SW3170506

ABC
AGGREGATE BASE COURSE
MAX
MAXIMUM
AC
ACRES
MH
MANHOLE
APPROX
APPROXIMATE
MIN
MINIMUM
ASPH
ASPHALT
MJ
MECHANICAL JOINT
°
p
MON
MONUMENT
B -B
BACK OF CURB TO BACK OF CURB
MTL
METAL
BLDG
BUILDING
MW
MONITOR WELL
BM
BENCHMARK
O well
BOC
BACK OF CURB
N/A
NOT APPLICABLE
BVC
BEGIN VERTICAL CURVE
NAD 27
NORTH AMERICAN DATUM 1927
WINSTON-SALEM, N.C. 27103
W
W
NAD 83
NORTH AMERICAN DATUM 1983
C&G
CURB AND GUTTER
NC
NORMAL CROWN
CATV
CABLE TELEVISION
NC GRID
NORTH CAROLINA GRID
CB
CATCH BASIN
NCDOT
NORTH CAROLINA DEPARTMENT
CFS
CUBIC FEET PER SECOND
0
OF TRANSPORTATION
CHL
CHAIN LINK
NCGS
NORTH CAROLINA GEODETIC SURVEY
CI
CURB INLET
NIP
NEW IRON PIPE
CIP
CAST IRON PIPE
NTS
NOT TO SCALE
q
CENTERLINE
CM
CONCRETE MONUMENT
O/C
ON CENTER
CMP
CORRUGATED METAL PIPE
OD
OUTSIDE DIAMETER
CO
CLEAN OUT
OH
OVERHEAD
CONC
CONCRETE
OSHA
OCCUPATIONAL SAFETY AND
CONSTR
CONSTRUCTION
HEALTH ADMINISTRATION
CONTR
CONTRACTOR
OVH
OVERHANG
COR
CORNER
C2.1
SITE PHASE 1 EROSION CONTROL PLAN
CULV
CULVERT
PA
PARKING AREA
zQ
PC
POINT OF CURVATURE
DELTA
PCC
POINT OF COMPOUND CURVATURE
DCV
DETECTOR CHECK VALVE
PED
PEDESTAL
DDCV
DOUBLE DETECTOR CHECK VALVE
PI
POINT OF INTERSECTION
DI
DROP INLET
PIV
POST INDICATOR VALVE
DIA
DIAMETER
R
PROPERTY LINE
DIP
DUCTILE IRON PIPE
POC
POINT ON CURVE
DRW
DRIVEWAY
POS
POINT ON SPIRAL
DW
DOMESTIC WATER
POT
POINT ON TANGENT
PP
POWER POLE
EG
EXISTING GRADE
PRC
POINT OF REVERSE CURVATURE
EIP
EXISTING IRON PIPE
PSI
POUNDS PER SQUARE INCH
ELEC
ELECTRIC
PT
POINT OF TANGENCY
ELEV
ELEVATION
PVC
POLYVINYL CHLORIDE
EOP
EDGE OF PAVEMENT
PVI
POINT OF VERTICAL INTERSECTION
ESMT
EASEMENT
PVMT
PAVEMENT
EVC
END VERTICAL CURVE
EX
EXISTING
R
RADIUS
R/W
RIGHT OF WAY
FES
FLARED END SECTION
RCP
REINFORCED CONCRETE PIPE
FFE
FINISHED FLOOR ELEVATION
RETW
RETAINING WALL
FG
FINISHED GRADE
REV
REVISED
FH
FIRE HYDRANT
RPZ
REDUCED PRESSURE ZONE
FNC
FENCE
RT
RIGHT
FOC
FACE OF CURB
RWM
RIGHT OF WAY MONUMENT
FPS
FEET PER SECOND
Uz
m
W
SAN
SANITARY
GALV
GALVANIZED
SB
SOIL BORING
GL
GAS LINE
SHT
SHEET
GM
GAS METER
SIG
SIGNAL
GPM
GALLONS PER MINUTE
SPECS
SPECIFICATIONS
GRV
GRAVEL
STA
STATION
GV
GATE VALVE
STM
STORM
GW
GUY WIRE
SW
SIDEWALK
HC
HANDICAP
T
TANGENT
HCP
HANDICAP PARKING
TBM
TEMPORARY BENCHMARK
HCR
HANDICAP RAMP
TCP
TERRA COTTA PIPE
HDW
HEADWALL
TEL
TELEPHONE
HP
HIGH POINT
TEMP
TEMPORARY
HT
HEIGHT
TOC
TOP OF CURB
TOE
TOE OF SLOPE
ID
INSIDE DIAMETER
TOP
TOP OF SLOPE
IN/HR
INCHES PER HOUR
TOW
TOP OF WALL
INV
INVERT
TP
TELEPHONE POLE
ITL
INDEPENDENT TESTING LABORATORY
TRANS
TRANSFORMER
TYP
TYPICAL
JB
JUNCTION BOX
w
U/C
UNDER CONSTRUCTION
L
LENGTH
U/G
UNDERGROUND
LF
LINEAR FEET
UP
UTILITY POLE
LGT
LIGHT
LP
LIGHT POLE
VC
VERTICAL CURVE
LS
LANDSCAPED
VCP
VITRIFIED CLAY PIPE
LT
LEFT
WL
WATER LINE
WM
WATER METER
z
W
WV
WATER VALVE
WW
WOVEN WIRE
3 QoOLE
SDE
1:1
EXISTING
N 75' 15'30" E
310.00'
R/W
SYMBOLS
NEW DESCRIPTION
N 75°15'30" E PROPERTY LINE
310.00'
R/W RIGHT OF WAY
CENTERLINE
31" W 1258.70' _
EASEMENT
SETBACK
LIMITS OF CONSTRUCTION
CONTOURS
SPOT ELEVATIONS
BENCH MARK
PAVEMENT, SIDEWALKS
CURB AND GUTTER
TREE LINE
POND, LAKE, RIVER, STREAM
RETAINING WALL
FENCE
GUARD RAIL
SWALE/DITCH
SILT FENCE
TEMPORARY DIVERSION BERM
INLET PROTECTION
CURB INLET, DROP INLET
MANHOLE, JUNCTION BOX
FLARED END SECTION
CLEAN OUT
FIRE HYDRANT
VALVE
WATER METER
UTILITY POLE W/GUY WIRE
CONCRETE MONUMENT, R/W MONUMENT
WELL
SIGN
TREES
THRUST BLOCK, PLUG, REDUCER
KEY NOTE NUMBER
STORM DRAINAGE STRUCTURE NUMBER
STORM DRAIN LINE
SANITARY SEWER LINE
WATER LINE
GAS LINE
OVERHEAD UTILITY LINE
ELECTRIC (UNDERGROUND)
TELEPHONE (UNDERGROUND)
FIBER OPTIC CABLE
CHAMANDY DRIVE
(60' PUBLIC R/W) CHAMANDY DRIVE
n n r (60' PUBLIC RNV)
GENERAL NOTES
1. EXISTING SITE BOUNDARY, LOCATION AND TOPOGRAPHIC INFORMATION TAKEN FROM A SURVEY COMPLETED BY
COE FORESTY AND SURVEYING. EXISTING CONTOURS ARE SHOWN AT V INTERVALS. PROPOSED CONTOURS
ARE SHOWN AT V INTERVALS.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMING TO ALL APPLICABLE OSHA REGULATIONS
PERTAINING TO CONSTRUCTION ON-SITE.
3. CONTRACTOR SHALL PROVIDE THE NECESSARY SIGNAGE AND FLAGMEN WHEN WORKING WITHIN THE PUBLIC
ROAD RIGHT-OF-WAY. UTILIZE TEMPORARY TRAFFIC CONTROL DEVICES TO ENSURE THE SAFETY OF
EMPLOYEES AND THE GENERAL PUBLIC.
4. COORDINATE WITH ADJACENT PROPERTY OWNERS FOR ANY WORK REQUIRED OUTSIDE OF PROPERTY
BOUNDARY.
5. CONTRACTOR SHALL VERIFY PROPOSED GRADES AND ELEVATIONS IN ADVANCE OF CONSTRUCTION
OPERATIONS. NOTIFY ENGINEER OF ANY CONFLICT.
6. OBTAIN ALL NECESSARY PERMITS AND APPROVALS FROM THE APPROPRIATE AGENCIES PRIOR TO
COMMENCEMENT OF ANY WORK.
7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFYING ALL ILLUSTRATED UNDERGROUND UTILITIES.
THE CONTRACTOR SHALL EXERCISE REASONABLE EFFORTS TO PROTECT ANY UNKNOWN UNDERGROUND
UTILITIES. NOTIFY ENGINEER IMMEDIATELY IF ANY ELEMENTS ARE DISCOVERED THAT WOULD NECESSITATE A
REVISION TO THE DESIGN.
8. THE CONTRACTOR SHALL CONTACT NORTH CAROLINA ONE CALL CENTER [phone] AT LEAST THREE DAYS
PRIOR TO CONSTRUCTION.
9. CONSTRUCTION STAKEOUT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR.
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VICINITY
VICINITY MAP
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PROJECT: b O�••. .../..
PROJECT:
PROPOSED SHELL BUILDING
7r
%
101 CHAMANDY DRIVE 1370' �+ -
ROWAN COUNTY NORTH CAROLINA
ENGINEER: `�_`,,IlE1 f M�•,C��j'`i4�
Allied Design, Inc.
CIVIL ENGINEERING
4720 KESTER MILL ROAD FIRM LICENSE C-1891
WINSTON-SALEM, NORTH CAROLINA 27103
Phone: [phone]
Fax: [phone]
e-mail: [e-mail]
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OWNER/DEVELOPER:
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WINSTON-SALEM, N.C. 27103
W
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31" W 1258.70' _
EASEMENT
SETBACK
LIMITS OF CONSTRUCTION
CONTOURS
SPOT ELEVATIONS
BENCH MARK
PAVEMENT, SIDEWALKS
CURB AND GUTTER
TREE LINE
POND, LAKE, RIVER, STREAM
RETAINING WALL
FENCE
GUARD RAIL
SWALE/DITCH
SILT FENCE
TEMPORARY DIVERSION BERM
INLET PROTECTION
CURB INLET, DROP INLET
MANHOLE, JUNCTION BOX
FLARED END SECTION
CLEAN OUT
FIRE HYDRANT
VALVE
WATER METER
UTILITY POLE W/GUY WIRE
CONCRETE MONUMENT, R/W MONUMENT
WELL
SIGN
TREES
THRUST BLOCK, PLUG, REDUCER
KEY NOTE NUMBER
STORM DRAINAGE STRUCTURE NUMBER
STORM DRAIN LINE
SANITARY SEWER LINE
WATER LINE
GAS LINE
OVERHEAD UTILITY LINE
ELECTRIC (UNDERGROUND)
TELEPHONE (UNDERGROUND)
FIBER OPTIC CABLE
CHAMANDY DRIVE
(60' PUBLIC R/W) CHAMANDY DRIVE
n n r (60' PUBLIC RNV)
GENERAL NOTES
1. EXISTING SITE BOUNDARY, LOCATION AND TOPOGRAPHIC INFORMATION TAKEN FROM A SURVEY COMPLETED BY
COE FORESTY AND SURVEYING. EXISTING CONTOURS ARE SHOWN AT V INTERVALS. PROPOSED CONTOURS
ARE SHOWN AT V INTERVALS.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMING TO ALL APPLICABLE OSHA REGULATIONS
PERTAINING TO CONSTRUCTION ON-SITE.
3. CONTRACTOR SHALL PROVIDE THE NECESSARY SIGNAGE AND FLAGMEN WHEN WORKING WITHIN THE PUBLIC
ROAD RIGHT-OF-WAY. UTILIZE TEMPORARY TRAFFIC CONTROL DEVICES TO ENSURE THE SAFETY OF
EMPLOYEES AND THE GENERAL PUBLIC.
4. COORDINATE WITH ADJACENT PROPERTY OWNERS FOR ANY WORK REQUIRED OUTSIDE OF PROPERTY
BOUNDARY.
5. CONTRACTOR SHALL VERIFY PROPOSED GRADES AND ELEVATIONS IN ADVANCE OF CONSTRUCTION
OPERATIONS. NOTIFY ENGINEER OF ANY CONFLICT.
6. OBTAIN ALL NECESSARY PERMITS AND APPROVALS FROM THE APPROPRIATE AGENCIES PRIOR TO
COMMENCEMENT OF ANY WORK.
7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFYING ALL ILLUSTRATED UNDERGROUND UTILITIES.
THE CONTRACTOR SHALL EXERCISE REASONABLE EFFORTS TO PROTECT ANY UNKNOWN UNDERGROUND
UTILITIES. NOTIFY ENGINEER IMMEDIATELY IF ANY ELEMENTS ARE DISCOVERED THAT WOULD NECESSITATE A
REVISION TO THE DESIGN.
8. THE CONTRACTOR SHALL CONTACT NORTH CAROLINA ONE CALL CENTER [phone] AT LEAST THREE DAYS
PRIOR TO CONSTRUCTION.
9. CONSTRUCTION STAKEOUT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR.
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W �Q�b a)
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Eaamer�e In Z
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VICINITY
VICINITY MAP
" NOT TO SCALE
PROJECT: b O�••. .../..
PROJECT:
PROPOSED SHELL BUILDING
7r
%
101 CHAMANDY DRIVE 1370' �+ -
ROWAN COUNTY NORTH CAROLINA
ENGINEER: `�_`,,IlE1 f M�•,C��j'`i4�
Allied Design, Inc.
CIVIL ENGINEERING
4720 KESTER MILL ROAD FIRM LICENSE C-1891
WINSTON-SALEM, NORTH CAROLINA 27103
Phone: [phone]
Fax: [phone]
e-mail: [e-mail]
SITE
COVER
SHEET
SHEET
C1.1
OWNER/DEVELOPER:
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V
J
E C ROWAN, LLCz
1340 CREEKSHIRE WAY SUITE 210
W Q
WINSTON-SALEM, N.C. 27103
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PHONE: [phone]
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BRIAN LUCAS
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SHEET
INDEX:
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C1.1
SITE COVER SHEET
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C2.1
SITE PHASE 1 EROSION CONTROL PLAN
Q
zQ
C2.2
SITE PHASE 2 EROSION CONTROL PLAN
n
O
C3.1
SITE FINAL GRADING PLAN
0
C4.1
SITE LAYOUT PLAN
C5.1
SITE UTILITY PLAN
C6.1
PUBLIC WATERLINE AND PRIVATE ACCESS
DRIVE PLAN AND PROFILE
C7.1
SITE LANDSCAPE PLAN
It
120
2
N
C8.1
EROSION CONTROL DETAILS
C8.2
EROSION CONTROL DETAILS
0
C8.3
EROSION CONTROL DETAILS
VALVE
=
C8.4
SITE AND UTILITY DETAILS
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C8.5
UTILITY DETAILS
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m
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C8.6
UTILITY DETAILS
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C9.1
PRE -DEVELOPED PLAN
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C9.2
POST -DEVELOPED PLAN
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C9.3
STORMWATER MANAGEMENT DETAILS
EL
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(POND DETAIL PLAN)
C9.4
OUTLET STRUCTURE DETAILS
C9.5
STORMWATER MANAGEMENT DETAILS
(POND PLANTING DETAIL PLAN)
w
VALVE
C9.6
INLET AREA DELINEATION PLAN
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SITE
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SHEET
SHEET
C1.1

CHAMANDY DRIVE
(601 PUBLIC R/W)
--- ------_-- DISTURBED AREA - --
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204 • • • •
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TOP:735.1
INV:728.4 J G I P P I
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INV:729.3
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TOP:730.9
INV:727.3
PROPOSED
BUILDING
1501000 SF
FFE=735.25
TOP:730.9
INV:724.0
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TOP:730.9
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SITE DATA
OWNER/DEVELOPER: TAX MAP 403 PARCEL 38
DB 9995 PG 7700 m "•k o
E C ROWAN, LLCoThe Grand on Julian _
Q ® N
1340 CREEKSHIRE WAY SUITE 210 Roa"`°°n'Y`a" Jc
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1'icecurHeaven � ..
WINSTON-SALEM, N.C. 27103 Z
PHONE: [phone] Su,^r,,,,aerka, °gym Gon0. J
BRIAN LUCAS -
a
ENGINEER: ALLIED DESIGN, INC. @• 9°5, U
4720 KESTER MILL ROAD a a 2 0
WINSTON-SALEM, N.C. 27103 w" " Q 2-1
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PHONE: [phone] - � � � r) M �
FAX: [phone] cp
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STEVE M. CAUSEY, P.E. k _ oo N
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[e-mail] E, "4 SITE D W Q 6
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VICINITY MAP
^'AL'
O
OD PROPOSED CONCRETE FLARED END SECTION. NCDOT STANDARD
310.01.
O (D PROPOSED BRICK OR CONCRETE MANHOLE. NCDOT STANDARD 840.51
OR 840.52.
1 I PROPOSED PERMANENT STORMWATER MANAGEMENT DEVICE. REFER
O 1 TO SHEETS C9.1 -C9.5 FOR DETAILS.
1 I O PROPOSED 4" SCH 40 PVC ROOF DRAIN LINE @ 1.0% MINIMUM GRADE
WITH TRANSITION COUPLING AT ALL DOWNSPOUT LOCATIONS. UTILIZE
TEES, BENDS, WYES, ETC. AS REQUIRED FOR TIES TO ROOF DRAIN
O TRUNK LINE. REFER TO ARCHITECTURAL/PLUMBING PLANS FOR EXACT
LOCATION.
W OH PROPOSED 10" CAST IRON OR DUCTILE IRON ROOF DRAIN LINE @ 1.0%
MINIMUM GRADE WITH TRANSITION COUPLING AT ALL DOWNSPOUT
1 I LOCATIONS. UTILIZE TEES, BENDS, WYES, ETC. AS REQUIRED FOR TIES
TO ROOF DRAIN TRUNK LINE. REFER TO ARCHITECTURAL/PLUMBING
PLANS FOR EXACT LOCATION.
QED 8" SCH 40 PVC ROOF DRAIN LINE @ 1.0% MINIMUM GRADE.
TEES, BENDS, WYES, ETC. AS REQUIRED FOR TIES.
'ED 10" SCH 40 PVC ROOF DRAIN LINE @ 1.0% MINIMUM GRADE.
TEES, BENDS, WYES, ETC. AS REQUIRED FOR TIES.
)ED 12" SCH 40 PVC ROOF DRAIN LINE @ 1.0% MINIMUM GRADE.
TEES, BENDS, WYES, ETC. AS REQUIRED FOR TIES.
'ED 15" SCH 40 PVC OR RCP ROOF DRAIN LINE @ 1.0% MINIMUM
UTILIZE TEES, BENDS, WYES, ETC. AS REQUIRED FOR TIES.
'ED 10" CAST IRON OR DUCTILE IRON ROOF DRAIN LINE @ 1.0%
4 GRADE. UTILIZE TEES, BENDS, WYES, ETC. AS REQUIRED FOR
'ED 12" CAST IRON OR DUCTILE IRON ROOF DRAIN LINE @ 1.0%
4 GRADE. UTILIZE TEES, BENDS, WYES, ETC. AS REQUIRED FOR
'ED 15" CAST IRON, DUCTILE IRON OR RCP ROOF DRAIN LINE @
JIMUM GRADE. UTILIZE TEES, BENDS, WYES, ETC. AS REQUIRED
S.
'ED 4" CAST IRON STORM DRAINAGE CLEAN OUT.
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TOP:730.9
INV:727.3
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GRAPHIC SCALE
40 0 20 40 80
( IN FEET )
1 inch = 40 ft.
FIRM LICENSE C-1891
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PROPOSED BRICK OR CONCRETE CATCH BASIN. NCDOT STANDARD
C)U
pr;
840.01 OR 840.02.
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PROPOSED BRICK OR CONCRETE OPEN THROAT CATCH BASIN. NCDOT
STANDARD 840.04 OR 840.05.
9701 *IA!
=
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PROPOSED BRICK OR CONCRETE DROP INLET WITH HEAVY DUTY
......
CONCRETE COLLAR. NCDOT STANDARD 840.14 OR 840.15 WITH U.S.
`'`.,�'C M•(',w 6i4`'�
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FOUNDRY 4139 FRAME AND 6429 GRATE.
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OD PROPOSED CONCRETE FLARED END SECTION. NCDOT STANDARD
310.01.
O (D PROPOSED BRICK OR CONCRETE MANHOLE. NCDOT STANDARD 840.51
OR 840.52.
1 I PROPOSED PERMANENT STORMWATER MANAGEMENT DEVICE. REFER
O 1 TO SHEETS C9.1 -C9.5 FOR DETAILS.
1 I O PROPOSED 4" SCH 40 PVC ROOF DRAIN LINE @ 1.0% MINIMUM GRADE
WITH TRANSITION COUPLING AT ALL DOWNSPOUT LOCATIONS. UTILIZE
TEES, BENDS, WYES, ETC. AS REQUIRED FOR TIES TO ROOF DRAIN
O TRUNK LINE. REFER TO ARCHITECTURAL/PLUMBING PLANS FOR EXACT
LOCATION.
W OH PROPOSED 10" CAST IRON OR DUCTILE IRON ROOF DRAIN LINE @ 1.0%
MINIMUM GRADE WITH TRANSITION COUPLING AT ALL DOWNSPOUT
1 I LOCATIONS. UTILIZE TEES, BENDS, WYES, ETC. AS REQUIRED FOR TIES
TO ROOF DRAIN TRUNK LINE. REFER TO ARCHITECTURAL/PLUMBING
PLANS FOR EXACT LOCATION.
QED 8" SCH 40 PVC ROOF DRAIN LINE @ 1.0% MINIMUM GRADE.
TEES, BENDS, WYES, ETC. AS REQUIRED FOR TIES.
'ED 10" SCH 40 PVC ROOF DRAIN LINE @ 1.0% MINIMUM GRADE.
TEES, BENDS, WYES, ETC. AS REQUIRED FOR TIES.
)ED 12" SCH 40 PVC ROOF DRAIN LINE @ 1.0% MINIMUM GRADE.
TEES, BENDS, WYES, ETC. AS REQUIRED FOR TIES.
'ED 15" SCH 40 PVC OR RCP ROOF DRAIN LINE @ 1.0% MINIMUM
UTILIZE TEES, BENDS, WYES, ETC. AS REQUIRED FOR TIES.
'ED 10" CAST IRON OR DUCTILE IRON ROOF DRAIN LINE @ 1.0%
4 GRADE. UTILIZE TEES, BENDS, WYES, ETC. AS REQUIRED FOR
'ED 12" CAST IRON OR DUCTILE IRON ROOF DRAIN LINE @ 1.0%
4 GRADE. UTILIZE TEES, BENDS, WYES, ETC. AS REQUIRED FOR
'ED 15" CAST IRON, DUCTILE IRON OR RCP ROOF DRAIN LINE @
JIMUM GRADE. UTILIZE TEES, BENDS, WYES, ETC. AS REQUIRED
S.
'ED 4" CAST IRON STORM DRAINAGE CLEAN OUT.
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TOP:730.9
INV:727.3
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GRAPHIC SCALE
40 0 20 40 80
( IN FEET )
1 inch = 40 ft.
FIRM LICENSE C-1891
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(60' PUBLIC R/W)
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BUA CALCULATIONS
w
12�EL
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1=27
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January 27, 2017
N
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SQ FT.
ACRE
O
TOTAL SITE AREA:
I
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20'
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20'
L
20'
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ILiI
BUILDING: 150,000
A
3.444
PAVEMENT/CONCRETE: 152,389
I
PAVEMENT (FUTURE): 14,770
0.339
K
TOTAL: 317,159
I
E
I
0
I
1:1
PROPOSED
BUILDING
1501000 SF
FFE=735.25
I
SITE DATA
OWNER/DEVELOPER: TAX MAP 403 PARCEL 38
DB 9995 PG 7700
E C ROWAN, LLC
1340 CREEKSHIRE WAY SUITE 210
WINSTON-SALEM, N.C. 27103
PHONE: [phone]
BRIAN LUCAS
ENGINEER: ALLIED DESIGN, INC.
4720 KESTER MILL ROAD
WINSTON-SALEM, N.C. 27103
PHONE: [phone]
FAX: [phone]
STEVE M. CAUSEY, P.E.
[e-mail]
PROPERTY INFORMATION
EXISTING ZONING - LI
JURISDICTION - TOWN OF GRANITE QUARRY
USE - INDUSTRIAL
LOT SIZE - 35.91 AC
YARD AND SETBACK REQUIREMENTS
SETBACKS: 25FRONT BUILDING SETBACK
10' SIDE BUILDING SETBACK
30' REAR BUILDING SETBACK
MAXIMUM BUILDING HEIGHT: 50'
PARKING CALCULATIONS
WAREHOUSING/INDUSTRIAL
PARKING CALCULATION: 0.25 SPACES/1,000 SF GFA
0.25 SPACES ` 150,000 SF GFA/1,000 SF
PARKING REQUIRED: 38 SPACES
PROPOSED PARKING: 129 SPACES (REGULAR)
5 SPACES (HANDICAP)
TOTAL PARKING PROVIDED: 134 SPACES
OFF-STREET LOADING SPACE CALCULATIONS
WAREHOUSING/INDUSTRIAL
LOADING CALCULATION: 1 SPACE OF 500 SF PER 10,000 SF GFA
1 SPACE " 150,000 SF GFA/10,000 SF
LOADING REQUIRED: 15 SPACES OF 500 SF
7,500 SF
PROPOSED LOADING: 15 SPACES
■
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50' R/W
25-0" 25'-0"
31'-0" 8'-0"
SHOULDER
15'-6" 15'-6"
1.5" S9.5B
3" 1 19.00 3 1
3
1/2" PER FOOT
--1/4" PER FOOT 1/4" PER FOOT -
12" =111=
1'-
6"
" MINIM M DEPTH
8" COMPACTED ABC 3 U
(MIN) UNDER CURB AND GUTTER
2'-6" STANDARD
CURB AND GUTTER
STORM SEWER
1.5' MINIMUM COVER
TYPICAL SECTION 40
NEW PUBLIC ROADWAY IIIIIIII
NOT TO SCALE
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KEY NOTES •.•`•�
s,ARO
q�,.......,fl
OA NEW LIGHT DUTY ASPHALT PAVEMENT. PROVIDE 2" S9.51B SURFACE COURSE
ON 6" COMPACTED ABC BASE COURSE. p1r'
9701
OB NEW HEAVY DUTY ASPHALT PAVEMENT. PROVIDE 1.5" S9.5B SURFACE A -�
COURSE ON 3" 119.00 BINDER COURSE ON 8" COMPACTED ABC BASE �' Y
COURSE.
+S
OC NEW CONCRETE LOADING DOCK. PROVIDE 6" 4,500 PSI CONCRETE WITH ��11"'m.0"", �' ••
6x6x#4x#4 WELDED WIRE FABRIC LOCATED IN CENTER OF SLAB ON 8"
COMPACTED ABC.
OD NEW 4" THICK 3,000 PSI CONCRETE SIDEWALK. SIDEWALK SHALL BE TURN
DOWN STYLE ADJACENT TO PARKING/DRIVE AREAS. SEE ARCHITECTURAL
PLANS FOR JOINT LAYOUT. (TYP. 4'-0" O.C. MAX.)..
OE NEW STANDARD 2'-6" CURB AND GUTTER, NCDOT STANDARD 846.01.
OF NEW HANDICAP RAMP IN ACCORDANCE WITH ADA ACCESSIBILITY FIRM LICENSE C-1891
GUIDELINES. HANDICAP RAMP SHALL HAVE DETECTABLE WARNINGS
INSTALLED IN ACCORDANCE WITH THE TOWN OF GRANITE QUARRY
REQUIREMENTS.
OG NEW 4" WHITE PAVEMENT MARKING.
OH NEW R7-8, R7 -8A AND R7 -8D HANDICAP SIGNS WITH "VAN ACCESSIBLE" SIGN Q
MOUNTED ABOVE AND "$250 FINE" MOUNTED BELOW IN ACCORDANCE WITH Z
ADA REQUIREMENTS. 0 J
OI NEW R7-8 AND R7 -8D HANDICAP SIGNS WITH "$250 FINE" MOUNTED BELOW IN z 0
ACCORDANCE WITH ADA REQUIREMENTS. Z ; Q
OREQUIRED HANDICAP SPACES. THESE SPACES DO NOT REQUIRE PAINT W U U
MARKINGS ON ASPHALT TO DESIGNATE HANDICAP PARKING. W — J 2:
OK NEW 4" THICK 3,000 PSI CONCRETE STOOP. SEE ARCHITECTURAL PLANS FOR Co z 0 O
JOINT LAYOUT. (TYP. 4'-0" O.C. MAX.). U QQ z z
OL NEW BICYCLE RACK IN ACCORDANCE WITH TOWN OF GRANITE QUARRY vJ > Q
REQUIREMENTS. W LU Q Z
OM TAPER TOP OF CURB DOWN OVER 5' TO MATCH CONCRETE STRIP. LU U U Z
ON NEW 8' WIDE CONCRETE STRIP TO SIGNIFY END OF CITY MAINTENANCE. Q w O
PROVIDE 6" 4,500 PSI CONCRETE ON 8" COMPACTED ABC. p U
NEW CONCRETE. Q ZQ
NEW LIGHT DUTY ASPHALT PAVEMENT. n
NEW HEAVY DUTY ASPHALT PAVEMENT. Illf
GENERAL NOTES
1. ALL DEVELOPMENT SHALL CONFORM WITH THE TOWN OF GRANITE
QUARRY "UNIFIED DEVELOPMENT ORDINANCE".
2. ALL DIMENSIONS ARE TO EDGE OF PAVEMENT, FACE OF CURB AND
FACE OF BUILDING, UNLESS OTHERWISE NOTED. VERIFY ALL
BUILDING DIMENSIONS WITH ARCHITECT PRIOR TO START OF
CONSTRUCTION.
3. ALL PAINT STRIPING, PAVEMENT MARKINGS AND SIGNAGE SHALL
CONFORM TO THE "MANUAL ON UNIFORM TRAFFIC CONTROL
DEVICES", LATEST EDITION.
4. SPILL TYPE CURB AND GUTTER WILL BE PROVIDED WHERE REQUIRED
TO ACHIEVE POSITIVE DRAINAGE AWAY FROM THE FACE OF CURB.
CURB AND GUTTER CONTRACTOR SHALL REVIEW STRING LINES
PRIOR TO CURB AND GUTTER PLACEMENT TO ENSURE ADEQUATE
DRAINAGE IN SPILL AREAS AND AROUND ALL RADII.
5. EXISTING SITE BOUNDARY, LOCATION AND TOPOGRAPHIC
INFORMATION TAKEN FROM A SURVEY COMPLETED BY COE FORESTY
AND SURVEYING.
6" 2'-0"
1/2" PER FOOT
— R
6"^ 1/2" PER FOOT
12" 6,.7„
8" CABC
CjL
U ) PROPOSED
12" 2'_6" PAVEMENT
SECTION
NCDOT 2'-6" CURB AND GUTTER DETAIL
NOT TO SCALE
I
GRAPHIC SCALE
0 20 40 60
( IN FEET )
1 inch = 40 ft.
It m
K
BUA CALCULATIONS
w
12�EL
EASTER CREEK PARTNERS BUILDING
U 0
CO >
January 27, 2017
N
SQ FT.
ACRE
O
TOTAL SITE AREA:
1,564,216
35.909
L
BUILDING: 150,000
3.444
PAVEMENT/CONCRETE: 152,389
3.498
PAVEMENT (FUTURE): 14,770
0.339
TOTAL: 317,159
6.942
PERCENT BUA: 19.33%
■
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31'-0" 8'-0"
SHOULDER
15'-6" 15'-6"
1.5" S9.5B
3" 1 19.00 3 1
3
1/2" PER FOOT
--1/4" PER FOOT 1/4" PER FOOT -
12" =111=
1'-
6"
" MINIM M DEPTH
8" COMPACTED ABC 3 U
(MIN) UNDER CURB AND GUTTER
2'-6" STANDARD
CURB AND GUTTER
STORM SEWER
1.5' MINIMUM COVER
TYPICAL SECTION 40
NEW PUBLIC ROADWAY IIIIIIII
NOT TO SCALE
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s,ARO
q�,.......,fl
OA NEW LIGHT DUTY ASPHALT PAVEMENT. PROVIDE 2" S9.51B SURFACE COURSE
ON 6" COMPACTED ABC BASE COURSE. p1r'
9701
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COURSE ON 3" 119.00 BINDER COURSE ON 8" COMPACTED ABC BASE �' Y
COURSE.
+S
OC NEW CONCRETE LOADING DOCK. PROVIDE 6" 4,500 PSI CONCRETE WITH ��11"'m.0"", �' ••
6x6x#4x#4 WELDED WIRE FABRIC LOCATED IN CENTER OF SLAB ON 8"
COMPACTED ABC.
OD NEW 4" THICK 3,000 PSI CONCRETE SIDEWALK. SIDEWALK SHALL BE TURN
DOWN STYLE ADJACENT TO PARKING/DRIVE AREAS. SEE ARCHITECTURAL
PLANS FOR JOINT LAYOUT. (TYP. 4'-0" O.C. MAX.)..
OE NEW STANDARD 2'-6" CURB AND GUTTER, NCDOT STANDARD 846.01.
OF NEW HANDICAP RAMP IN ACCORDANCE WITH ADA ACCESSIBILITY FIRM LICENSE C-1891
GUIDELINES. HANDICAP RAMP SHALL HAVE DETECTABLE WARNINGS
INSTALLED IN ACCORDANCE WITH THE TOWN OF GRANITE QUARRY
REQUIREMENTS.
OG NEW 4" WHITE PAVEMENT MARKING.
OH NEW R7-8, R7 -8A AND R7 -8D HANDICAP SIGNS WITH "VAN ACCESSIBLE" SIGN Q
MOUNTED ABOVE AND "$250 FINE" MOUNTED BELOW IN ACCORDANCE WITH Z
ADA REQUIREMENTS. 0 J
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OK NEW 4" THICK 3,000 PSI CONCRETE STOOP. SEE ARCHITECTURAL PLANS FOR Co z 0 O
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OM TAPER TOP OF CURB DOWN OVER 5' TO MATCH CONCRETE STRIP. LU U U Z
ON NEW 8' WIDE CONCRETE STRIP TO SIGNIFY END OF CITY MAINTENANCE. Q w O
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NEW CONCRETE. Q ZQ
NEW LIGHT DUTY ASPHALT PAVEMENT. n
NEW HEAVY DUTY ASPHALT PAVEMENT. Illf
GENERAL NOTES
1. ALL DEVELOPMENT SHALL CONFORM WITH THE TOWN OF GRANITE
QUARRY "UNIFIED DEVELOPMENT ORDINANCE".
2. ALL DIMENSIONS ARE TO EDGE OF PAVEMENT, FACE OF CURB AND
FACE OF BUILDING, UNLESS OTHERWISE NOTED. VERIFY ALL
BUILDING DIMENSIONS WITH ARCHITECT PRIOR TO START OF
CONSTRUCTION.
3. ALL PAINT STRIPING, PAVEMENT MARKINGS AND SIGNAGE SHALL
CONFORM TO THE "MANUAL ON UNIFORM TRAFFIC CONTROL
DEVICES", LATEST EDITION.
4. SPILL TYPE CURB AND GUTTER WILL BE PROVIDED WHERE REQUIRED
TO ACHIEVE POSITIVE DRAINAGE AWAY FROM THE FACE OF CURB.
CURB AND GUTTER CONTRACTOR SHALL REVIEW STRING LINES
PRIOR TO CURB AND GUTTER PLACEMENT TO ENSURE ADEQUATE
DRAINAGE IN SPILL AREAS AND AROUND ALL RADII.
5. EXISTING SITE BOUNDARY, LOCATION AND TOPOGRAPHIC
INFORMATION TAKEN FROM A SURVEY COMPLETED BY COE FORESTY
AND SURVEYING.
6" 2'-0"
1/2" PER FOOT
— R
6"^ 1/2" PER FOOT
12" 6,.7„
8" CABC
CjL
U ) PROPOSED
12" 2'_6" PAVEMENT
SECTION
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NOT TO SCALE
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0 20 40 60
( IN FEET )
1 inch = 40 ft.
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PROJECT NO.: 16-014
NO. DATE DESCRIPTION EASTER CREEK
A 01/27/17 ISSUED FOR PERMITTING/REVIEW q`\�GjQ'� Allied Design, Inc.
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B 03/22/17 REVISED PER ENGINEERING REVIEW DRAWN BY: WAB p,: Z y CIVIL ENGINEERING
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D C 05/12/17 REVISED PER ENGINEERING REVIEW Z ;` .. V n _ 4720 KESTER MILL ROAD
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NO. DATE DESCRIPTION PROJECT NO.: 16-014 �l
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PHONE: [phone]
BRIAN LUCAS
ENGINEER: ALLIED DESIGN, INC.
4720 KESTER MILL ROAD
WINSTON-SALEM, N.C. 27103
PHONE: [phone]
FAX: [phone]
STEVE M. CAUSEY, P.E.
[e-mail]
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SITE DATA
OWNER/DEVELOPER: TAX MAP 403 PARCEL 38
DB 9995 PG 7700
E C ROWAN, LLC
1340 CREEKSHIRE WAY SUITE 210
WINSTON-SALEM, N.C. 27103
PHONE: [phone]
BRIAN LUCAS
ENGINEER: ALLIED DESIGN, INC.
4720 KESTER MILL ROAD
WINSTON-SALEM, N.C. 27103
PHONE: [phone]
FAX: [phone]
STEVE M. CAUSEY, P.E.
[e-mail]
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PLAN
I
GRAPHIC SCALE SHEET
40 0 20 40 80 160
......... C9.2
( IN FEET )
1 inch = 40 ft.

OF'_____-_------------------------------------------------------------------------ -- _------_-
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AA
----_-- - - - - - - - - - - - - - - - - - - - - - - - - - - - -
do = PIPE DIA
La = APRON LENGTH
W = APRON WIDTH
do+La
d = APRON DEPTH
NOTES:
1. SEE SCHEDULE FOR DIMENSIONS.
2. INSTALL A FILTER BLANKET OR
FILTER FABRIC BETWEEN THE
RIPRAP AND SOIL FOUNDATION.
3. FILTER FABRIC SHALL BE MIRAFI
500 OR EQUAL.
A
PLAN
OUTLET STABILIZATION DETAIL
NOT TO SCALE
NORMAL POOL 722.00
DRAWDOWN ORIFICE
2 - GABION
(1.5'x3'x6') _
15TOP WIDTH
EARTHEN FOREBAY
BAFFLE (SIDESLOPES 3:1)
SHWT < ELEV. 713.00
1:1
1
l O
/ 00
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GRAPHIC SCALE
/ ,OO 30 0 15 30 60 120
�00 �
( 10
IN FEET )
1 inch = 30 ft.
SECTION A -A
L6" THICK LAYER OF #57 STONE
FILTER FABRIC
Pipe
Outlet Diameter DischargeE La
apron
W dmax thickness
NCDOT
riprap
in cfs ft
ft ft ft
Class
Pond 18 10 18
12 1.1 1.6
1
Q
w
W
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3" PVC STUBBED OUT OF
STRUCTURE W/ 2" PVC PIPE & 90° PVC BEND.
SEAL 3" PENETRATION WITH EPDXY
100 YR. PEAK 724.39 Q
2.00" 0 25 YR. PEAK 724.04 Q
DRAWDOWN 10 YR. PEAK 723.96
(6 FT WIDE)
INSTALL POND LINER EXTEND POND LINER
TO THIS POINT
4'x4'
(INSIDE)
TRASH RACK
NOTE: EMBANKMENT CONSTRUCTION
SHALL BE MONITORED AND
COMPACTION TESTED BY ON-SITE
GEOTECHNICAL ENGINEER.
REINFORCED
CONCRETE PIPE
CLASS III (O-RING) ELEV. 726.10
(MIN. 557 LB/FT
UNIT WEIGHT) 10' MIN.
SEED AND MAT DAM
EMBANKMENT IMMEDIATELY
77
6" SCH. 80%//�
�5'Dx5'W CUTOFF TRENCH PERFORATED PVC SOLID PVC
ANTI -FLOTATION ALONG ENTIRE LENGTH OF
(CONCRETE) DAM EMBANKMENT
REMOVE ORGANIC MATERIAL &
ROOT MAT FROM BENEATH
EMBANKMENT
ONE FOOT THICK IMPERVIOUS CLAY LAYER -
MINIMUM 15% PASSING THE #200 SIEVE AND A
MAXIMUM PERMEABILITY OF 0.00001 CM/SEC, OR
AMMEND ON-SITE SOILS WITH BETONITE TO
PROVIDE IMPERMEABLE LAYER. WET DETENTION BASIN CROSS-SECTION
AFTER CONSTRUCTION
EARTH DAM TO BE COMPACTED TO 98%
OF THE STANDARD PROCTOR MAXIMUM
DRY DENSITY (ASTM -D698). NO ORGANIC
MATERIAL WITHIN DAM EMBANKMENT
SAND FILTER DIAPHRAGM -
NCDOT 2S SAND
DRAINAGE
DIAPHRAGM
- 18" CONCRETE FES
- 721.00
NOT TO SCALE
TRASH RACK
SPECIFICATIONS FOR DETENTION BASIN
1. AREAS UNDER THE EMBANKMENT AND ANY STRUCTURAL WORKS SHALL BE CLEARED,
GRUBBED AND STRIPPED OF TOPSOIL, ROOTS OR OTHER OBJECTIONABLE MATERIAL.
UNLESS OTHERWISE NOTED, TO FACILITATE CLEAN OUT AND RESTORATION, THE BASIN
AREA WILL BE CLEARED OF ALL BRUSH AND EXCESS TREES.
2. THE SUITABILITY AND ACCEPTABILITY OF ALL FILL MATERIAL WILL BE DETERMINED BY
REGULAR PERIODIC SOIL ANALYSIS AND COMPACTION TEST WHICH SHALL BE MADE BY
THE OWNER'S GEOTECHNICAL ENGINEER. TEST FOR SOIL ANALYSIS, MOISTURE
CONTENT, AND COMPACTION ARE TO BE CONDUCTED IN ACCORDANCE WITH THE
LATEST ASTM STANDARDS. COMPACTION SHALL NOT BE LESS THAN 98% OF THE
MAXIMUM DENSITY FOR THE GIVEN EMBANKMENT MATERIAL AS DETERMINED BY THE
ASTM D-698. CONTROLLED FILL FOR EMBANKMENT CONSTRUCTION SHOULD HAVE AT
LEAST 12% FINES BY WEIGHT. SOILS WITH UNIFIED SOIL CLASSIFICATION SYSTEM
GROUP SYMBOLS OF SM, SC, AND ML ARE SUITABLE FOR USE AS CONTROLLED FILL.
SOILS WITH USCS GROUP SYMBOL OF CL WHICH MEET THE RESTRICTIONS FOR LIQUID
LIMIT AND PLASTICITY INDEX ARE ALSO SUITABLE FOR USE, UNLESS OTHERWISE
INSTRUCTED BY THE GEOTECHNICAL ENGINEER.
3. THE FILL SHALL BE CONSTRUCTED IN 6" LIFTS AND SHALL BE CONTINUOUS OVER THE
ENTIRE LENGTH OF THE FILL SO THAT SMOOTH HORIZONTAL PLANES ARE NOT BUILT
INTO THE FILL STRUCTURE. SMOOTH HORIZONTAL PLANES SHALL BE AVOIDED BY
SCARIFYING OR THE USE OF SHEEPSFOOT ROLLERS.
4. THE EMBANKMENT SHALL BE CONSTRUCTED TO A MINIMUM ELEVATION 5% HIGHER
THAN THE DESIGN HEIGHT TO ALLOW FOR SETTLEMENT WHEN MECHANICAL
COMPACTORS ARE USED.
5. POND LINER (SODIUM BENTONITE): SPREAD POWDERED BENTONITE (UNMIXED WITH
SOIL) AT A RATE OF 1 POUND PER SQUARE FOOT ACROSS THE BOTTOM OF THE WET
POND, UP TO AND INCLUDING ALL OF THE SHELF. COVER BENTONITE WITH 4 INCHES
(MIN.) OF TOPSOIL (SHELF) OR 6 INCHES OF SELECT FILL (SLOPES AND BOTTOM).
GENERAL SEQUENCE OF MAJOR CONSTRUCTION ACTIVITIES
1. CLEAR ONLY AREAS NECESSARY TO INSTALL EROSION CONTROL MEASURES AND
INSTALL ALL MEASURES ACCORDING TO THE APPROVED PLANS.
2. INSTALL CONCRETE RISER AND BARREL STRUCTURE (WITH TEMPORARY SKIMMER
ASSEMBLY) IN THE LOCATION AND AT THE ELEVATIONS INDICATED ON THE DRAWINGS.
INSTALL LEVEL SPREADER AT DOWNSTREAM INVERT OF OUTLET BARREL.
3. RESEED/STABILIZE DISTURBED AREAS IMMEDIATELY AFTER FINISHED GRADES HAVE
BEEN ACHIEVED. TEMPORARY VEGETATIVE COVER SHALL BE PROVIDED OVER
DISTURBED AREAS WHICH MAY NOT BE AT FINAL GRADE BUT WHICH WILL BE LEFT
UNDISTURBED FOR AT LEAST 15 DAYS.
4. BEGIN SITE GRADING AND INSTALLATION OF ON-SITE SWALES AND STORM DRAINAGE
PIPING SYSTEM.
5. CONTINUE TO MAINTAIN EROSION CONTROL MEASURES UNTIL VEGETATIVE COVER
HAS BEEN ESTABLISHED OVER ALL DISTURBED AREAS AND SITE HAS BEEN STABILIZED.
REMOVE EROSION CONTROL MEASURES ONLY AFTER FINAL INSPECTION AND
APPROVAL BY INSPECTOR.
6. VERIFY OR RE-ESTABLISH POND VOLUME BY CLEANING OUT ALL ACCUMULATED
SEDIMENT AND DISPOSING OF IT IN AN APPROVED MANNER. PROVIDE AS -BUILT
SURVEY OF POND BOTTOM, TOP AND TOE OF SHELF, OUTLET STRUCTURE, WEIR AND
DAM TOP. COORDINATE WITH ENGINEER TO VERIFY POND VOLUME PRIOR TO PLANTING
PERMANENT WET POND LANDSCAPE MATERIALS.
7. ALL DISTURBED AREAS WITHIN THE POND SHALL BE RE -SEEDED AS REQUIRED. AT
THIS TIME REMOVE THE TEMPORARY SKIMMER ASSEMBLY AND CLOSE THE BOTTOM
DRAIN IN ORDER TO TRANSITION THE TEMPORARY SEDIMENT BASIN TO THE
PERMANENT WET DETENTION POND.
8. INSTALL PERMANENT WET DETENTION POND LANDSCAPING PER THE PLANS AND
SPECIFICATIONS DETAILED ON THIS SHEET.
TOP OF EMBANKMENT
726.00
ANTI -FLOTATION
(CONCRETE)
WET DETENTION BASIN CROSS-SECTION
NOT TO SCALE
WET DETENTION BASIN OPERATION AND MAINTENENCE
The entire BMP Trash/debris is present.
The perimeter of the wet pond Areas of bare soil and/or
erosive gullies have formed
Vegetation is too short or too
long.
The inlet device: pipe or Swale The pipe is clogged.
The pipe is cracked or
otherwise damaged.
The forebay
The vegetated shelf
The main treatment area
The embankment
The outlet device / The
receiving water
Remove the trash/debris.
Regrade the soil if necessary to
remove the gully, and then
plant a ground cover and water
until it is established. Provide
lime and a one-time fertilizer
application.
Maintain vegetation at a height
of approximately six inches.
Unclog the pipe. Dispose of
the sediment off-site.
Replace the pipe.
Erosion is occurring in the Regrade the Swale if necessary
Swale. to smooth it over and provide
Sediment has accumulated to a
depth greater than the original
design depth for sediment
storage.
Erosion has occurred.
Weeds are present.
Best professional practices
show that pruning is needed to
maintain optimal plant health.
Plants are dead, diseased or
dying.
Weeds are present.
Sediment has accumulated to a
depth greater than the original
design sediment storage depth.
Algal growth covers over 50%
of the area.
Cattails, phragmites or other
invasive plants cover 50% of
the basin surface.
Shrubs have started to grow on
the embankment.
Evidence of muskrat or beaver
activity is present.
A tree has started to grow on
the embankment.
An annual inspection by an
appropriate professional shows
that the embankment needs
repair.
Clogging has occurred.
The outlet device is damaged
Erosion or other signs of
damage have occurred at the
outlet.
erosion control devices such as
reinforced turf matting or riprap
to avoid future problems with
erosion.
Search for the source of the
sediment and remedy the
problem if possible. Remove
the sediment and dispose of it
in a location where it will not
cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced
turf matting or riprap if needed
to prevent future erosion
problems.
Remove the weeds, preferably
by hand. If pesticide is used,
wipe it on the plants rather than
spraying.
Prune according to best
professional practices
Determine the source of the
problem: soils, hydrology,
disease, etc. Remedy the
problem and replace plants.
Provide a one-time fertilizer
application to establish the
ground cover if a soil test
indicates it is necessary.
Remove the weeds, preferably
by hand. If pesticide is used,
wipe it on the plants rather than
spraying.
Search for the source of the
sediment and remedy the
problem if possible. Remove
the sediment and dispose of it
in a location where it will not
cause impacts to streams or
the BMP.
Consult a professional to
remove and control the algal
growth.
Remove the plants by wiping
them with pesticide (do not
spray).
Remove shrubs immediately.
Use traps to remove muskrats
and consult a professional to
remove beavers.
Consult a dam safety specialist
to remove the tree.
Make all needed repairs.
Clean out the outlet device.
Dispose of the sediment off-
site.
Repair or replace the outlet
device.
Contact the local NC Division of
Water Quality Regional Office,
or the 401 Oversight Unit at
919-733-1786.
Floating wetland island (if Weeds or volunteer trees are Remove the weeds or trees.
applicable) growing on the mat.
The anchor cable is damaged, Restore the anchor cable to its
disconnected or missing. design state.
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STORMWATER
MANAGEMENT
DETAILS
(POND
DETAIL PLAN)
*AWI�911
C9.3

NOTE: MEASURE CLEARANCE IN
FABRICATED FRAME TO VERIFY
SIZE PRIOR TO FABRICATING
PANELS.
FIELD VERIFY STRUCTURE DIMENSIONS PRIOR TO
FABRICATION. PROVIDE 1/2" CLEARANCE ALL SIDES.
6" I 4'-0" I 6"
FOOTING OUTLINE
4.0' COLLA •
HEIGHT 12" I
O.C.
F� 8" I
F� 5 1/2"
d
° < d ° d
d
4 3/8"
° °
° °
°d°
F�
2 G RUBBER5" ° a
3 O"d °d 3/4" " RING
d ° GASKET
°
°
a°
° d
NOTE: O-RING PIPE SHALL MEET
ASTM C 361 STANDARD SPECIFICATION
FOR REINFORCED CONCRETE LOW -HEAD
PRESSURE PIPE AND ASTM C 76
STANDARD SPECIFICATIONS FOR
REINFORCED CONCRETE CULVERT,
STORM DRAIN, AND SEWER PIPE.
REINFORCEMENT NOT SHOWN FOR CLARITY.
O-RING JOINT PIPE DETAIL NTS
12"x12"ALUMINUM PLATE
NOTES: ' TRASH RACK SHALL BE SHOP FABRICATED FROM 1/2"x1-1/2" ALUMINUM BARS
* MATERIAL SHALL CONFORM TO ASTM B241 ALLOY 6061T6511
* WELDING ELECTRODE SHALL BE 4043 FILLER METAL, IN ACCORDANCE WITH AWS.
* SECURELY FASTEN TRASH RACK TO CONCRETE STRUCTURE TOP WITH THREE STAINLESS STEEL
WEDGE ANCHORS EACH SIDE.
SECTION B -B NTS
5' 3'
I I I
PLAN - RISER STRUCTURE NTS ciL
OUTLET
BARREL
5.0' COLLAR WIDTH
12" COLLAR
PROJECTION
- #5 REBAR
ANCHORS
18" RCP 12" COLLAR
PROJECTION
6^
PRECAST BASE
SECTION
CONCRETE COLLAR ELEVATION NTS
3000 PSI
SEE THIS SHEET
NCRETE
COLLAR _i�\
12"
BASE
4
°d
DETAILS
12"
6"
n
18" RCP
BARREL
PRECAST
STRUCTURE WALL
#5 REBAR ANCHORS AT 12" O.C.
AROUND PIPE DIAMETER. DRILL
INTO PRECAST STRUCTURE
WALL AND SET ANCHORS USING
EPDXY GROUT.
GROUT INSIDE OF
STRUCTURE AROUND
PIPE TO FILL ALL
VOIDS.
PRECAST
BASE SECTION
CONCRETE COLLAR SECTION NTS
1:1
PLACE BACKFILL MATERIALS IN 8" LIFTS.
COMPACT TO 95% OF MAX DRY DENSITY
IN ACCORDANCE WITH ASTM D698.
SLOPE EXCAVATION OR PROVIDE
SHORING AS REQUIRED FOR PIPE
INSTALLATION; OR PIPE MAY BE
— — INSTALLED AS DAM FILL IS PLACED.
e
°
12" d
_°—
=1. =1 13 -0" 6„
MASONRY BLOCK SUPPORT AT PIPE
JOINTS AND MID -POINT OF PIPE
NOTE:
BLOCKING MATERIAL REQUIRED TO
SUPPORT THE PIPE PRIOR TO PLACEMENT
OF CONCRETE SHALL HAVE A MINIMUM
COMPRESSIVE STRENGTH OF 2000 PSI.
CONCRETE PIPE CRADLE NTS
n
PAD
OUTLET STRUCTURE PLAN VIEW NTS
B
4" SLOTTED
SCHEDULE 80 PVC
CROSS PIPE - CAP
EACH END
FINISHED GRADE
NCDOT 2S SAND FILTER
1' 0"
V-6"
4" SLOTTED SCHEDULE 80 PVC
CROSS PIPE - CAP BOTH ENDS
5'
6" PVC
SLEEVE
CONCRETE
CRADLE
4'x 4'x 4" SCHED JLE 80 PVC TEE
�I 3'
SOLID 4" SCHEDULE 80 PVC PIPE
- DRAIN TO GRADE
PLAN VIEW (NTS)
2' MIN.
CONCRETE PIPE-G-RADLE
2'
6" SCHEDULE 40 PVC SLEEVE
THROUGH CONCRETE CRADLE
SECTION VIEW (NTS)
NOTE:
PRECAST OUTLET STRUCTURE,
INCLUDING CAST IN PLACE BALLAST
PAD. (INCLUDING 18" BLOCKOUT,
AND 2" ORIFICE. CONTRACTOR
SHALL SUBMIT SHOP DRAWINGS TO
ENGINEER FOR APPROVAL PRIOR
TO ORDERING
THE STRUCTURE,
FINISHED
GRADE
3' FILTER DIAPHRAGM
OUTLET BARREL
CONCRETE PIPE CRADLE
6" SCHEDULE PVC
4 SOLID SCHEDULE 80 PVC J SLEEVE THROUGH CRADLE
PIPE - DRAIN TO GRADE
SECTION ALONG PIPE
SLEEVES FOR REBAR
PENETRATIONS BY
PRE -CASTER ELEV. 724.80
6" MIN. WALL
THICHNESS
4'-0" CONCRETE COLLAR -�
SOLID PRECAST CONCRETE BOX. Q a BY CONTRACTOR 1 �-Q .
WAFFLE STYLE BOX NOT ACCEPTABLE. d SEE DETAILS
7 18" RCP / / a F
INV. 722.00 d
4.5' MIN.
SEE THIS SHEET
0f
FOR ALUMINUM
BASE
TRASH RACK
z
DETAILS
SECTION
ELEV. 723.80
PROVIDE STEPS IN ACCORDANCE
_j
W/ ASTM -478 CO -POLYMER
POLYPROPLYENE STEEL
U
REINFORCED STEPS 16" O.C.
J
JOINT DESIGN SHALL CONFORM TO
ASTM C-478. JOINT SHALL BE
SEALED USING BUTYL RUBBER
o
SEALANT CONFORMING TO -------
ASTM-990. PARGE JOINTS
3000 PSI
INSIDE AND OUT WITH NON -
z
SHRINK GROUT.
CONCRETE
1' 0"
V-6"
4" SLOTTED SCHEDULE 80 PVC
CROSS PIPE - CAP BOTH ENDS
5'
6" PVC
SLEEVE
CONCRETE
CRADLE
4'x 4'x 4" SCHED JLE 80 PVC TEE
�I 3'
SOLID 4" SCHEDULE 80 PVC PIPE
- DRAIN TO GRADE
PLAN VIEW (NTS)
2' MIN.
CONCRETE PIPE-G-RADLE
2'
6" SCHEDULE 40 PVC SLEEVE
THROUGH CONCRETE CRADLE
SECTION VIEW (NTS)
NOTE:
PRECAST OUTLET STRUCTURE,
INCLUDING CAST IN PLACE BALLAST
PAD. (INCLUDING 18" BLOCKOUT,
AND 2" ORIFICE. CONTRACTOR
SHALL SUBMIT SHOP DRAWINGS TO
ENGINEER FOR APPROVAL PRIOR
TO ORDERING
THE STRUCTURE,
FINISHED
GRADE
3' FILTER DIAPHRAGM
OUTLET BARREL
CONCRETE PIPE CRADLE
6" SCHEDULE PVC
4 SOLID SCHEDULE 80 PVC J SLEEVE THROUGH CRADLE
PIPE - DRAIN TO GRADE
SECTION ALONG PIPE
SLEEVES FOR REBAR
PENETRATIONS BY
PRE -CASTER ELEV. 724.80
6" MIN. WALL
THICHNESS
4'-0" CONCRETE COLLAR -�
SOLID PRECAST CONCRETE BOX. Q a BY CONTRACTOR 1 �-Q .
WAFFLE STYLE BOX NOT ACCEPTABLE. d SEE DETAILS
7 18" RCP / / a F
INV. 722.00 d
4.5' MIN.
/
0f
2 Q
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GENERAL NOTES
1. POND EMBANKMENT/SIDESLOPES:
AS SOON AS THE SLOPES ARE CONSTRUCTED, IMMEDIATELY SEED
AND STABILIZE WITH STRAW. WITHIN THE FIRST 90 DAYS, CHECK
SLOPES AFTER RAIN EVENTS FOR RUTTING AND SETTLING. STABILIZE
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NOTE:
SHRUBS SHALL NOT BE PLANTED ON
FILL EMBANKMENTS THAT IMPOUND
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GENERAL NOTES
1. POND EMBANKMENT/SIDESLOPES:
AS SOON AS THE SLOPES ARE CONSTRUCTED, IMMEDIATELY SEED
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CAROLINA, PREFERABLY WITHIN FORSYTH COUNTY OR A NEIGHBORING COUNTY.
NOTE:
SHRUBS SHALL NOT BE PLANTED ON
FILL EMBANKMENTS THAT IMPOUND
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WITHIN 10 FEET OF ANY STORM
DRAINAGE STRUCURE. A TURF GRASS
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SITE DATA
OWNER/DEVELOPER: TAX MAP 403 PARCEL 38
DB 9995 PG 7700
E C ROWAN, LLC
1340 CREEKSHIRE WAY SUITE 210
WINSTON-SALEM, N.C. 27103
PHONE: [phone]
BRIAN LUCAS
ENGINEER: ALLIED DESIGN, INC.
4720 KESTER MILL ROAD
WINSTON-SALEM, N.C. 27103
PHONE: [phone]
FAX: [phone]
STEVE M. CAUSEY, P.E.
[e-mail]
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