMOND, WA 98052 - 1996-20070 VOLLEYBALLUSA.COM
PH: 1-800-494-3933 - FAX: 425-827-2230
FLOOR SLEEVE CAP
(3 INCH DIAJ
FLOOR SLEEVE FLOOR COVERING
(SOCKET), FLUSH
WITH CONCRETE
FLOOR.
REBAK
4 PLACES.
DRIVEN 18"
INTOTHE
BOTTOM OF
T,V—r- W7111-W01
IMPROVE
STABILITY.
(OPTIONAL -
L I
18INCHES MIN[MUM
24 INCHES RECOMMENDED
FLOOR SLEEVE
(SOCKET). FLUSH
WITH CONCRETE
FLOOR. --I
amm
FOR EXISTING
ASSEMBLY
WV1.#TVPT'W*1P "t
FORTIGHTENING
REBAR
(OPTIONAL -
NOT INCLUDED)
REBAR, 4 PLACES.
DRIVEN 18"
INTOTHE 60TTOM
OF THE HOLE WILL
Ilvirnuvr_ a 1MDI1L_J I T.
(OPTIONAL -
NOT INCLUDED)
VOLLEYBALL NET FOUNDATION DETAIL
CEMENT SUB -FLOOR
SHOWING FINAL
ASSEMBLY
BINDING WIRE COIL
FORTIGHTENING REBAR
--------- � (OPTIONAL. -
241NCHES NOT INCLUDED)
MINIMUM
N.T.S.
EM
SLEEVE CAP
APPROXIMATELY
FLOOR SLEEVE CAP
(6 INCH DIA. COVER,)
CEMENT
SUB-FLOaR
30 INCHESAPPROXIMATE I
CONCRETE STEPS
41
I 1 :. :
22'
36'
(4) - #4 REBAR
f� 3.5"
12'
Note: Before cutting
sleeve verify that
bottom elevations of
sleeves are equal
Wbou.EYENGiNEERiNG
Consulting Civil Engineers
220 East High Street
Charlottesville .'Virginia 22902
(434)973-0045
www.WooRey-Eng.com
Charlottesville,, VA =—NU2
707."A I =_
The Covenant School
175 hickory Street
Charlottesville, Virginia
22902
P: (434) 220-7329
RECRLEA-00"ON 1,
Ew"WIPMENT
DETA LS
Job Number:
1850
3 Eke WOOLLEY
3708C_-'e,
4-29-2019
Date:
Ap(il 29,2019
copyright a 2019 by Woolley Engineering
9 of 16
1//, 061 ---W� /�Vlc
V� �
THIEC VENANT�StkddL - MIDDLE SCHOOL
L:
AECREATION:AREA�
p Oncing tan S,ubmi A: rd 22, 2019
. ...... . . . ....
QTY
SYMBOL
BOTANICAL NAME
COMMON NAME
SIZE INSTALLED
ROOT
AMELANCHIER X GRANDIFLORA "AUTUMN
3
AG
BRILLIANCE"
AUTUMN BRILLIANCE SERVICEBERRY
8'HT.
B&B
3
ARA
ACER RUBRUM "ARMSTRONG"
JARMSTRONG RED MAPLE (COLUMNAR)
2.5" CAL
B&B
4
MV
MAGNOLIA VIRGINIANA "HENRY HICKS"
HENRY HICKS' IRGINIA MAGNOLIA (COLUMNAR)
8'HT.
B&B
REEN TREES:,
j
B&B
7
-ro
THUJA OCCIDENTALIS "EMERALD GREEN
EMER L GREEN ARBQViTAE
A
S'HTe
B&B
:SHRUBS
B&B
10
FG
FOTHERGILLA GARDENII
DWARF FOTHERGILLA
30" HT.
CONT.
1 MV I
MV
10
IC
ILEX GLABRA "SHAMROCK"
DWARF INKBERRY
30" HT.
CONT.
23
IV
ITEA VIRGINICA "LITTLE HENRY"
LITTLE HENRY VIRGINIA SA EETSPIRE
18" HT.
CONT.
K"
S,
ORNAMENTAL GRASSES,
p.
A
GR PUNDCOVER
538
LIRIOPE SPICATA
CREEPING LIRIOPE
I QT
CONT
59 LS
75 LS
MULCH
MULCH
24
PV
PANICUM ViRGATUM "SHENANDOAH RED"
DWARF SWITCH GRASS
3 GAL.
CLONT
59 LS
LAWN - SOODIED.
1,740$F:�� 777F
75 LS
j,
1 MY
I MV
—13 LS 22 LS
50 LS
90 LS
= I MW
nw-wMIRAURUT M,
Notes:
1. This sheet is for landscape only.
10' 0 10, 20' 30 FM 2. All plantings illustrated on this plan, other than sod and mulch,
are optional.
SCALE: 1 10' 3. Contractor shall refer to Suplemental Landscape Architectural
Plan for concrete scoring patterns, concrete color finishes,
benches, picnic tables and recreation appurtanences.
4. Contractor shall use extreme caution excavating near or
around the existing communications conduits, cables and
mechanical equipment.
JJMDES IGNtt
P.O.Bak ,13,7
CharfoLtesville, 6A12902
The Covenant School
175 Hickory Street
Charlottesville, Virginia
22902
P- (434) 220-7329
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Job Number:
1850
OP
C W. WOOS
MC. NO. 37011e,-'
AV
0 4-29-2019
Date:
April 29,2019
Revision:
Scale:
r ® 10,
Sheet No.:
L 1
90
copyright C) 2019 by Woolley Engineering
10 of 161
Vic Vj -/w/ 7
1 1 :
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WXjfMN kFITWIl
191FAI RIEVIN WANWINUMAMNIft
SLOPE PLANTING BED FOR
POSITIVE DRAINAGE
io
0
.0 0
o/
F
12" MIN. PLATING SOIL. USE STORED
EXISTING TOPOSOIL AND/OR %
IMPORTED TOPSOIL.
I�I I I I I I -I !� I I I !mil I I-1 I I
III III III=III III=III III
III III III=III III III
rn
f7 C', C
SET TOP OF ROOTBALL 1 MIN. cl�
CID ABOVE FINISHED GRADE
ct,
C.-i
U C(, , , . �
A L M
9,CALE: NOT TO SCALE
2" X 2" HARDWOOD STAKES
DRIVEN FIRMLY A MINIMUM OF
18" INTO THE SUBGRADE
PRIOR TO BACKFILLING
FLEXIBLE PLASTIC CHAIN -LINK
ARBOR TIES SHALL BE USED
MULCH 3" DEEP IMMEDIATELY AFTER ON MAIN STRUCTURAL BRANCHES
PLANTING AND WATER THOROUGHLY.
FORM SAUCER WITH
3" HT WATERING BERM .... ...... 1 77
-I MI I I_.____ =1 I ! I_ I I;
BACKFILL PIT WITH STORED —IIE
EXISTING OR IMPORTED TOPSOIL
TOY3 FULL.
WATER TO SETTLE SOIL, THEN
BACKFILL TO FINISHED GRADE.
3 X BALL DIA.
SCALE: NOTTOS AI-E
copydght 0 2019 by Woolley Engineering
MULCH 3" DEEP IMMEDIATELY AFTER
PLANTING AND WATER THOROUGHLY.
MAINTAIN SAUCER ON LOWER
SIDES OF PLANT TO RETAIN WATER
II t
BACKFILL PIT WITH STORED
EXISTING OR IMPORTED TOPSOIL
TO Y3 FULL.
WATER TO SETTLE SOIL, THEN
BACKFILL TO FINISHED GRADE. I I , , III—)
* PLANT SO THAT TOP OF ROOT
BALL IS EVEN WITH THE
FINISHED GRADE
* PAINT ALL CUTS OVER I" DIA.
* FLAG ARBOR TIES WITH
SUWVEYOQ, TAPE
I■ III iii
ARBOR TIES
3 2"X4"X24" PRESS TREATED
STAKES •- TOP OF STAKE
R" ABOVE GROUND -
20" + BALL D IA.
W.411
CUT AND REMOVE BURLAP
FROM TOP 2/3 OF ROOTBALL
WAAMI 0 1110 14 1 00 01 M- 1 X,
e% r% r-% r' A r,%
MEN
SCALE: NOT TO SCALE
�m
SCALE: NOT TO SCALE
SET TOP OF ROOTBALL
ABOVE FINISHED GRADE
FORM SAUCER WITH
WATERING BERM
,'w"ACKFILL PIT WITH STORED
I =XISTING OR IMPORTED TOPSOIL
TO Y3 FULL.
WATER TO SETTLE SOIL, THEN
------------
PLANT SO THAT TOP OF ROOT
BALL IS EVEN WITH THE
FINISHED GRADE
PAINT ALL CUTS OVER 11" DIA.
FLEXIBLE PLASTIC CHAIN -LINK
.49BOR TIE
101
*0
r"I 0
A.
0
rr �7,A
HARDWOOD STA&ES
3 STAKES 2" X 2"
DRIVEN (MIN. 18") FIRMLY
INTO SUBGRADE PRIOR
rO BACKFILLING
STAKE -4" ABOVE FIRST BRANCHES
�`LANTING PIT DEPTH IS AVERAGE
DISTANCE BETWEEN TRUNK FLARE
AND BOTTOM OF ROOT BALL,
EFULLY EXPOSE TRUNK FLARE IF
REL'ESSA,
SPECIFIED PLANTING MIX
WATER & TAMP TO
REMOVE AIR POCKETS
NOTE:
STAKING AS REQUIRED
M�
999M
MULCH 3" DEEP IMMEDIATELY AFTER
PLANTING AND WATER THOROUGHLY.
SHRUB PLANTING_
SCALE: NOT TO SCALE
(MULCH 2" DEPTH
IMMEDIATELY AFTER
I.-:
PLANTING AND WATER
:Z
THOROUGHLY.)
y
z
MULCH
rr
TREE PLANTING - VERTICAL STAKES
SCALE: NOT TO SCALE
s 9
WOOLLEY ]ENGINEERING
Consulting Civil Engineers
220 East High Street
Charlottesville - Virginia 22902
(434) 973.0045
www.Woolley-Eng.com
jjm� I
DESIGN'
ROXVN2137
Chid ilesvillcVA22902
Owner:
The Covenant School
175 Hickory Street
Charlottesville, Virginia
22902
P: (434) 2220-7329
I
LANDSCAPE,
DETAILS
Job Number:
1850
OP r.
V. TOORRY
LTC. NO. 3708e�-"' A;
k Vd
4-2N1101
-29 14� At Sv
Date:
April 29,2019
Revision:
WIN
jj
LD
2
NEW GAURD RAIL TO
MATCH EXISTING zA r'
211
CLR
#4 AT 12"
(HORIZ)
#57 STONE BACKFILL
(FULL HEIGHT)
"P" BARS
"L" BARS
CONT
RETAINING WALL SCHEDULE
DIMENSIONS REINFORCING
Ortf �1 VV" "D" BARS
111 BARS
"M" BARS
11011 BARS
"Pl* BARS
_
V-0" - 4t-On
--- -- -_ -
01 _80# 0'-8" 2'-4" 9" #4 1 @
L__ I
(3) - #5
_ i
- --------
#4 , 9"
#_4 @ 18"
41-0"- 6-0"
O'- 10" 1 �4' T-2` #5 @ 12"
(4) - #5
#5@ 12'
#4 @ 12"
61-01' - V-0"
11-01f 2141 40-4" #5 @ 12H
(4) - #5
#5 12"
#4@ 12"
8'-0" - 10'-0"
1-2' 3'-10" 1 605 @ 1
--- %" 42"
5
() - #5
#5 12" _
@
95 12"
@ 12'
NOTES:
2" 1. DESIGN CONCRETE STRENGTH.- 3000 PSI AT28 DAYS.
1R 2, REINFORCING STEEL: GRADE60,
3, MAX SOIL BEARING PRESSURE = 2000 PSF (ASSUMED).
4, PROVIDE WALL CONTROL JOINTS AT 201-01' MAX.
scr
4
L
I ._01 "B"
3/4" = V-0"
NEW 24" RAILING
NEW 42" RAILING
NEW WALL - MIRROR DIMENSIONS OF
ATTACHED EXISTING STAIR
EX. 42" RAILING,.
EX. WALL
NOTE:
RAILING LAYOUT 15 FOR GRAPHIC
REPRESENTATION ONLY. CONTRACTOR
SHALL MATCH EXISTING RAILING.
EX. 42" RAILING
#4 AT 12" EA
WAY
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GRU6HEU6lUNL
WRAPPED IN FILTER
FABRIC, DRAIN TO ru"NETAIL A
E
SUITABLE OUTLET Q EQ (3)
3/4" X 3/4" VEE 0
GROOVE JOINT
-CUT ALTERNATE NEW WALL TO EXISTING ul
EACH FACE
0
#4 X 2'-0" ADHESIVE
SET DOWELS AT 24'
OC (HILTI HY-70
ADHESIVE SYSTEM,
OR EQUIV)
HORIZ BARS A
JOINT
WALL CONNECTION
4
A Ali
PLA N CEI L
DATE: 01/23/2019
DMWPV JOB NUMBER. 1901-47
SHEET NO:
Stephen D. Barber
EARTH FACE ----- --
LiC� No, 025731
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SK�l
WALL CuimTRO"'L Ju"-**INT
NO SCALE At.
EX. EX. WALL WITH RAILING
EX. STAIRS
EX. BLEACHERS
EX. WALL
EX. STAIRS
NEW STAIRS WITH RAILING
SECTION C-C
NEW 24" RAILING
NEW 42" RAILING
NEW WALL
EX. 42" RAILING
EX. WALL
EX. WALL WITH RAILING
EX. STAIRS
EX. BLEACHERS
EX. WALL
DESIGN
UAN r)SCAPF, 3 [,C} 11TEC-1-111ZE 1',0.Uux2137
Charlc?W�_v e, 4Fr17a902
N I �141 -
The Covenant School
1-75 Hickory Street
Charlottesville, Virginia
22902
P: (434) 220-7329
va OP
LTC. NO. 3708C--
ks�j
4-20 NQ_201Q
AL
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Scale:
As Noted
Sheet No.:
U
12 of 16
copyright 2019 by Woolley Engineering
Vic qr)1q'.
rNERAL NOTES:
LO STRIP VEGETATIVE AND ORGANIC SOIL FROM THE WALL
AND &EO6kIb ALIGNMENT
2.0 BENCH CUT ALL EXCAVATED SLOPES.
3,0 DO NOT EXCAVATE BEYOND EXCAVATION LINES SHOWN
ON PLAN UNLESS DIRECTED BY THE GEOTECHNICAL
ENGINEER TO REMOVE UNSUITABLE SOIL.
4.0 CONTRACTOR SHALL ENSURE TEMPORARY EXCAVATIONS ARE STABLE
AND PROVIDE EXCAVATION SUPPORT IF NEEDED,
5,0 GEOTECHN11CAL ENGINEER SHALL VERIFY FOUNDATION
SOILS AS BEIN5 COMPETENT PER THE DESIGN PARAMETERS.
6.0 LEVELING PAD SHALL CONSIST OF COMPACTED 5AND, GRAVEL,
OR COMBINATION AND SHALL BE A MINIMUM S-INCH THICK
LAYER WITH A MINIMUM WIDTH OF 24 INCHES.
AS AN ALTERNATIVE, A MINIMUM 3-INICH THICK LAYER OF
LEAN CONCRETE (FLOWABLE FILL) WITH A 28-DAY COMPRESSIVE
STRENGTH OF 200-300 PSI MAY BE USED AS A LEVELING PAD,
TO A. 4-INCH-DIAMETER SLOTTED DRAINAGE PIPE SHALL BE INSTALLED
BEHIND THE WALL AND CONNECT TO WEEPHOLES INSTALLED AT
THE BASE OF THE WALL (20 FEET ON CENTER) AND EXTEND BEYOND
THE FINAL GRADE TO DAYLIGHT (SEE DRAIN DETAIL).
8.0 DRAINAGE AGGREGATE AND UNIT (CORE) FILL SHALL CONSIST OF
CLEAN ANGULAR GRAVEL (VDOT NO. 57 STONE). MEETING 'THE FOLLOWING
GkADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422.
SIEVE SIZE PERCENTAGE PASSING
i-1/2 INCH 100
I INCH 95-100
112 INCH 2b - 60
NO, 4 0-10
NO, 200 0-5
9.0 GEOGRIDS SHALL BE LAID HORIZONTALLY ON COMPACTED
BACKFILL POP THE REQUIRED 6E06RIb LENGTH (6L) IN THE
TENSILE STRENGTH DIRECTION (PERPENOICULAR TO WALL FACE)
NOTED ON THE WALL PROFILE. THE GEOGRIb SHALL BE
PLACED WITHIN ONE INCH OF THE FRONT FACE OF
THE UNIT BELOW AND EXTEND HORIZONTALLY OVER COMPACTED FILL,
10.0 ANCHOR VERTICA UNITS MOWED DIMENSIONS
SHALL BE 8 INCHES HIGH BY 18 INCHES LONG BY
11 INCHES DEEP AND SHALL NOT DIFFER MORE THAN
+ 1/8 INCH IN ANY DIMENSION.
11,0 A 0.56-INCH SETBACK PER UNIT (LOCATOR LUG) SHALL BE MAINTAINED
FOR PROPER BATTER (I.E. 4 DEGREE CANT FROM VERTICAL),
12;0 GEOGRIDS SHALL BE PLACED 'WITHIN I IWH OF THE FRONT FACE
OF THE UNITS AND &E067RIDS PULLED TIGHT (AFTER PLACEMENT
OFTHE NEXT COUP 5E OF BLOCK UNITS) TO REMOVE 5LACK
AND TO INTEGRATE GEOGPIDS AND UNITS.
13,0 FIELD ADJUSTMENTS OF BLOCK ALIGNMENT MAY BE MADE
ON NON -REINFORCEMENT LAYERS WITH THE U5E OF SHIMS
OR ASPHALT SHINGLES TO RAISE ONE COURSE OF BLOCK BY
A. MAXIMUM OF 1/4 INCH VERTICAL HEIGHT,
DESIGN PARAMETERS:
I BUILUIN& CODES 2015 VIRGIN]IA UNIFORM STATEWIDE BUILDIN9 CODE (USBC)
14,0
REINFORCED FILL SHALL CONSIST OF GRANULAR SOIL FILL
AND 2015 INTERNATIONAL BUILDING CODE (IBC),
WITH U5CS SOIL TYPES GP, 6W, &M, 6C, SW, SP, SM, OR SC
2 THE WALL PROFILE 15 BASED ON INTERPRETATION OF THE SITE PLAN,
WITH A MINIMUM ANGLE OF INTERNAL FRICTION, +', OF 28 DEGREES
SHEET NO. r-5,0, DATED JANUARY 31, 2019 (REV. 3/22/19),
AS OUTLINED IN DESIGN PARAMETERS - NOTE 5-
PREPARED BY WOOLLEY ENGINEERING.
LOW PLASTICITY SILT OR CLAY (ML-CL) CAN BE USED SUBJECT TO
3 WALL DETAILS SHOWN ON THIS PLAN ARE FOP ANCHOR VERTICA
APPROVAL BY THE GEOTECHNICAL ENGINEER,
SEGMENTAL RETAINING WALL (SRW) UNITS MEETING THE NATIONAL
MAXIMUM PARTICLE SHALL BE LIMITED TO 4 INCHES IN DIAMETER,
CONCRETE MASONRY ASSOCIATION (111CMA) CRITERIA FOR SkW WALL SYSTEMS.
THE FINE FRACTION (MINUS NO, 40 SIEVE) SHALL HAVE A MAXIMVU�
4 WALL. DETAILS SHOWN ON THIS PLAN ARE FOR ANCHOR VERTICA
LIQUID LIMIT (LL) OF 45 AND AMAXIMUM PLASTICITY INDEX (PI)
(8`H) :TRW UNITS USING 5TRATAORID 5&200 GEOGRIDS
OF 15, THE BACKPILL SHALL BE FREE OF DEBRIS AND ORGANIC MATTER.
IN THE REINFORCED FILL,
HIGHLY EXPANSIVE SOILS (MH-CH) SHALL NOT BE USED IN THE
5 THE DESIGN OF THE SEGMENTAL RETAINING WAI I (`kW)
REINFORCED FILL ZONE.
ASSUMES THE FOLLOWING PARAMETERS:
15,0
REINFORCED FILL SHALL BE PLACED IN 8-INCH LIFTS AND
7.1 Macst FRICTION
COMPACTED TO A MINIMUM OF 95V6 OF MAXIMUM STANDARD
SOIL SOIL UNIT WEIGHT ANGLE COHESION
PROCTOR DENSITY (ASTM D-698) AND WITHIN - 3 PERCENTA&E
CONDITIONS Type (PCF) (D E&) (?5F)
POINTS OF OPTIMUM MOISTURE CONTENT, COMPACTION TESTS SHALL
REINFORCED FILL Sandy SILT or More &ranular 115 28 0
BE PERFORMED AS THE WALL 15 INSTALLED, COMPACTION WITHIN
RETAINED SOIL 5Gndy SILT (ML) 115 28 0
3 FEET OF THE WALL SHALL BE LIMITED TO HAND -OPERATED EQUIPMENT,
FOUNDATION SOIL Sandy SILT (ML) 115 28 too
16O
A VIBRATORY PLATE TAMPER SHALL BE USED TO DENSIFY
NO, 57 STONE, COMPACTION, TESTS CAN BE WAIVED
6 SOIL 5TREMTH PARAMETERS ARE BASED ON V5E OF SANDY SILT OR MORE
WHERE NO, 57 STONE 15 USED AS REINFORCE[) FILL.
GRANULAR SOIL.IN THE REINFORCED FILL ZONE, CAN -SITE LOW PLASTICITY
ITT
CONTRACTOR SHALL SLOPE SITE GRADES TO DIRECT SURFACE
SOIL CAN BE REUSED FOR FILL PROVIDED THE SOIL IS PLACED IN H-INCH LIFTS
RUNOFF AWAY FROM WALL AT END OF EACH DAY TO AVOID
AND EACH LIFT 15 COMPACTED TO A MINIMUM OF 95% OF MAXIMUM
WATER DAMAGIN& THE WALL WHILE UNDER CONSTRUCTION,
STANDARD PROCTOR DENSITY, AND WITHIN PLUS OR MINUS 3 PERCENTAGE
18.0
ANY SURFACE DRAINAGE FEATURES, FINISH GRADING, PAVEMENT,
POINTS OF OPTIMUM MOISTURE CONTENT, USING PORTABLE COMPACTION
OR TURF SHALL BE INSTALLED IMMEDIATELY AFTER THE WALL IS COMPLETED, EQUIPMENT,
19,0
IF SITE AND SOIL CONDITIONS, WALL GEOMETRY, OR WALL
LOADING ARE DIFFERENT THAN, THE DRAWINGS AND THE DESIGN
DO NOT USE HIGH PLASTICITY CLAY (CH-M.H), ROOTS OR TOPSOIL IN REINFORCE
PARAMETERS, THE CONTRACTOR MUST CON -FACT THE WALL DESIGN
ZONE, ANY SOFT, SATURATED SOIL ENCOUNTERED IN SUB&RADE SHALL BE
ENOINEER, PRIOR TO PPOCEELANG WITH THE CONSTRUCTION OF THE WALL.
UNDERCUT AND REPLACED WITH CRUSHED STONE TO STABILIZE THE
20,0
A MTN 42" TALL HANDRAIL OR FENCE SHALL BE INSTALLED ON THE UPPER
FOUNDATION 5UB6RADE OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER,
SIDE OF THE WALL WHERE SPECIFIED. DETAIL FOR THE GUARD POSTS
AT THE TOP OF THE WALL ARE PROVIDED FOR PLACEMENT OF POSTS.
WALL A - MAX, EXPOSED WALL HEIGHT = 6 FEET
FRONT SLOPE =MAX 2HIV
BACK5LOPE BEHIND THE WALL = LEVEL
SURCHARGE AT TOP OF WALL = 100 P SF
MIN FACTOR OF SAFETY (SLIDING-7) = 1,5
MIN FACTOR OF SAFETY (OVERTURNING) 3 2,0
MIN FACTOR, OF SAFETY (BEARING CAPACITY) = 2,0
Open Cells
DESIGN SOIL BEARING PRE55URE = 1,500 PSF
Tilled With Stone)
(SEE NOTE BELOW EACH WALL PROFILE)
"I— Top Locator Lug
VI CONNECTION DETAIL
(Not to Soale)
1.Albemarle County, Virginia
CIRCEO GEOTECH
Circeo 1i956 Suckland Mill lkoad
Geotechnicat 11
Engineering, P,C Roanoke, Virginia 24019
-2379 Phone. (540) 366
#
m� n.
4EGEND I The CwW.—, , �t_ I Albemarle
Cap Unit (4" Height)
Anchor Vertica Stone Cut Units (8" Height x 18" Width)
Leveling Pad (Min. 6" Thick Compacted 21 A Stone)
TOC Top of Cap Unit
TOW Top of Wall (Excluding Cup Unit)
Dow Bottom of Wall (Including Embedment)
200, — 'StrataCirld 56200
6 L 6eogrid Length (ft) 0 4" brain Pipe to Daylight
RETAINING WALL A
sta, 0 to sta. 115.5
Viewed From Front Face of Wall
icin Soi I Bearinc) Pressure
Scale;
Luffloffim
_10 20
9 OW
5 U 956 8 tk Iona mill'Road
Roanoke, Virginia 24019
Phone- (W) 366-2379
Jiml
LAND.AC! ,.A RCI flTEC! U
Chadottcsvilh,,VA2229CY2
The Covenant School
175 Hickory Street
Charlottesville, Virginia
22902
P: (434) 220-7329
rt
h.
job Number:
1850
Date:
January 31, 2019
Revision:
AP61 29,2019
copyright @ 2019 by Woolley Engineering
13 of 16
Ild or-11i'1111-i
�* 1111112,0211:11011,
,-ft
Covenant Upper School
rosion and Sediment Control: Minor Site Plan Amendmerd
The County of Albemarle, Virginia
PROJECT DESCRIPTION
The scope of this E&S narrative and plan is for the purpose of adding a recreation area and other
amenities to the Covenant School property.
A total of approximately 0.5 acres will be disturbed during construction.
EXISTING SITE CONDITIONS
The topographic and built improvements existing on the subject property are depicted on the
accompanying E&S plan. The area of disturbance is entirely comprised of an existing courtyard. The
existing courtyard was in general accord with the original approved site plan (SDP 00-96.)
ADJACENT AREAS
Hickory Street forms the southern border to the site. Residential lots border the site to the north, south,
east and west. The west border of the site is adjacent to Southwood Mobile Home Estates. The stream
running through the site is a tributary to Biscuit Run.
OFF -SITE AREAS
All land disturbing activities shall occur on -site and within the limits of project shown on the plans. At this
point, no off -site borrow, waste or grading activity will occur.
SOILS
This site is located in a geologic area referred to as the Piedmont Physiographic Province. The soils in
this geologic area are weathered from the underlying metamorphic bedrock.
The map units on the detailed soil map depicted on the Erosion and Sediment Control Plan represent the
soils in the survey area. The map unit descriptions, along with the soil maps, can be used to determine
the suitability and potential of a soil for specific uses, and, precautionary erosion and sedimentation
control measures which must be adhered to. They also can be used to plan for the management needed
for those uses. The profile of the soil classifications follows:
Elloalk Loam (27B), 2 to 7 percent slopes: This deep, gently sloping, well -drained soil is on broad to
narrow convex ridge tops. Typically, the surface layer is dark brown and reddish brown loam about eight
(8) inches thick. The subsoil is about 41 inches thick. It is yellowish red silty clay loam and red silty clay
in the upper part and red silt clay loam and silt loam in the lower part. The substratum to a depth of 72
inches is mottled strong brown, yellowish red, and reddish brown silt loam. Permeability is moderate, and
available water capacity is moderate. Surface runoff is medium. The hazard of erosion is moderate.
The subsoil has moderate shrink -swell potential. Depth to bedrock is usually greater than 5 feet.
Elloak Loam (27C), 7 to 15 percent slopes: This deep, gently sloping, well -drained soil is on convex
ridge tops and side slopes. Typically, the surface layer is dark brown and reddish brown loam about
eight (8) inches thick. The subsoil is about 41 inches thick. It is yellowish red silty clay loam and red silty
clay in the upper part and red silt clay loam and silt loam in the lower part. The substratum to a depth of
72 inches is mottled strong brown, yellowish red, and reddish brown silt loam. Permeability is moderate,
and available water capacity is moderate. Surface runoff is medium. The hazard of erosion is moderate.
The subsoil has moderate shrink -swell potential. Depth to bedrock is usually greater than 5 feet.
Elioak Loam (27D), 15 to 25 percent slopes: This deep, moderately steep, well -drained soil is on side
slopes. Typically, the surface layer is dark brown and reddish brown loam about eight (8) inches thick.
The subsoil is about 41 inches thick. It is yellowish red silty clay loam and red silty clay in the upper part
and red silt clay loam and silt loam in the lower part. The substratum to a depth of 72 inches is mottled
strong brown, yellowish red, and reddish brown silt loam. Permeability is moderate, and available water
capacity is moderate. Surface runoff is medium. The hazard of erosion is moderate. The subsoil has
moderate shrink -swell potential. Depth to bedrock is usually greater than 5 feet.
Gleneig Loam (34C), 2 to 7 percent slopes: This deep, strongly sloping, well -drained soil is on narrow
convex ridge tops and on convex side slopes. Typically, the surface layer is dark brown and dark
yellowish brown loam about eight (8) inches thick. The subsoil is mostly strong brown yellowish red silty
clay loam and is about 20 inches thick. The sub -stratum is multicolored yellowish red, strong brown, and
yellowish brown saprolite that crushes to loam. Permeability is moderate, and available water capacity is
high. Surface runoff is rapid. The hazard of erosion is severe. The subsoil has low shrink -swell
potential. Depth to bedrock is usually greater than 60 inches.
Hazel Loam (39D), 15 to 25 percent slopes: This soil is moderately deep, excessively drained, and
moderately steep. It is on narrow ridge tops and side slopes. Typically, the surface layer of this soil is
dark brown and brown loam about 10 inches thick. The subsoil is about 10 inches thick and is brown
loam. The substratum to a depth of 30 inches or more and is strong brown channery loam. Permeability
is moderately rapid and available water capacity is low. Surface runoff is rapid. The subsoil has low
shrink -swell potential. Depth to bedrock is generally 20 to 40 inches.
CRITICAL AREAS
No critical areas are foreseen at this time.
EROSION AND SEDIMENT CONTROL MEASURES
The contractor shall provide, construct and maintain erosion and sediment control measures on the site,
in accordance with the Virginia Department of Transportation and the County of Albemarle erosion and
sediment control measures (refer to the Erosion and Sediment Control Plan sheet). All vegetative and
structural erosion and sediment control practices shall be constructed and maintained according to
minimum standards and specifications of the Virginia Erosion and Sediment Control Handbook.
Permanent or temporary soil stabilization shall be applied to denuded areas within seven (7) days after
final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within
seven (7) days to denuded areas that may not be at final grade but will remain dormant (undisturbed) for
longer than 30 days. Permanent stabilization shall be applied to areas that are to be left dormant for
more than one year.
Soil stabilization refers to measures that protect soil from the erosive forces of raindrop impact and
flowing water. Applicable practices include vegetative establishment, mulching, and the early application
of gravel base on areas to be stone. Soil stabilization measures should be selected to be appropriate for
the time of the year, site conditions, and estimated duration of use.
Temporary sediment filters and traps, perimeter dikes, sediment barriers and other measures intended to
retain sediment shall be constructed as a first step in any land -disturbing activity and be made functional
before up slope land disturbance takes place.
Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions
immediately after installation.
The following structural practices will be implemented according to the requirements set forth by the
Virginia Erosion and Sediment Control.
a). Safety Fence (3.01)
A protective barrier consisting of polyethylene web secured to a conventional metal post driven into the
ground a minimum of 18 inches. Posts should be spaced at 6-foot centers. Used to prevent undesirable
use of an erosion control measure by the public. To prevent access to an erosion control measure.
Speck Application: Safety fence will be used at areas where pedestrians may come into contact with
the planned work. The Contractor shall consult with the Director of Facilities for the Covenant School
prior to start of work for exact limits of safety fence throughout the project.
P1. Temporary Stone Construction Entrance (3.02)
A seventy (70) foot stone section shall be installed at the point of vehicular ingress and egress on the
construction site. This stone area shall be used for washing sediment from vehicles exiting the site.
Where sediment is transported onto a public road surface, the road shall be cleaned thoroughly at the
end of each day. Sediment shall be removed from the roads by shoveling or sweeping and transported
to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in
this manner.
Specific A construction entrance shall be positioned to utilize the existing gravel access drive
directly adjacent to the utility shed location. Additional gravel shall be applied if the Erosion Control
Inspector deems it necessary. If doomed necessary by the County Inspector the temporary stone
construction entrance shall be converted into a temporary paved construction entrance.
c)). Silt Fence (3.05)
A temporary sediment barrier consisting of synthetic filter III stretched across and attached to
supporting posts and entrenched. Used to prevent sediment from leaving the site. To decrease the
velocity of sheet flows.
Specific Application: Silt fence shall be used as necessary or as directed by the Erosion Control
inspector or where shown on the plan.
�J. Inlet Protection (3.07)
A temporary sediment filter around a storm inlet or curb inlet, in order to prevent sediment from entering
storm drainage systems prior to permanent stabilization of the disturbed area.
Specific Application: Inlet protection will be used around all storm drainage inlets and curb inlets existing
within the project area and as shown on the plan.
e). Temporary Seeding (3.31)
The establishment of a temporary vegetative cover on disturbed areas by seeding with appropriate
rapidly growing annual plants. This protects slopes exposed during construction until permanent
vegetative cover can be established.
Specific Application Temporary seeding shall be used on all disturbed areas.
D. Permanent Seeding (3.32)
Establishment of perennial vegetative cover by planting seed on rough -graded areas that will not be
brought to final grade for a year or more or where permanent, long-lived vegetative cover is needed on
fine -graded areas.
Specific Application: Permanent seeding will be applied to the disturbed areas.
g). Dust Control (3.39)
Reducing surface air movement of dust during land disturbances, demolition or construction activities in
areas subject to dust problems in order to prevent soil loss and reduce the presence of potentially
harmful airborne substance.
''IFTITITITTIRIT 111 11111 1111111111111 11 ilil I I III I I I 4;III I 111!111;�
♦E3��
PERMANENT STABILIZATION
All areas disturbed by construction will be stabilized with permanent seeding immediately following finish
grading. All seeds will be approved by the "Virginia Crop Improvement Association," Blacksburg Virginia.
Seeding will be done with the following:
Two (2) parts Kentucky Bluegrass (Poa pratensis), by weight; minimum 98 % purity and 90% germination;
maximum 1 % weed seed.
Three (3) parts perennial Ryegrass (Labium perrene) by weight; minimum 85% purity and 90%
germination; maximum I % weed seed.
Fifteen (15) parts Falcon Fescue; minimum 98% purity and 90% germination; maximum I % weed seed.
Permanently seeded areas shall be protected during establishment.
Mulch shall consist of oat or wheat straw, free from weeds, foreign matter detrimental to plant life, and
dry. Hay or chopped cornstalks will not be permitted.
Mulch and/or lime shall be applied at a rate of two (2) tons per acre.
Specifications for fertilizer are FS 0-F-241 C, Type 1, solid form; Grade A or B, recommended for grass,
with one hundred (100) percent of the elements derived from organic sources of the following properties:
a) Nitrogen 12.0%
b) Phosphoric Acid 8.0%
c) Soluble Potash 8.0%
With at least fifty (50) percent of the nitrogen from a non -water soluble organic source.
The following measures shall be incorporated during fertilization:
Apply fertilizer at a rate of 1000 lbs./acre.
Apply after smooth raking of topsoil.
Do not apply fertilizer at same time or with same machine as will be used to apply seed.
Till fertilizer into upper two (2) inches of topsoil.
Lightly water dry topsoil to depth of six (6) inches at least forty-eight (48) hours prior to seeding to obtain
a loose friable seed bed and to aid in the dissipation of fertilizer.
The following rates and practices will be adhered to for all seeding that occurs on -site:
Apply seed a rate of 6-lbs./1000 sq. ft. evenly at right angles with a spreader or seeding machine. Rake
in lightly, covering seed to depth of 1/8 inch.
Do not seed area in excess of that which can be mulched on same day.
Do not sow immediately following rain, when ground is too dry, or during windy periods.
Roll seeded area with roller not exceeding 112 lbs.
Immediately following seeding and compacting apply mulch to a thickness of one (1) inch. Maintain clear
of shrubs and trees.
Apply water with a fine spray immediately after each area has been mulched. Saturate to six (6) inches
of soil.
MAINTENANCE
All erosion and sediment control measures must be maintained and repaired immediately to insure
continued performance of their intended functions as stated in the Virginia Erosion & Sediment Control
Handbook, Third Edition 1992. In general, all erosion and sediment control measures will be checked
weekly and after each runoff -producing rainfall event. All seeded and sodded areas will be checked
regularly to ensure that a good stand is maintained. Areas will be fertilized, reseeded and resodded as
needed.
DISPOSITION OF TEMPORARY MEASURES
All temporary erosion and sediment control measures, including the temporary sediment basins, shall be
removed within 30 days after final site stabilization is achieved or after the temporary measures are no
longer needed, unless otherwise authorized by the local program administrator. Trapped sediment and
other disturbed soil areas resulting from the disposition of temporary measures shall be permanently
stabilized to prevent further erosion and sedimentation.
E-3 (IIIIII kliky/A 1114 _.1,I 1! FACI W, f4i" 11111,
The site is served by existing biofilters. Careful consideration shall be implemented to ensure that
siltation does not compromise these structures. A gravel diaphragm shall be utilized to pretreat new
drainage flowing into the existing biofilter.
Covenant Upper School
Final Site Plan: Erosion & Sediment Control Plan
The County of Albemarle, Virginia
ES-1: The plan approving authority must be notified one week prior to the pre -construction
conference, one week prior to the commencement of land disturbing activity, and one week
prior to the final inspection.
ES-2: All erosion and sediment control measures will be constructed and maintained according to
minimum standards and specifications of the Virginia Erosion and Sediment Control
Handbook and Virginia Regulations VR 626-02-00 Erosion and Sediment Control Regulations.
ES-3: All erosion and sediment control measures are to be placed prior to or as the first step in
clearing.
ES-4: A copy of the approved erosion and sediment control plan shall be maintained on the site at all
times.
ES-5: Prior to commencing land disturbing activities in areas other than indicated on these plans
(including, but not limited to, off -site borrow or waste areas) the contractor shall submit a
supplementary erosion control plan to the owner for review and approval by the plan
approving authority.
ES-6: The contractor is responsible for installation of any additional erosion control measures
necessary to prevent erosion and sedimentation as determined by the plan approving
authority.
ES-7: All disturbed areas are to drain to approved sediment control measures at all times during land
disturbing activities and during site development until final stabilization is achieved.
ES-8: During dewatering operations, water will be pumped into an approved filtering device.
ES-9: The contractor shall inspect all erosion control measures periodically and after each
runoff -producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness
of the erosion control devices shall be made immediately.
ES-10: All fill material to betaken from an approved, designated borrow area.
ES-1 1: All waste materials shall be taken to an approved waste area. Earth fill shall be inert materials
only, free of roots, stumps, wood, rubbish, and other debris.
ES-12: Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning Ordinance
section 5.1.28.
ES-13: All inert; materials shall be transported in compliance with section 13-301 of the Code of
Albemarle.
ES-14: Borrow, fill or waste activity involving industrial -type power equipment shall be limited to the
hours of 7:00am to 9:00pm.
ES-15: Borrow, fill or waste activity shall be conducted in a safe manner than maintains lateral
support, or order to minimize any hazard to persons, physical damage to adjacent land and
improvements, and damage to any public street because o slides, sinking, or collapse.
ES-16: The developer shall reserve the right to install, maintain, remove or convert to permanent
stormwater management facilities where applicable all erosion control measures required by
this plan regardless of the sale of any lot, unit, building or other portion of the property.
ES-17: Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75
lbs/acre, and in the months of September to February to consist a 50/50 mix of Annual
Ryegrass and Cereal Winter Rye, or in March and April to consist of Annual Rye, or May
through August to consist of German Millet. Straw mulch is to be applied at 80lbs/1008f.
Alternatives are subject to approved by the County erosion control inspector.
ES-18: Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch.
Agricultural grade limestone shall be applied at 90lbs/1 000sf, incorporated into the top 4-6
inches of soil. Fertilizer shall be applied at 1 000lbs/acre and consist of a 10-20-10 nutrient mix.
Permanent seeding shall be applied at 180lbslacre and consist of 95 % Kentucky 31 or Tall
Fescue and 0-5% Perennial Ryegrass or Kentucky Bluegrass. Straw mulch is to be applied at
80lbs/100sf. Alternatives are subject to approved by the County erosion control inspector.
ES-19: Maintenance: All measures are to be inspected weekly and after each rainfall. Any damage or
clogging to structural measures is to be repair immediately. Silt traps are to be cleaned when
50% of the wet storage volume is filled with sediment. All seeded areas are to be reseeded
when necessary to achieve a good stand of grass. Silt fence and diversion dykes which are
collecting sediment to half their height must be cleaned and repaired immediately.
ES-20: All temporary erosion and sediment control measures are to be removed within 30 days of
final site stabilization, when measures are no longer needed, subject to approval by the
County erosion control inspector.
Meters
0 50 100 200 300
—Feet
0 200 400 Soo 1,200
U6 Dp� Natural Resources Web Soil Survey 2-0
M conervation emice National Coopefative, 30 Survey
KEY
27B .................................... ELIOAK LOAM
27C .................................... ELIOAK LOAM
27D .................................... ELIOAK LOAM
34C .................................... GLENELG LOAM
39D ....................................HAZEL LOAM
WooLLEYENGINEERING
Consulting Civil Engineers
220 East high Street
Charlottesville -Virginia 22902
(434)973.0045
www.Woolley-Eng.com-
M€I
�
Chxbttesvffle, VA 22902?
The Covenant School
175 Flickory Street
Charlottesville, Virginia
22902
P: (434) 220-7329
Job Number:
1850
Date:
January 31, 2019
Revision:
April 29,2019
copyright @ 2019 by Woolley Engineering
vic of, 11am'-1
Fie
CONSTRUCTION ENTRANCE
0
DUST CONTROL
,.U�P
INLET PROTECTION
US
PERMANENT SEEDING
SAF
SAFETY FENCE
SF
SILT FENCE
QS
TEMPORARY, SEEDING
DRAINAGE DIVIDES-, -
-;O"*'LIMITS
OF DISTURBANCE
copyright a 2019 by Woolley Engineering
Owner:
The Covenant School
175 Hickory Street
Charlottesville, Virga
22902
P: (434) 220-7329
EROSION &
SEDIMENT
CONTROL PLAII
Job Number:
1850
Date:
January 31, 2019
BLOCK & GRAVEL CURB INLET
IP
STONE CONSTRUCTION ENTRANCE
SEDIMENT FILTER
WOOLLEY E, NGiNEERiNG
CURB INLET
Consulting Civil Engineers
220 East High Street
,.--� �'--��-,F
TEMPORARY SAFETY FENCE Charlottesville - Virginia 22902
(434)973-0045
CD
www.Woolley-Eng.com
70' MIN.
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CONVENTIONALPOLYETRIC
METAL IT) OR (ATTACH TO POSTS WITH METAL
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SIDE ELEVATION
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WIRE SCREEN
CONCRETE BLOCK
GRAVEL FILTER
6-0" MIN
EXISTING
GROUND
Owner:
The Covenant School
75 11 cko Street
Charlottesville,
2 tteglle, Virginia
do 70' MIN,
22902
RUNOFF
WATER WITH OVERFLOW
SEDIMENT
GRAVEL
101* EDGE OF EX. DRIVEWAY
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P: (434) 29-0-7329
18" MIN
FILTERED WATER
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6-1" MAX
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MOTE. CONTRACTOR MAY SUBSTITUTE TEMPORARY CHAIN -LINK FENCE WHERE APPROPRIATE.
GATES AND OPENINGS SHALL BE FULLY COORDINATED WITH THE OWNER PRIOR TO INSTALLATION,
A
SEDIMENT
CURB INLET
PLAN V IA/
WIRE SCREEN 2" X 4" WOOD STUD
7-
wADD TO EXISTING
GRAVEL AS
SPECIAL APPLICATION
DIRECTED BY COUNTY
>
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN
INSPECTOR
L.0
OVERFLOW CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN
Oe
FRONT OF THE STRUCTURE.
<
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12' MIN.
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0
V, K
z
0
P SILT FENCE DROP INLET
'M
6" MINIMUM
TEMPORARY SEEDING 9 1% 00 0
ki
PROTECTION
SE-CTION A —A
Uj
2 x 4" WOOD FRAME
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
PLANTING DATES SPECIES RATE (lbs./acre)
7'
SEPT. I - FEB. 15 50/50 MIX OF
ANNUAL RYEGRASS
1,5' MAX,
(Lolium muffifibrum)
-c, z,
V
& 50-100
CEREAL (WINTER) RYE
(Secale cereale)
FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100
(Loliummuffifibrum) E&SC
R
Z 611"D
MAY I - AUG. 31 GERMAN MILLET 50
ftalica) DETAILS
��
F SILT FENCE
(Seetaria
3' MIN
Job Number:
1850
EXTEND FILTER STAKE
DROP INLET
STAKE WITH GRATE
FABRIC INTO TRENCH It A A
15' I
FRAME
B
R",
FABRIC
4"
ENV T. 'WOOMAY
4'
LIC. NO. 3708V_,�
R-I..... I
BACKFILL AND COMPACT POINTS A SHOULD BE HIGHER THAN POINT B.
THE EXCAVATED SOIL.
4�VIONAL
s\/�
iz g
P1, A
IONAL IONAL
Aid
GENERAL NOTES - SILT FENCE
Date:
January 31, 2019
-kl K
ELEVATION OF STAKE AND GATHER EXCESS
1) The height of a silt fence Will be a minimum of 16 inches and a maximum of 34 inches
Revision:
FABRIC ORIENTATION AT CORNERS
above ground elevation.
F April 29,2019
2) Extra strength filter fabric shall be a continuous roll. When joints are unavoidable, a
splice may be made at a support post with a 6" overlap.
SPECIFIC APPLICATION
3) The excavated trench shall be 4 inches wide and 4 inches deep on the upslope side of
the proposed location.
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE
INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER
4) Support posts shall be a maximum of 10 feet apart where wire support is used, and no
THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT
more than 6 feet apart where wire is not used. When placing silt fence across a ditch
Scale:
EXCEEDING I C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT
APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS
or swale, the posts are to be set at a maximum 3' interval.
As Noted
IN STREET OR HIGHWAY MEDIANS.
5) The french shall be backfilled and the soil compacted over the filter fabric.
6) Silt fences shall be removed when the upslope area has been permanently stoblized.
Sheet No.:
ES3*V
16 of 16