HomeMy WebLinkAboutSDP201900006 Plan - Submittal (First) Major Amendment, Final Site Plan 2019-01-31fil F K07 991911 1
MAJOR SITE PLAN AMENDMENT TO SDP200000096
SCOTTSVILLE MAGISTERIAL DISTRICT
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 (Plat)
Existing Zoning: R-2 Residential (approved Private School per Special Use Permit SP -99-54)
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 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 Kindriek 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 Shane 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
TMP 76-53J, n/f Sandra M. Morris
Deed Book WB 134, 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
copyright � 2019 by Woolley Engineering
10. Adjacent Properties: (continued)
TMP 76-56B, 56G, 56H, n/f R.M. and Maudie Chisholm
Deed Book 333, p 450, 452 Plat, DB 350, p 295 Plat; R-2
Current Use: Residential
TMP 90 -A -OF -1, n/f Wellman and Joyce Nosh
Deed Book 363, p 327, DB 362, p 22 Plat; 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 142.7' 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: NAVD 88.
e. Horizontal Datum: Virginia State Plane Coordinates South Zone NAD 83, 1994, Based On City Of
Charlottesville Gis Stations 110 And 111.
11, General Construction Notes:
1. 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 Tronsportation (VDOT). This plan as drawn
may not accurately reflect the requirements of the permit. Where any discrepancies occur the
requirements of the permit shall govem.
2. All materials and construction methods shall conform to current specifications and standards of VDOT
unless otherwise noted.
3. 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.
4. All slopes and disturbed areas are to be fertilized, seeded and mulched.
5. The maximum allowable slope is 2:1 (hoftontal:vertical). Where reasonably obtainable, lesser slopes of 3:1
or better are to be achieved.
6. 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.
7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices.
8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III.
9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction
Industry (29 CFR Part 1926).
12, 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. Alll water and sewer pipes shall have a minimum of 10 feet of separation and 3 feet of cover measured
frorn 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. 31' min. separation required between waterline and storm sewer culverts or 6" separation when waterline is
insullated. Use 1/2" thick therma-cel pipe insulation in 3'x4' sheets as manufactured by nomaca, inc, or equal
approved by albemarle 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 taps 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 underwater and sewer
lines and appurtenances. This certification shall be signed by a professional geologist. The certification shall
stage the exact area that the certification applies to.
L. Valves on deadend lines shall be rodded to provide adequate restraint for the valve during a future
extension of the line.
13.:Stormwater Management & Water Quality
a. Stormwater management for the project is not required. See SDP 00-04 for confirmation of the
Stormwater management waiver.
b. The runoff from the new recreation area will be pretreated using a gravel diaphragm prior to entering
the existing biofilter.
14. (Parking
No mew parking is being proposed or shall be necessary with the current development.
SIGNATURE PANEL
Albemarle Co. Dept. of Community Development - Current Development Division DATE
Albemarle Co. Dept. of Community Development - Inspection Division
Albemarle County Division of Fire and Rescue
Albemarle County Service Authority
Other
DATE
DATE
DATE
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SHEET INDEX
IM Filled Box Indicates Drawing Included in Set
WooLLEY ENGINEERING
Consulting Civil Engineers
220 East High Street
Charlottesville a Virginia 22902
(434) 973.0045
www.Woolley-Fmg.cozn
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Owner:
The Covenant School
175 Hickory Street
Charlottesville, Virginia
22902
P: (434) 220.7329
C1.0
Cover Sheet
C1.1
Minor Amendment Exhibit
19
C2.0
Existing Conditions Exhibit
IM
C3.0
Site Demolition Plan
C4.0
Site Layout Plan
IM
C5.0
Site Plan
IM
C6.0
Stormwater Management Plan
C7.0
General Details
IM
51.0
Structural Details
IM
52.0
Structural Details Cont.
EM
ES1.0
Erosion & Sediment Control Narrative
EM
ES2.0
Erosion & Sediment Control Plan
03
ES3.0
Erosion & Sediment Control Details
IM Filled Box Indicates Drawing Included in Set
WooLLEY ENGINEERING
Consulting Civil Engineers
220 East High Street
Charlottesville a Virginia 22902
(434) 973.0045
www.Woolley-Fmg.cozn
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Owner:
The Covenant School
175 Hickory Street
Charlottesville, Virginia
22902
P: (434) 220.7329
Job Number:
1850
OP
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Date: I
January 31, 2019
Revision:
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Job Number:
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January 31, 2019
Revision:
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-r.,4P 76-53M
N/F 0C
01JELINE 1r9. RUSS-] I -
D.B. 391, Pg 595
D=E 391, Pq 596 PLAF
TMP 76-53G1
N/F DON & SUSE BICXERS
TMP 76-53P D,8 900, Pg 569
"
1IR 402Pg , sir PLKF_�,"
N/F LAR ROGER B0DG2E',3
L & 1705, Pg 531
SDP 200900026 (Minor Site Plan Amendment): 013, 446,, Pg 4,67
Restoration of buffer previously disturbed
1IMP 78-51)
N/1-- V�1-ILABEM P. Ti-
DA. 332; Pg 88, 90 PLAT
D.B. 341; Pig 257, 259 PLKr
D,F& 810, Pg 83 PLKf
.400 2)
dop
during the removal of the existing waste.
TMP 7'6--53Q
N
N/F WILUAM &- UORIS HUTCHreO
D.9, 948, Pg 406 -
D2. 446, Pig 467 PLA T�\ \
R, F
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TMP 76-5.33
N/F KF -i KINDRICK GI SON
D.S, 1915, Pq 701
D3, 446, Pg 467 PLAIF Xz��,
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IMP 76-53H N
N/F LO ENA H. McOANN
D3. 964, Pq 357
M. 984, Pg 352
D.Fl, �46, Pa 1-97 PLAT
N.W. WN.
ROUND
Proposed (Major Site Plan Amendment):
Proposed recreation area & amenities.
TLP
N/F SOUMWOOD CHARLTHGALL E, LLC
M. 3375, Pg 63
G,.& 664, Pa 447 PLAT
copyright @ 2019 by Woolley Engineering
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EX. SCHOOL
LISP 76-569
N/F RAM. & MAUDE OHI,'FIOL
18. 333, Pg 450
03. 333, Pg 452 PLAT
D.O. 350, Pq 295 PLAT bl�
TMIJ 76--56,H
N RAIL & U43DIE CHISHO I
D.B. 350; Pg 293, 295 M-0
I -MP 76-56D
TMP 76-560
N/F BERNARD & MAK"PHA IERRILL
DB415, Pg 145 N/F RA, & UAUDIE
DA, 414, Pg 353 PLAT D.S. 352, Pg
iI& 350, Pg 29
4
ti
114
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353, Pg
RIF-
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TAX MAP 90A, PARCEL 2
25.933 ACRES
"PARCEL Al"
THE COVENANT SCHOOL
D.B. 1755, Pg 173
D.B. 1755, Pg 175 PLAT
EX. BASEBALL FIELD
0
SDP200800091 (Minor Site Plan Amendment - Not Constructed)
Replace existing sod football field with 100% permeable synthetic turf.
TMP 90A--3
N/F FOREST LODGE, LLC SDP200200029 (Minor Site Plan Amendment)
D.8, 3092, Pg 310 Reorient stormwater management facilities
D.B. 3092, Pa 316 PL 1`
to allow for expansion of driveway.
SDP201100003 (Minor Site Plan Amendment):
Covered storage area for the school's maintanance equipment
with grading to allow for a level pad to serve the structure.
TMP 90A --0E---1
if, N/F WELLMAN A jOYCE NASH
D.B. 363, Pg 327
D,& 362, Pg 22 PLAT
9 dry'
S 57'29'42" W
24-.88'
1'MP 9001-3
N/F FORES'r LODGE, LUG
D.B. 3092, Pg 310
D.8. 3092, Pg 316 PLXf
EXHIBIT ONLY
NOT FOR CONSTRUCTION
NOTE:
THIS EXHIBIT ILLUSTRATES SDP20000044 (PRELIMINARY) &
SDP20000096 (FINAL) AND ALL SITE PLAN AMENDMENTS.
0 80. 160' 240 FEET
SCALE: 1 80'
WooLLEY ENGINEERING
Consulting Civil Engineers
220 East High. Street
Charlottesville - Virginia 22902
(434)973-0045
www.Woolley-Eng.com
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charlottesvill VA 22902 1
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The Covenant School
175 Hickory Street
Charlottesville, Virginia
22902
P. (434) 220-7329
SITE PLAN
AMENDMENT!
Job Number:
185#
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Lie. No. 3708&. ,
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Date:
January 31, 2019
Revision: I
Scale:
1"=80'
Sheet No.:
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THE COVENANT SCHOOL
EXISTING 2 -STORY SCHOOL BUILDING
WITH BASEMENT
175 HICKORY STREET
429:'5'
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copyright 0 2019 by Woolley Engineering
WOOLLEN ENGINEERING
Consulting Civil Engineers
220 East High Street
Charlottesville e Virginia 22902
(434) 973.0045
www.Woolley-Eng.co
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Owner:
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175 Hickory Street
Charlottesville, Virginia
22902
P. (434) 990-7329
EXISTING
• i •
••Number:
1850
®Cite; I
.January 31, 2019
Revision: I
Scale:
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Sheet No.:
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copyright 0 2019 by Woolley Engineering
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THE COVENANT SCHOOL PROPOSED NEW FENCE
-STORY SCHOOL BUILDING
EXISTING 2 RELOCATE EXISTING SHED
WITH BASEMENT .�/ r
OVER SYNTHETIC TURF
0
NEW STEPS A D WALL MIRROR
175 HICKORY STREET 01)
8' BLACK CHAIN-LINK FENCING
(SEE DETAIL S2.0)
10' 0 10' 20' 30 FEET
0
SCALE: 1" 10' �J
copyright C) 2019 by Woolley Engineering
RELOCATE EX. GATE
NEW FENCING
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MANAGEMENT
STORMWAII
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D.B. 2148; P "515
WooLLEY ENGINEERLNG
Consulting Civil Engineers
220 Fast High Street
Charlottesville -Virginia 77902
(434) 973.0045
www.Wooffey-Eng.com
DES IG
P,0Box 2137
chaxtownvilleVA 22
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The Covenant School
175 Hickory Street
Charlottesville, Virginia
22902
P: (434) 220-7329
Job Number:
1850
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Date:
January 31, 2019
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Scale:
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Sheet No.:
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Consulting Civil Engineers
220 East High Street
Charlottesville -Virginia 79902
(434) 973.0045
www,WooRey-Eng.com
Jim
DESIGN
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VA 22902
CWner:
The Covenant School
175 Hickory Street
Charlottesville, Virginia
2-2902
P: (434) 220-7329
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Date:
January 31, 201 9
Revision: I
Scale:
I" =10'
Sheet No.:
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copyright C) 2019 by Woolley Engineering
15" HDPE STORM PIPE
i'
(SEE PLAN)
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STORMW
SER F10
Outlet protection calculations:
Pipe discharge: Q1 = 8 cfs
Pipe diameter. d = 12"
Riprop size d50 = 6'
Apron length La = 11' min,
(from Figure 5-20: Minimum Tailwater Condition,
Virginia Stormwater Management Handbook)
Width of apron top = 3min.
(W= 3*d)
Width of riprap apron =12' min.
(W=d+La)
Depth of riprap blanket =1.13min,
(Depth = 2.25 x d50)
General Stormwater Management Construction Notes:
1. All dams and constructed fill to be within 95% of maximum dry density and 2%
of optimum moisture content. All fill material to be approved by a
geotechnical engineer. A geotechnical engineer is to be present during
construction of dams.
2. Pipe and 6serjoints 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.
GRAVEL FLOW SPREADER PRE-TREATMENT DETAIL
N .T.S.
SITE DRAINAGE AREA EXHIBIT
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)
7
1:1 SIDE SLOPE
copyright p 2019 by Woolley Engineering
aa' 300 FEET
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 grass filter strips for evidence of any
rill 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 characteristics.
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)
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 on 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 UNDERDRAIN --`
6" SCH 40 PVC UNDER DRAI N WITH
3/8" PREFORATIONS AT 6" O.C.
SYNTHETIC TURF INFILTRATION SECTION
M.T.S.
COMPACTED EARTH
F 1.5' AGGREGATE (SIZE BASED ON TURF
MANUFACTURER RECOMMENDATIONS)
Infiltration underaround reservoir calculations:
Max, depth of storage = (1 /2f x td)/(nxl2)
If = 0.30 in/hr
td = 48 hrs
n = 0.40
dmax = 1.5'
SA = Tv J (n x dmax) + [(1/2f x tf)/12]
Tv BMP =172 cf
n = 0.40
dmax =1.5'
f = 0.30 in/hr
tf=2 hr
SA = 276 sf min.
SA provided = 1,970 sf
STORMWATER MANAGEMENT PLAN 9Y
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5" CONCRETE 3000 PSI
HIGH AIR ENTRAINMENT
WWF 6X6 -
W2.9 X W2.9
FINISH GRADE
X4':1' SLOPE
THREADED PLUG
CLEANOUT ADAPTOR
FINISHED GRADE
'\ a
ADJUSTABLE VALVE BOX
BRASS CAP
LANDSCAPED UNDER *THOUROUGLY
AREAS HARDSCAPE COMPACTED BY
HAND OR APPROVED
MECHANICAL TAMPER
E BACKFILL SHALL COMPLY `• _ "T VDOT 21 A CRUSHED GRAVEL,
k3"
� VDOT NO.21 A STONEWITH LANDSCAPE PLAN & + : COMPACTED TO 95%
; - � -� ,SPECIFICATIONS k.I:;��`[ MAXIMUM DENSITY
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CLASS I BACKFILL IN_e..t� T.: ACCORDANCE WITH--T�j�-• ••- •;�- 12„ INITIAL BACKFILL
SECTION 302 OF THE VDOT (6" LIFTS)
MIN,
M 4" PVC PIPE ,N
ROAD &BRIDGE E} +12" SPRING LINE OF PIPE
REDUCER (IF NECESSARY) SPECIFICATIONS ()GI'
HAUNCHING
L. a._.. u.' : r'. ..,...; STONE
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WYE "Y" TEE NATES: .ir:,m, ; '. BEDDING DUST
1, WHERE ROCK IS ENCOUNTERED PIPE " " "`
14- MIN.- 6" MAX.)
.. SHALL BE INSTALLED ON A MINIMUM
6" BEDDING OF CRUSHED STONE. FOUNDATION (SHALL BE
2. FOR COMPACTION OVER PIPE REQUIRED WHEN SOIL
TRENCH USE APPROVED HAND TM i CONDITIONS ARE UNSTABLE.)
- OPERATED MECHANICAL TAMPER,
STORM DRAINAGE CLEAN—OUT DETAIL (TYP.)
N.T.S.
WIDTH VARIES, SEE PLAN
LIGHT BROOM
FINISH
w 511
it ."vdY _-'?*'.X_ ........g g......«..�. Lit
rf. .w',"°.:;.�,da M 00 ��,.. s �.,.+,�F is O
-6.
6" COMPACTED AGGREGATE 1. 3/8" EXPANSION JOINT
BASE - VDOT #21-A 2. SAW CUT CONTROL JOINTS, MAX 6' O.C.
EXPANSION JOINTS, MAX 30'0.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.
SIDEWALK DETAIL
N.T.S.
copyright cp 2019 by Woolley Engineering
STANDARD CG -3
STORM DRAINAGE PIPE BEDDING & BACKFILL
N.T.S.
TAPER CURB
TIE-IN GRADE
TAPER CURB SECTION (TYP.
N.T.S.
I I a.l.. CONCRETE
PAVEMENT
16"
EXPANSION
JOINT (TYP,)
CONCRETE CURBING CG -3 (TYP.)
N.T.S.
GENERAL NOTES - PERIMETER FENCE:
BROOM FINISH
6 " - CLASS A3 CONCRETE
6"x6" -W2.1 xW2.1 WWF
4" - #21 A OR #57 AGGREGATE
BEDDING MATERIAL
CONCRETE PAVEMENT SECTION (TYP.)
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 6'-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
N.T.S.
16"
USE ONLY DURASLOPE CLASS "C"
GRATES WITH THIS APPLICATION.
SECTION AT DURASLOPE CHANNEL
(— NEW FELT EXPANSION JOINT
CONCRETE COURT
(SEE PLAN)
u A
Ll IU I tl UP 3 LRA ; VVILL YANX VVI I F1 JLUrL Vr VWU11.
#4 REBAR HORIZONTAL PLACE TOP
& BTM. OF CONC. POUR 3" CLR @ BTM. (TYP)
NOTE:
GRATE TO BE PROTECTED FROM CONCRETE POUR
(COVER HOLES WITH TAPE).
SET TRENCH DRAIN IN CHANNEL SURROUNDED BY 6" OF CONCRETE OR
THICKNESS OF THE CONCRETE SLAB WITH A MINIMUM OF 3,500 P.S.I.
AVOID FULL LOAD TRAFFIC FOR 28 DAYS OR UNTIL CONCRETE HAS
COMPLETELY HARDENED.
4" TRENCH DRAIN DETAIL
N.T.S.
12" SQUARE TAPERED POLYPROPYLENE
TATC'H RASIN 112ISFO W/ H V- INHIRITORS-
1.r V I\ 1 IlF-lL I V it V I I! \LL I I \V
BASIN PER MANUFACTURER'S EACH CORNER
SPECIFICATIONS.
YARD DRAIN DETAIL
N.T.S.
ONE TENSION WIRE CLIP EACH LINE TYPICAL SPACING BETWEEN ALL
POST (NO. 6 GAUGE) LINE POSTS 10'-0"
12" AT END POST
10" AT INTERMEDIATES
ELEVATION
STRETCHER BAR B,
TO BE 4" MAX. FROI
TOP AND BOTTOM rm-,L.,
SPACED 1-2" OC MAX.
END POST DETAIL
NOT TO SCALE
TRACTOR SHALL
PACT EACH LAYER OF
;FILL PRIOR TO INSTALLING
I EXTENSION RISER
DARE TAPERED
PROPYLENE CATCH
I W/ U.V. INHIBITORS.
#57 GRAVEL BASE
'TH
PACTED SOIL
NSE
4BRIC
STRETCHER BAR TO
ENGAGE EACH FABRIC LINK
.. CARRIAGE BOLT
#6 WIRE CLIP HOG RINGS SPACED
SPACE 10" MAX. 24" MAX.
LINE POST CONNECTION TOP RAIL CONNECTION
FENCING FABRIC CONNECTION DETAILS
NOT TO SCALE
ooLLEYENGINEERING
Consulting Civil Engineers
220 East High Street
Charlottesville - Virginia 22902
(434)973-0045
uvww.Woolley-Eng.com
_1k Ar
II
> ESIGN
aNDa knH ARICIIFMC URT-- II
C h iotte tilts VA ? X17 I
The Covenant School
175 Hickory Street
Charlottesville, Virginia
22902
P: (434) 220-7329
s OP
me IF TOOLLEY
LIC. NO. 3708e-'-
�C�� i-31-2I?i9
s`gICNAL 4"��
Date:
January 31, 2119
Revision:
mi
CTO
oo o
to
NEW GAURD RAIL TO
MATCH EXISTING
epi
HL 7-711don-9
RETAINING WALL SCHEDULE
r -DIMENSIONS
'&
.. 2
CLLR
(SEE DETAILA)
-V�
I'M" BARS
'IM" BARS (VERT)
"P" BARS
0--0" - 4-4)"
0'-8" 0'4-
#4 AT 12"
(3) --7i5
(HORIZ)
#4 910
#418"
1" BARS
#57 STONE BACKFILL
T-2` #5 @ 12"
(FULL HEIGHT)
------ ---
#6 12-
#4 12"
.4
V-0" 214'
414" #5 @ 12"
(4) - #5
"0" BARS
#5 12-
(DOWELS)
8'-0" - 10'-0"
epi
HL 7-711don-9
RETAINING WALL SCHEDULE
r -DIMENSIONS
I'D" BARS
1 1 V1111'1�111�
"" �Iffl�
Bc
(SEE DETAILA)
-V�
I'M" BARS
I'0` BARS
"P" BARS
0--0" - 4-4)"
0'-8" 0'4-
2
(3) --7i5
`P" BARS ......... -
#4 910
#418"
1" BARS
0'-10'! 1 "A'I
T-2` #5 @ 12"
CONT
epi
HL 7-711don-9
RETAINING WALL SCHEDULE
r -DIMENSIONS
REINFORCING
I Hw
"" �Iffl�
Bc
-
"W" "D" BARS
-V
"L" BARS
I'M" BARS
I'0` BARS
"P" BARS
0--0" - 4-4)"
0'-8" 0'4-
1 2-4" 19 @ 9"
(3) --7i5
-------- -
#4 910
#418"
41-01' - 6-0"
0'-10'! 1 "A'I
T-2` #5 @ 12"
(4) - #5
------ ---
#6 12-
#4 12"
6-01' - V-0"
V-0" 214'
414" #5 @ 12"
(4) - #5
#5 @ 12" J
#5 12-
#4 12"
8'-0" - 10'-0"
1-2" 3--10"
65 0"1 #5 @ 12"
(5) - #5
#5 @ 12"
95 12"
#5 @ 12"
copyright @) 2019 by Woolley Engineering
,NOTES.,
1, DESIGN CONCRETE STRENGTH: 3000 PSI AT 28 DAYS.
2, REINFORCING STEEL: GRADE 60,
3, MAX $OIL BEARING PRESSURE = 2000 PSF (ASSUMED)
4, PROVIDE WALL CONTROL JOINTS AT 201-01' MAX.
#4 AT 12" EA
WAY
4** DIA PERFORATED
DRAIN ENCASED IN #57
t1DHQWC:M QTMIC
WRAPPED IN FILTER
FABRIC, DRAIN TO
SUITABLE OUTLET
3/4" X 3/4" VEE
GROOVE JOINT
EACH FACE
S
I
z
CUT ALTERNATE
HORIZ BARS AT
JOINT
#4 X Z -O" ADHESIVE
SET DOWELS AT 24"
OC (HILTI HY-70
ADHESIVE SYSTEM,
..... .....
OR EQUIV)
EQ EQ
NEW WALL TO EXISTING
WALL CONNECTION_
PLAN DETAIL
?P-11
IS
DATE: 0 1 1231261M51
DMWPV JOB NUMBER: 1901-47
ow Njt�4;,-
SHEEIII �I
T NO.'
Stephen D. Barber
LiCNo, 025731
SK�l
Woo=y ENGINE=G
Consulting Civil Engineers
220 East High Street
Charlottesville - Virginia 22902
(434)973-0045
www.Woolley-Eng.com
M
DESIGN
Owner:
The Covenant School
175 Hickory Street
Charlottesville, Virginia
79902
P: (434) 920-7329
Job Number:
1850
sa OP
tj MC IF. IFOOLJ"
LTC. NO. 37081-r-,--
k4�"-301
'-29 1 "'
itrONA St�,
Date:
January 31, 2019
Revision: I
Scale: As Noted I
Sheet No.:
S1,60
9 of 13
EM
't
0
km
Uj
z
wrn
rn
Fj5
<
w
w
M
1:
n
In
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-
?P-11
IS
DATE: 0 1 1231261M51
DMWPV JOB NUMBER: 1901-47
ow Njt�4;,-
SHEEIII �I
T NO.'
Stephen D. Barber
LiCNo, 025731
SK�l
Woo=y ENGINE=G
Consulting Civil Engineers
220 East High Street
Charlottesville - Virginia 22902
(434)973-0045
www.Woolley-Eng.com
M
DESIGN
Owner:
The Covenant School
175 Hickory Street
Charlottesville, Virginia
79902
P: (434) 920-7329
Job Number:
1850
sa OP
tj MC IF. IFOOLJ"
LTC. NO. 37081-r-,--
k4�"-301
'-29 1 "'
itrONA St�,
Date:
January 31, 2019
Revision: I
Scale: As Noted I
Sheet No.:
S1,60
9 of 13
Ii A L LnTL5 DES16N PARAMETER-
Iti CgPKS 2iRCJ9 VtOtiffA knnFoRA,5TA-,CAi eormtl`w COOL i45m1
4.0 SIM SOIL FROM UlkWAUL 144) kFLIMORCki fW SHALL C0145151 OF &RANLLAR SOIL FiLL AND ZVO9 INTERNATIONAL BU21,I)INO CODE 92C)
ANN &EU6RD 111644411 WITH 95,V-� ROIL TYPES &F, 6W, GiA, LO NY,cP, SM, OR SC z TFE WALL CFIUE6- ARE DASEC OF IN FEWETATION QF T{IF' kEIAUJIN&
20 aEtXF1 -4J'T ALI EYCAVATEt SLOi 'VVI rHAMZNTMUMAt,,bLCOFIM1,',-rWNAL FRICT7Of4,p nl`SFE&REFS WALL RAN, SLEET NO C -IR, DATE& OnOi)Ott' 2013,
3,0 00 NOT EXCAVATE 6EVONO EXEAVATICRI 1NES SHOWN PRFFAKED BY WOOLEY -FMFI1AE1UR1N5
ROCK foAi SHALL BE LIJMITEU rU1,TWI7F5 INGLAVElEli 2 WALL DETAILS 54ICYNN CN-WIS PLAN ARE FUR 6NGTOR
ErXiIN8ER TO REMOVE 6MVITAME S(i Wile 02NE FRACTION (MIWJIF1O, 40 Sli 5NALL FAYE A MAXIMUM Q_R fQUVVALi ASNi FOR 5R%`bYiT1,1AE6-,IN46 T148 NATIONAL
4.9 CONTRAi 5HAU. EN51i TFMPCAARY EArAVAT1U1-15ARt!,$TA9I-F LOW PLA5T]Ial TV IS.T OR SLAY(ML ILI GAPS SP USED W$ECT TO Gi iAA9C-4kV A"i RilUili RAZTERIA FOR Ikli WALL 5Y51FM,
4
CAF
CINIfELT L -i EA4'Eb ON USE Of SIFFATAgiiaD $1i CEII�skrL;i,
AND PAOv-ME NEE(Oi AffROVAL BX Tf�E 0EQEaliAL EN
5D 6EOTEC8HIAL EF,151NIEA SHALL VERIFY FOUNDATION LIqUIDLITAIT ii -i OF 40 AND A,1AAA1MLM Ri WLEX (Lt) 1i �.)MFATTPLE 6EC*kLt5 MAY i 60571TLIM Vii THE
SOILS AS BEIN6,,7OA.kTETeNTP5R T14 DESE&N PARAMETERS. OF 90, THE 1ACKFILL5KALL BE FREE OF bEPI., AND CHOANTC MATTER. 0PPLIVAL OF Thi DISSI&NE41*1FLEER.
6.0 LEVi PAD;'HALL CONSIST Or COMPACTED SALID. GRAVE HTGHiLV Cli SOILS 514ALL U21 RE i),,SPD FN -THE' TW EE SIGN Lr SECOENTAL RE TAUO�* WALL (5MY)
CA CUMlIMATIOM Ati 5AAL-L 9L A MUIZAIUM 647,4LfFl TFICK MiL ZONE A5511M57K. f0UOWP,*9ARAMETEPS.
OF 24INCHE5 550 AEINFOQEli 5iii[ALL, Bi FIAcEf, IN B-ENCtitn'T'n ANn MOv FRICTION
AS AN ALIEANAnVE, A MUIUAUik 3-UICH T1 LICK LAYER OF CCAIFACi 501L 5i -M WILIT WE161 fT Ati COIE111ON
LEAiV COi-XsFTE Fl OW48LE FIIQ AYJ ai A SU. UAV 'GWRESS-WE jZPEWEN5A6E CONOITION, rip, (PCF) TV, IRtii Visa)
iikawoiiab rm S"',Jnr ".,I ull I0
10 A I VKLI 01AAEFER BE INSTALLED BE PI&FORLARE4 AS Ti'ENAU- 15 ILI'aUAi COMPAGilUTAi CFIAINEOSOD- 5Gn0Y' -1 Ry U0
08"1h4 Ti Bi ANOCONFIECI TO WeE5k40LFS INSTALLEbAT 6 FE" OF ILW WALL SHALLMLIMITED IO F4ALIb-(*FRAIEDPUUIPAE"T P1wNOAt1i.1M 50 L S -4y ii us 2a 10)
100 'k VUMAIGRY PLATE TAMPER 54ALL Vf,'D TU Da11151"
-e ?A5e or TH-. WALL (40 FEET ON CEFITER OR AS ti
AND eXTE4b SEYO14DTHI 1`1h11L GRADE TO DAVLIGHT i BRAIN US7, AILI NO, OF 5T CO"ARACLIOIN TeIV t4l Cr'N SF w -MP eQLL ZMEOGTH PARAMEIE115 ARE 11A5ED 101Al lrSE Of 64RALIQLAk 56XI.
AND ki (CORE) FILL 5N,AkL OF vii Hi Ll $TLt4E 16 USED A, PEINFOACED FILL.- IN T: -?E AEINFORi FILL ZONE. ON61115 CLEAN $011- FILL CO GkAi 50T4
CLEAN AFw*QLAk SAVE! (VDOT 1401 57 STONi AEETTFR, THE rOLtCAVTWC 17 1D C"Ni 614AL L �L OPE 61TE 6 P l !) E S TO 41 R -Cr 5 OFASE CAN Pf, U �El) FOR T74�- PAi LED TT4E SPIL, 15 91,Aq D rN 44NCI4 KI FTS
"ALA 7 TON A 5 DE TE RMIMF D IN ACCOR ) AF$ -F WT Tit ASTM il422 AWAV F ROM WALL AT El I D of EA -Hi DAY TST AVOID
`,VATUYDAMXSjNi WALL
SIEVE SIZE LA'i —1-1 YASSII 14 9 ANY 5UQFACF DRAEMAg FEATURES, FtNtSW GRAWili FA%"qiiii OF WTIMLOM MOISTURE CGLITENT, 05IN&FORTABLE
I la iFZTI tW OR PRF 5HAict- BE SN51ALJ EbIA.Atr1IA1EL-1 AF LER TjjC WALL 15
Ve ICU CGA>FLETEp UO L42�T LVItIGH"PLA ITW91Y cLAY SOq ffli ROC QR TQi
UZ IN11i 25 60 !Act IF SITE ANDSCRLCACPi %i 6ZOMETTY,iCRWALL ZOIX`ANY 5O#T,SATWRATE05O1L et.tCSrarTEsE&xiil 5U86IkAi;E SHALL. Bk
Na. 4 0 10, WAMIS ARE DIFFERENT11-TVi ORAWINGSANO THE DE514A UNDERCUT AND RFP,AeDVi CRUSHeb STCNE TO 5TA6ILLIZI THE
NO !Ck U5 PARAMETERS_HIC WAIL DE61&N FOUNOATION9.06RACIE UR AS bIRECTEORY P.T, GEOTECIINICAL U6ET*ER
TORP-01EE4In1$ii
GO 61 SHALL ME Vii ii AVALL IiEZC,�i�l ' 447* FEET lViNi
LAREDATEWT)
GACFFILL FOR THE REqUIRED P-,CRIO LENGTH DSLl DJ TH£ 34.0 DETAILS FOR SAFETY HANLMIL OR FENIX FOS75 AT THE TOP OF THLEAi OlAiRi VMR�- 1e " FELT
TENSILE STA"TH 0
IFELT'lof14 -EAiii
(PEWENDi TO WALL FACE) ARE PROWDEC� FOR PLAC 5T -F, SAILIF PQGTf MIN FRIALZONTAL D15YANCE DETWEEN WALL 5,.4 FEET
NO TEOCWTrCWALLPACfIL1E IIIIETiL06-PIUSHALL &E FOONT Si - Leviic
PLACEDWITION ONE 11i THE FRONT FACE OF OF 2 FEET SEHILID ILE RACI! OF DiE NRW UFTIT UN M--" W OrAME H,4 BACK5LOK Rl, ii TME WALL tiVAk%ES) - iFVq 10 TAVC ZR.W
THE UNITFELOW AND EXTEND HORIZOt4TALIV OVER COMPACTED FILL, HOLE FILLED WITH GROUT, AUGER DRILL IN REP S65R4E43 FILL 29, GURi'l4i AT 70P OF WALL = "IT PSF WHERE ARM TCARi
100 ANCHOR kll&i TCAV' TINT IS JAO�OED' )LTREW-MON5 S44AL L BE INSTALL 6' DIAAE11VA REIEVETO AoOMR,90ATPPC' 'T-
LOF6 @Y 115 1148F5 DEEP(3' UNIT) OR le 1.4CHC5 16- MALTil AND NimFACTOR, OF SAFE Tv (OvEkTURFIffi , 20
5HAL L NOT UTF FV a MORE 11 RkrjI, V& 1FAcH 17-1 ANY U11AEN51UN, 3' L414 'i FACTOR OF WiF6 TY i A ALN� CAPACI T") = Y.0
110 A I 113 R -4o; I SE 7B A C4KR UNIT SFLALL BE MA114TAILBE D FOR CE5DG14 SOIL 2PARIT* CAPASI IV =2504 Poi
PROPER U A I T E R U. 5,10 6 DEL R EL CANT FROM VERTICAL). Z
I t.O 6EQ11klDE RHAL I BE At A CEO Wil I H, N I V-iC A OF I NE FRONT FACE
OF THE UNIT$ ANO 61LCSOPI(k9 FVIXEO T1WL 7 (AFTER PLACEMEFIT
OF; THE NEXT COU-iiE Of OLOCX Ijti TO P EMOVI SLACK I" R— Lip
AND -0 INTEGRATE CECI.Ri AND VNIT5.
1-.D fEFi ACijij$TMELIT`r OF lo LOCI ILDRi MAY S4E MAIDE
1LAVE;LSAii THE 05LE OF �Iah%5 UNIT CONNECTION DETAIL
Ok A5IIIAL T 5Ffl1,]&LES TO RAISE ONE COUi Cif 9LOCK BY
A MAXI OF Vi INCH VERTICAL E16HT (Wt to scant
Alternate Reinforcement at 5UbSOTUent 3 FT Mjr, haiii poi - Max 8 FT 0,C.
Ali C.p Unit
Caeagria Length F, H trout Aii Post
(6L
A ' 't4
4u- Geogrid Aiii 51
-A
or TuL Form
E
1 4 RIF Wide
qt:
In 1,011r.
FT
cover s.
24" Min
4T
Anchor Highlund Stone Units
(Alternate 1`05ilibn EachCoUrle)
Amhq, tliVItitsEd 51*rK Units
(A It errmit z P.5 i Ica E.0 4 Course)
T kiinfQrced Fill
Ani Corner Onit ;z
Ati-tunatii; fhO Exi-ensien 0
Secure whin Corcrcife,Adhesro
I , . I. - Reinf.rcmi,at at 5cibSequent
iAllilrni EverF Othilti, fgjjrsii3
Gil id Ett�tiorcr %
90' OVTSIDE CORNER pollod tion INSIDE CORNER
(*t to Seat') HANDRAWFENCE P05T DETAIL
A -7 f—d fill
,
5,
i V'jt 6" &moll V.0,
6" Step Unit9. Unit 6' Me
(ti x IK'W A 12,D) V"T' k 16"WA 12"D) (6",H k 12"w x IZM x i x
4' b- i1ei-f—LiA D— P.- A, -h- 114ii-d 51— U"d
IF
PVC -'Art`4g5Te 1 HOPE V�
DRAIN DETAIL
w{N'ot
o -to scald h, ti�
XL Cap Unit a" Large Unit 3' MeWom Unit 3" Small Unit
Front, (3'H x 18"W x 13 1 (I"M x 18"W A It-t/2"CH (3"R X. LZ"W A If'-Iiew x 6'W x
11 1,62'41
gdck, (314 9 12"Al X IT' D) K61e;
6' Units; I-Va' -101back (10.6' Batter)
3' tjniti 9/16' 5,,tilictick (106` Batter}
ANCHOR H116HLAND $TONE 6"/a" VNIT5
04-t IQ Scale)
copyright @ 2019 by Woolley Engineering
Min 42" Tall Safety Handrail or Pence
Anchor Cap Unit —
Adhere to Top Unit
w/ Concrete Adhesive
Filter Fabric - 4 FT Wide
Miraf i 140N or Equivalent
eogrid Reinforcement (Typical)
Refer to Well Profile for Geogrid
Type, Geogrid Length ((7L) and
Location
Drainage Aggregate
Min 12 Thick
Retained Soil
weepholeJ
, Compact to Min 95*/o
baylight Pipe
%
Standard Proctor
fsY•
Through Wall
Fi,
40' OC Spacing (Typ)
Reinforced Fill
Extend it,
L �'Granular Soi(or Crushed Stone
Comp act to Min 95%
ac
a Bac
GIL
Standard Proctor Density
1 5tone:11eveling
_9 Peso
: 4" 0 a. Drain Pipe
6" Thic
-k x 24" Wide
(See Drain Oetail)
RETAINING W•ALL CROSS SECTION
(Not to Sci
q1c,
Large,
3' x 18' x 11 X'
175 earn x 450.,rnm x 287.5, inm)
0P.
(75 Frim x 300 min x 287.5 rrm)
Approx, Veli 41 1b.s. P 3-61 kq) 28 Ibisd lZ 1 kg) 44 lbs, 114 kg)
Goverage .375 sq: ft 10.04 tri-} 25 sq, ft. (0.023 ra'? 125 �q. it [A01 nl'j'
(Not to Scale)
Consulting Civil Engineers
220 East High Street
Charlottesville - Virginia 22902
(434) 973-0045
www.Woolley-Eng.com
jjm�
2117
Charlum'-williu, VA 22902
Owner:
The Covenant School
175 Hickory Street
Charlottesville, Virginia
22902
P: (434) 220-7329
& � 01-111
D
EjTA
r -i
Job Number:
1850
OP
T. TOOM"
LIC. NO. 370W�-`/
L
0
Date:
January 314 2019
Revision: I
Scale:
As Noted
Sheet No. -
S200
10 of 13
EROSION AND SEDIMENT CONTROL NARRATIVE
Covenant Upper School
Erosion and Sediment Control: Minor Site Plan Amendment
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:
Elioak 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.
Glenelg 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 substratum 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.
Specific Application: Safety fence will be used at areas where pedestrians may come into contact with
the planned wont. 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.
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 Application: 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 deemed necessary by the County Inspector the temporary stone
construction entrance shall be converted into a temporary paved construction entrance.
capyrighf p 2019 by Woolley Engineering
c) Silt Fence (3.05)
A temporary sediment barrier consisting of synthetic filter fabric 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.
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
Speck 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.
21 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.
f). 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.
Specific Application: Dust control shall be applied as necessary.
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 11% weed seed.
Fifteen (15) parts Falcon Fescue; minimum 98% purity and 90% germination; maximum 1 % 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.
STORMWATER MANAGEMENT
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.
EROSION AND SEDIMENT CONTROL NOTES
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 625-02-00 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 be taken from an approved, designated borrow area.
ES -11: 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.
IES -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 50150 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/100sf.
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/1000sf, incorporated into the top 4-6
inches of soil. Fertilizer shall be applied at 1000lbs/acre and consist of a 10-20-10 nutrient mix.
Permanent seeding shall be applied at 180lbs/acre 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.
h3 �nacers
50 144 209 309
Feet
4 200 440 am 1,2DJ
USDA Natural Resources Web Soil Surrey 2-0
Conservation service National Cooperative Soil Survey
SOIL MAP
KEY
27B....................................ELIOAK LOAM
27C....................................ELIOAK LOAM
27D....................................ELIOAK LOAM
34C....................................GLENELG LOAM
39D ....................................HAZEL LOAM
W2912008
Page t of 3
WooLLEY ENGINEERING
Consulting Civil Engineers
220 East High Street
Charlottesville . Virginia 22902
(434)973-0045
www.Woolley-Eng.corn
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Owner:
The Covenant School
175 Hickory Street
Charlottesville, Vifginia
22902
P: (434) 220-7329
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LIC. NO. 3708 � -"
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Date: I
January 31, 2019
Revision:
Scale:
As doted
Sheet No.:
ESI 00
1 1 of ] 3
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DESIGN
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a harlottcnti}li ,'VA 22902
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copyright p 2019 by Woolley Engineering
BLOCK &GRAVEL CURB INLET
CE
OIP SEDIMENT FILTER
WIRE SCREEN
RUNOFF
WATER WITH
SEDIMENT
OVERFLOW
— CURBINL�
GRAVEL FILTER
CONCRETE BLOCK
FILTERED WATER
SEDIMENT CURB INLET
WIRE SCREEN 2" X 4" WOOD STUD
ilt
SPECIAL APPLICATION
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN
OVERFLOW CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN
FRONT OF THE STRUCTURE.
IP SILT FENCE DROP INLET
PROTECTION
2 x 4" WOOD FRAME
J
ELEVATION OF STAKE AND
FABRIC ORIENTATION
SPECIFIC APPLICATION
AT CORNERS
THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE
INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER
THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT
EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT
APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS
IN STREET OR HIGHWAY MEDIANS.
copyright 0 2019 by Woolley Engineering
STONE CONSTRUCTION ENTRANCE
A—�
SIDE ELEVATION
EXISTING
GROUND
PLAN VIEW
)KADD TO EXISTING
GRAVEL AS
DIRECTED BY COUNTY
INSPECTOR
EDGE OF EX. DRIVQWAY
L 1' 111 I l l-1 V 1-1
SECTION A -A
0
SILT FENCE
EXTEND FILTER STAKE
FABRIC INTO TRENCH
rI'
I &W,
1T
BACKFILL AND COMPACT
THE EXCAVATED SOIL.
A
POINTS A SHOULD BE HIGHER THAN POINT B.
GENERAL NOTES - SILT FENCE
1) The height of a silt fence will be a minimum of 16 inches and a maximum of 34 inches
above ground elevation.
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.
31 The excavated trench shall be 4 inches wide and 4 inches deep on the upslope side of
the proposed location.
4) Support posts shall be a maximum of 10 feet apart where wire support is used, and no
more than 6 feet apart where wire is not used. When placing silt fence across a ditch
or Swale, the posts are to be set at a maximum 3' interval.
5) The trench shall be backfilled and the soil compacted over the filter fabric.
6) Silt fences shall be removed when the upslope area has been permanently stablized.
�A
TEMPORARY SAFETY FENCE
CONVENTIONAL
METAL (T) OR (U)
POSTS
POLYETHYLENE FABRIC
(ATTACH TO POSTS WITH METAL
WIRES)
5'-0" MIN
6'-0" MAX � I
NOTE. CONTRACTOR MAY SUBSTITUTE TEMPORARY CHAIN-LINK FENCE WHERE APPROPRIATE.
GATES AND OPENINGS SHALL BE FULLY COORDINATED WITH THE OWNER PRIOR TO INSTALLATION.
TS TEMPORARY SEEDING
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
PLANTING DATES SPECIES RATE (Ibs./acre)
SEPT.1 - FEB. 15 50/50 MIX OF
ANNUAL RYEGRASS
(Lolium mulhiNarum)
& 50-100
CEREAL (WINTER) RYE
(Secale cereale)
WOOLLEY ]ENGINEERING
Consulting Civil Engineers
220 East High Street
Charlottesville e Virginia 22902
(434) 973.0045
www.Woolley-Eng.com
l�
JimDUSIGN I
L; NDcICAP,-t,t.CttrrE(-TURt �1
VD.Box 21-3
Owner:
The Covenant School
175 Hickory Street
Charlottesville, Virginia
22902
P: (434) 720-7329
FEB. 16 -APR. 30 ANNUAL RYEGRASS 60-100 i E&SC
(Lolium multiflorum)
MAY 1 - AUG. 31 GERMAN MILLET 50 i DETAILS 1[i= T r� ILS
(Setaria Italica) I i 1'i
Date:
January 31, 2014
Revision:
Scale:
As Noted
Sheet NO.:
ES3.0
13 08 3