SW1210601_Application Form_20210622 (2)

Y N
O 0
O N
m"
0
W C�
w
O
J
W
0
0
U
0
0
0
N
0
W
n-
W
O
U
J
W
r`
CD
0
O
W
C /
Q N
Z Y
Q n_
O
U
w�
O n
W U
PROJECT LOCATION
HAYWOOD COUNTY,
NORTH CAROLINA
PROJECT DATA BLOCK
OWNER JOHN FIELDS
PO BOX 479
WAYNESVILLE, NC 28786
LANDSCAPE ARCHITECT WADE TRIM, INC.
DANIEL HYATT, PLA, ASLA
53 N. MARKET STREET, SUITE 200
ASHEVILLE, NC 28801
828-255-1199
PIN NUMBER 7694-34-5358
PROPERTY SIZE 3.24 AC.
DISTURBED AREA 1.28 AC.
BUILT UPON AREA
PROJECT AREA = 61,558 SF (1.41 AC.)
PRE
—DEVELOPMENT
ROOF = 26,361 SF
PAVEMENT = 4,023 SF
GRAVEL = 8,029 SF
PERVIOUS = 23,145 SF
POST —DEVELOPMENT
ROOF = 29,647 SF
PAVEMENT = 13,884 SF
GRAVEL = 2,412 SF
PERVIOUS = 15,615 SF
7,530 SF ADDL. BUILT UPON AREA
ZONING DISTRICT
N/A — COUNTY
JURISDICTIONAL WATERS
YES — RICHLAND CREEK, B;Tr
404/401 PERMITTING
NO
RIVER BASIN
FRENCH BROAD
POST CONSTRUCTION
YES — URBANIZING AREA (UA)
STORMWATER REQ.
PERMITTING AGENCY
STATE
SOILS
DeA — DELLWOOD COBBLY SANDY LOAM
0-3% SLOPES OCCASIONALLY FLOODED
KEY MAP
NOT TO SCALE
CIVIL SITE DESIGN FOR
MOJO STORAGE
2686 OLD BALSAM ROAD
WAYNESVILLE, NORTH CAROLINA
-k L I..1Gi1 III
' MOlJilt.aln 1P
I0LJge
Fastenal
9
IIl Rd
�'*O
k� 23
Gsez
C74
Barber Orchard
Fruilstands
9 1 "-
k
5�#
It 2686 Old Balsam Road
PROJECT LOCATION
Haywood Landscapes 'v _ / ()1d I
5.a�szfo �z
VICINITY MAP
SCALE: NO SCALE
11
9
Moose Crussi g
Log -Cabin Reri l .Is
SHEET INDEX
SHEET
NUMBER
TITLE
REV.
C0.0
COVER SHEET
C0.1
LEGEND SHEET
C0.2
EXISTING CONDITIONS AND DEMOLITION PLAN
C1.0
LAYOUT AND PAVING PLAN
C2.0
GRADING AND DRAINAGE PLAN
C2.1
STORM DRAIN PROFILES & STRUCTURE TABLE
C2.2
GRADING AND DRAINAGE DETAILS 1 OF 2
C2.3
GRADING AND DRAINAGE DETAILS 2 OF 2
C3.0
SOIL EROSION AND SEDIMENTATION CONTROL PLAN
C3.1
SOIL EROSION AND SEDIMENTATION CONTROL DETAILS 1 OF 2
C3.2
SOIL EROSION AND SEDIMENTATION CONTROL DETAILS 2 OF 2
ISSUED; 06/09/21 NCDEQ
BSHEET
A C0.0
1 11 1
53 N. Market Street, Suite 200
WADE
Asheville, INC 28801
828.255.1197
Corporate License Number : F-1063
091
TRIM
www.wadetrim.com
PREPARED UNDER THE SUPERVISION OF:
L

�m
z�
O�
~ N
Q N
W N
o—
N
Y CD
O N
o�
m�
o�
J �
W_ r
WW
0
n
0
U
CD
0
Q
0
0
0
N
0
W
0
z
W
CD
W
J
J
iCD
0
r�;CD
W
CD /
Q N
Z Y
Q �
�0
u �I
W
D
0'i
W 6
EXISTING
PROPOSED
EXISTING PROPOSED
EXISTING PROPOSED
CABLE TV
SITE (MISCELLANEOUS
VEGETATION
CABLE TV POLE
9
¢S
ABANDON ITEM
ABN)
CONIFEROUS BUSH
CABLE TV PEDESTAL
Kil
ACCESSIBLE SYMBOL
&
CONIFEROUS TREE
OVERHEAD CABLE TELEVISION
CTV CTV
---CTV-----CTV
ADJUST ITEM
ADJ
DECIDUOUS BUSH
UNDERGROUND CABLE TELEVISION
UCTV UCTv—
—UCTV—
1234.56
DECIDUOUS TREE
FINISH GRADE
1234.56
ELECTRICAL
FLOW ARROW
MULTI—STEM CONIFEROUS TREE
Ms
CIRCUIT BREAKER PANEL
IEICBP
ECBP
PARKING COUNT
O
MULTI —STEM DECIDUOUS TREE
Ms
HANDHOLE
0E"
0
EH
RECONSTRUCT ITEM
REc
STUMP
n
MANHOLE
O
0
RELOCATE ITEM
REL
BRUSH LINE
OUTLET
®
®
REMOVE ITEM
REM
EDGE OF WOODS
PEDESTAL
PP
PP
TRANSFORMER BOX
0
ME
LABEL
_ 1.00%
HEDGE
TREE ROW
METER
OEM
OEM
SPOT GRADE
1234.56
POWER POLE
0
0
FLOOD LIGHT
WATER (DOMESTIC)
TRANSFORMER TOWER
®
®
LAMP POLE
BACKFLOW PREVENTER
OVERHEAD ELECTRIC
—E-E-
-E—E
LIGHT POLE (SINGLE LAMP)
o■
BLOW —OFF VALVE
UNDERGROUND ELECTRIC
UE UE
UE UE
LIGHT POLE (DOUBLE LAMP 180')
FAUCET
OWF
OWF
GAS
LIGHT POLE (DOUBLE LAMP 90')
�■
FIRE DEPARTMENT CONNECTION
'Y'
LIGHT POLE (THREE LAMP)
FIRE HYDRANT
VENT
<>\/T
ll::�VIT
LIGHT POLE (FOUR LAMP)
GATE VALVE & BOX
®
e
BLOW OFF
o
BO
o
BC
GATE VALVE & WELL
0
FILLER PIPE
OR
ORNAMENTAL LIGHT POLE
MANHOLE
©
K
(9)
METAL LIGHT POLE
�
INDICATOR VALVE POST
8
$
METER
�
AGM
TEST "H" PILE
�HP
METER
OWM
oWM
STORM SEWER/DRAINAGE
METER PIT
MP
STOP BOX
>
0
VALVE
N
►�
SHUTOFF VALVE
'cv
�GV
AREA DRAIN/YARD INLET
c6
0
WATER LINE STUB
�Ls
GAS
C C
G G
CATCH BASIN (SQUARE GRATE)
c6
16
WATER TOWER BASE
'WATER TOWER
CISTERN
©
®
MONUMENTS
BOX CULVERT
E:
C
WELL
OWE
OWE
IRON (FOUND)
*iR
PIPE HEADWALL
c
SHUT OFF VALVE
o
s
wsa
DOMESTIC WATER
IRON (SET)
OR
CULVERT END SECTION
c
FIRE WATER
W W
W W
BENCH MARK
DOWN SPOUT
mDs
19DS
BRASS PLATE
BM+
®
ROUND INLET
0
0
WATER (MISCELLANEOUS)
CONCRETE NAIL
■CN
SQUARE INLET
❑❑
RECLAIM WATER GATE VALVE
®REC
q
�EC
DRILL HOLE
oD"
STORM MANHOLE
sr
®
SPRINKLER HEAD
°s"
GOVERNMENT CORNER
STORM CLEANOUT
oco
SPRINKLER JUNCTION BOX
®JB
GPS MONUMENT
STORM SEWER STUB
®srs
RECLAIM WATER
REC
REC
IRON PIPE
olp
DITCH CENTERLINE
- -
MONUMENT BOX
FLOOD PLAIN
-FLP—
FLP
LINE WORK
MONUMENT
Di
STORM SEWER
-------
BOUNDARY LINE
MERE STONE
®Ms
BUILDING
NGS MONUMENT
QQs
TELEPHONE
BUILDING SETBACK
--- -- ---
NAIL & TAG
ON&T
TELEPHONE POLE
0
CHAIN LINK FENCE
PINCH IRON
+Pi
TELEPHONE MANHOLE
O
0
FIELD
F F
PK NAIL
OPK
TELEPHONE PEDESTAL
rP
TP
GARDEN
GD GD
RAILROAD SPIKE
TRS
COMMUNICATIONS HANDHOLE
0C"
'CH
GRAVEL
RIGHT—OF—WAY MARKER
'�/w
FIRE CALL
®FC
®Fc
GUARDRAIL "
"
SPIKE
0SPK
POLICE CALL
®Pc
®PC
LANDSCAPE
Ls LS
SHIPS SPIKE
o
PHONE BOOTH
m
ORNAMENTAL FENCE 'Al
'Al � �
T—IRON
Tr.
OVERHEAD TELEPHONE T
T
T T
PROPERTY LINE — —
— — — — — — —
USGS MONUMENT
*um
UNDERGROUND TELEPHONE uT
uT
UT UT
RAILROAD TRACK CENTERLINE ' '
' ' ' ' ' ' ' ' ' ' '
CROSS CUT
x
RIGHT OF WAY
R/W
CROSS CUT IN MONUMENT
®
TOPOGRAPHIC FEATURES
SECTION LINE —
—
WOOD STAKE
ors
AIR CONDITION UNIT UNIT
oAC
SHORE LINE
--- ------
ANTENNA
®
SILT FENCE
OVERHEAD UTILITIES
FILL PORT
TO BE DEMOLISHED xxxxxxxxxxxxxxx
DEADMAN ANCHOR
ODA
ODA
FLAG POLE
OFP
TOP OF BANK
FLOOD LIGHT
_3�_
GAS PUMP
0
UTILITY/DRAINAGE EASEMENT
GUY WIRE ANCHOR
OCA
OGA
GAS TANK (UNDERGROUND)
o
cT
WALL �ovo
GUY POLE
°cP
oGP
LIGHT POLE BASE
(a
WETLAND
LAMP POLE
3
MONITORING WELL
WELL
WOOD FENCE
METAL LIGHT POLE
3
POST (ROUND)
®P
ORNAMENTAL LIGHT
POST (SQUARE)
■P
PATTERNS
POLE BOX
©
®
ROCK
°RacK
CONCRETE
POWER & LIGHT POLE
SIGN POST
os
a
POWER & TELEPHONE POLE
rP
SPRINKLER HEAD
OS"
GRAVEL
TELE, CTV, PWR & LIGHT POLE
3::�rcP
ocP
SPRINKLER JUNCTION BOX
®JB
TELE, CTV, & POWER POLE
0TCP
OTCP
TRAFFIC SIGNAL
0
PAVEMENT
TELE, & CTV POLE
9
UNDERGROUND MARKER
oM
TELE, CTV, & LIGHT POLE
U/G MARKER CABLE
o -c
HEAVY DUTY PAVEMENT
TELE,. & LIGHT POLE
3
U/G MARKER ELECTRIC
o
TELE, POWER, & LIGHT POLE
rP
U/G MARKER FIBER OPTIC
-E
O
M-FO
EARTH CROSS SECTION
( )
UTILITY POLE
9
U/G MARKER GAS
°
OVERHEAD CABLE TV & TELEPHONE
MARKER TELEPHONE
-c
ADA DETECTABLE WARNING°°°°M-r
° ° °°°U/G
lH
CTV&T
ELECTRIC & CABLE TV
°°°°°°°°°°°°°°°°°°°°°°°
O°OOVERHEAD
E&CTV
OVERHEAD ELECTRIC, CABLE TV
E&CTV&T
UNDERGROUND UTILITIES
ADA RAMP
ME=
AND TELEPHONE
UTILITY MANHOLE
O
SANITARY SEWER
FIBER OPTIC Fo
Fo
CONCRETE REMOVAL
CLEAN OUT
°co
®co
UNDERGROUND CTV & TELEPHONE
UCTV&T
PUMPSTATION MANHOLE
6
UNDERGROUND ELEC. & CABLE TV
UE&CTV
PULVERIZE PAVEMENT IN PLACE
9%0=SANITARY
MANHOLE
0
S0
UNDERGROUND ELEC. & TELEPHONE
UE&T
COMBINED SEWER MANHOLE
UNDERGROUND ELECTRIC, CABLE TV UE&CTV&T
AGGREGATE REMOVAL
AND TELEPHONE
SEPTIC TANK
o
SEWER VENT
Osv
Osv
FORCEMAIN
FM -FM-
NI ---FM
SANITARY SEWER
--
LANDSCAPING REMOVAL
COMBINED SEWER
63l_\►111_\Oki olff_\:1all Oki CA EllIEel ►
P:APt
A:AIDOI
PP
APPROVED
_
HMA
HOT MIX ASHPALT
B—B
BACK TO BACK
BDRY
BOUNDARY
BF
BARRIER FREE
BIT
BITUMINOUS
BM
BENCHMARK
BO
BY OTHERS
BOC
BACK OF CURB
BOW
BOTTOM OF WALL
CB
CATCH BASIN
CENTERLINE
CMP
CORRUGATED METAL PIPE
CO
CLEAN OUT
CONC
CONCRETE
CS
COMBINED SEWER
CW
COLD WATER
DA
DRAINAGE AREA
DEMO
DEMOLITION
DI
DUCTILE IRON
DS
DOWNSPOUT
DW
DOMESTIC WATER
DWG
DRAWING
E
EASTING
E—E
EDGE TO EDGE
EL
ELEVATION
EOP
EDGE OF PAVEMENT
ESMT
EASEMENT
EXC
EXCAVATE
FFE
FINISHED FLOOR ELEVATION
FG
FINISHED GRADE
FO
FIBER OPTIC
FOC
FACE OF CURB
FOUE
FIBER OPTIC UNDERGROUND ELECTRIC
FW
FIRE WATER
GB
GRADE BREAK
GDR
GUARD RAIL
GPM
GALLONS PER MINUTE
GUT
GUTTER
GV
GATE VALVE
HDPE
HIGH DENSITY POLYETHYLENE
HP
HIGH POINT
HYD
HYDRANT
INT
INTERSECTION
INV
INVERT
IW
IRRIGATION WATER
LF
LINEAL FEET
LP
LOW POINT
MATCH
MATCH EXISTING ELEVATION
MAX
MAXIMUM
MIN
MINIMUM
N
NORTHING
NG
NATURAL GAS
NTS
NOT TO SCALE
OH
OVERHEAD
PH
PHASE
PI
POINT OF INTERSECTION
PIV
POST INDICATOR VALVE
It
PROPERTY LINE
PRV
PRESSURE REDUCING VALVE
PVI
POINT OF VERTICAL INTERSECTION
Q
RATE OF FLOW
R
RADIUS
REF
REFERENCE
ROW
RIGHT OF WAY
RCP
REINFORCED CONCRETE PIPE
RR
RAILROAD
SAN
SANITARY SEWER
STM
STORM SEWER
SW
SIDEWALK
T/C
TOP OF CURB
TOB
TOP OF BANK
TOC
TOP OF CONCRETE
TOE
TOE OF SLOPE
TOF
TOP OF FLANGE
TOW
TOP OF WALL
T/P
TOP OF PAVEMENT
TW
TOP OF WALK
U/G
UNDERGROUND
UE
UNDERGROUND ELECTRIC
UTI L
UTILITY
VC
VERTICAL CURVE
W
WATER
DEMOLITION
ASPHALT/SIDEWALK REMOVAL
CURB/FENCE REMOVAL
UTILITY REMOVAL
TREE REMOVAL
• N C
N No. 1405
``'��4, �, a �,111a�1•
tc
m
z
0
u
w
0
w
Q
0
W
0
0
N
.5
U)
E
� N
U
Z ° `
@
�>N
Ln o
cawa)
7
0
0
Q
z_
J
CD
Q
U
0
z
L�
J
J
en
w
z
Q
z
w
0
J
w
w
ISSUED FOR: DATE: BY: �
NCDEQ 06/09/21 RDH w
CD
0
cn
J
W
en
JOB NO. li
FDS2001 .01 A ic
SHEET CD
E
c0®1
O

m
I �
zw
O
Q N
W
O
W
Z N
O
Y N
0
m�
J
W r)
�w
O
J
W
N
O
O
O
O
N
0
W
CD
z
X
W
Ln
J
w
r
CD
O
r�;CD
W
CD
Q N
Z Y
Q �
O
U �I
W
om
mi
n
79'13'00" W 284.34'
REMOVE EXISTING
BUILDING
REMOVE EXISTING GRAVEL DRIVE
—PROJECT LIMITS 1.28 AC. MAINTAIN
ACCESS TO EXISTING BUSINESS
THROUGHOUT CONSTRUCTION.
sPK I S79'12'07"W 502.06' """ "" """' "` """"' """"' IMPLIED R/W
II SR 1243 ODD BALSAM RD w
E E E E E E E E E E E E E E P E E E E E E E E E E E E E E E E E E E E E E E E E E E
PROPERTY DESIGNATION PIN
7694-34-5358
PLAT CABINET C, SLOT 3509
Know what's below.
Call before you dig.
NOTES:
1. EXISTING GRAVEL ONSITE MAY BE SALVAGED AND REUSED AT THE
DIRECTION OF AND WITH APPROVAL FROM THE OWNERS GEOTECHNICAL
CONSULTANT.
N
20 10 0 20 40
SCALE IN FEET
m
z
0
U
w
0
w
Q
0
w
m
M
O
O
O LL
O
N
N N
9
� 7
N O Z a) W N E
N C O
z p J i
Ln
Ln oO
O N Q
M N O
LnQooU 3
W
0-
Q �
Q
I— 4
1-4
0
Q
O
0
p�
,.4
0
V l
Z
0
O
0000
�
Q
M
'^
CZ
�v
z
W
J
W
W
ISSUED FOR: DATE: BY:
NCDEQ 06/09/21 RDH W
CD
CD
(/)
L�
J
W
V)
JOB NO.
FDS2001 01 A c
0
SHEET 6
E
C0.2

zn O
Q N
: N
W N
O
W
Z
N
Y O
O N
O
m O
o�
J
W
�o
w
O
J
W
O
O
O
N
0
W
J
w
i
iCD
O
r�;CD
wo
CD
Q N
Z Y
Q �
O
U �I
w�
on
ri
n
79' 13'00" W 284.34'
r r �
Know what's below.
Call before you dig.
E E E
I Zz+ U L U LJ/-\LIVI KU
1 L_
E E E E E E E —
4" CONCRETE SIDEWALK
MEDIUM BROOM FINISH
6" X 6"/ W 1.4 X W
1.4 WWF SLOPE R3"
PAVEMENT SYSTEM
c—�.P o•-�oT
1 io
�3
j\j 0 • a •.
4" AGGREGATE BASE co
COURSE(ABC) 6-
NOTES:
1. PROVIDE SEALED EXPANSION JOINTS 50'-0" O.C. MIN. SAWCUT 1"
DEPTH CONTRACTION JOINTS 5'-0" O.C. MIN.
2, CURB HAS A VARIABLE HEIGHT.
WALK AND ROLLED CURB
NOT TO SCALE
w
E P E E
LONG:—83.05334
E E E
Tool
1 /4" MAX. i
" RADIUS MAX.
SEALANT e a a
a Qa a a a� n
a
a a
JOINT FILLER 6 a
ISOLATION JOINT CONTROL JOINT
(EXPANSION JOINT) (CONTRACTION JOINT)
NOTES:
1. TOOLED CONTROL JOINTS ONLY. SAW CUT TO REQUIRED DEPTH, ONLY AFTER
TOOLING. PROVIDE J" RADIUS FOR NOSE OF JOINT AS INDICATED.
2. PROVIDE CONTROL JOINTS AT 8' O.C. (SIDEWALKS)
3. PROVIDE EXPANSION JOINTS AT 24' O.C. (SIDEWALKS) AND WHERE ALL PROPOSED
CONCRETE PAVING ADJOINS HARD FEATURES INCLUDING ARCHITECTURAL WALLS,
SLABS & FOUNDATION WALLS
CONCRETE JOINTS
NOT TO SCALE
1
12" DI
PIPE BOLLARD
SCALE: NOT TO SCALE
E E E
PROPERTY DESIGNATION PIN
7694-34-5358
PLAT CABINET C, SLOT 3509
AETER
POST FILLED
ONCRETE.
TE
r
PAVEMENT SCHEDULE
A 1 /2/6
C 4/6 —
NOTES:
FENCE TO BE
PLACED HERE
4' x 140' PERMEABLE PAVERS.
SEE DETAIL ON C2.1
SITE RETAINING WALL HT. VARIES.
SEE C2.0 STRUCTURAL DESIGN
BY OTHERS. COLOR / TYPE /
STYLE TO BE SELECTED BY THE
OWNER.
4' x 140' PERMEABLE PAVERS.
SEE DETAIL ON C2.1
FENCE TO BE
PLACED HERE
�, SITE RETAINING WALL HT. VARIES.
SEE C2.0 STRUCTURAL DESIGN
BY OTHERS. COLOR / TYPE /
STYLE TO BE SELECTED BY THE
OWNER.
E
1" S9.5—A "SUPERPAVE" OVER 2" 1-19.0 C BINDER
OVER ABC, 6" COMPACTED DEPTH. (EACH INSTALLED
AND COMPACTED TO NCDOT SPECIFICATIONS)
4" 4,000 PSI CONCRETE OVER ABC, 6"
COMPACTED DEPTH. REINFORCE WITH 6" X
6" /W1.4 X W1.4 WWM N
1. ALL DIMENSIONS ARE MEASURED FROM EDGE OF PAVEMENT
AND FACE OF BUILDING UNLESS INDICATED OTHERWISE.
2. ALL ANGLES ARE 90 DEGREES UNLESS INDICATED
OTHERWISE.
3. NO NOT SCALE FROM PLANS.
'ANAL0
20 10 0 20 40
SCALE IN FEET
m
z
0
U
Cn
w
0
w
Q
0
w
m
M
O
O
O LL
O
N
N N
�o z a) W N E
N C O
Ln
o
Ln O
O N Q
M N O
LnQooU 3
W
0-
Q �
z
Q
I— 4
1-4
W
�
W
O
�
O
Z
Q
0
I' J
O
O
I -a
A
z
z
w
O
J
w
w
ISSUED FOR: DATE: BY: �
NCDEQ 06/09/21 RDH w
CD
Q
i)
LL
J
w
e)
JOB NO.
FDS2001 01 A c
a
0
SHEET c�
E
c 1 0
C,

m
i
z�
0m
< N
n N
0�
Z N
0
Y N
o�
00
m,::�
occ
J
W p
�w
0
J
W
0
N
U
0
0
O
N
0
W
CD
z
0
Q
m
CD
J
w
iCD
0
�o
wo
CD
Q N
Z Y
Q �
�o
w �I
om
m!
n
3'00" W 284.34'
-OUTLET-1 STABILIZATION
STRUCTURE.
\ \
F F
�
E =
�
2966.25
� ��
HDPE
��
80 LF
N-12,
�
24"
WT
� I
0.50%
DI-1.1
RIM=2965.69
S 24" INV=2960.44
W 15" INV=2961.89
N 24" INV=2960.40
102 LF OF 24"
HDPE N-12, WT
0.51 %
-DI-1.2
RIM=2965.69
-W 24" INV=2960.99
N 24" INV=2960.95
DI-1.5D
RIM=2965.78
W 8" INV=2964.12
Jr L_ Ir ILV PU7V jIrtumjLL IT/
i SC150 ON STAPLE PATTERN C.
I� I L g J U L_ U C /H L- �:) A IVI NU w SEE DETAIL ON C3.1
E E E E E E E E E E E E E P E E E E E E E E E E E E E E E E E E E E E E E E E E E
��
Know what's below.
Call before you dig.
PROPOSED GRADE 2:1 MAX. SLOPE. SEED
AS SPECIFIED AND STABILIZE W/ SC150
BN STAPLE PATTERN C OR APPROVED
EQUIVALENT. SEE DETAIL ON C3.1
EXISTING GRADE
NOTES:
1. INSTALL MATTING AND SEED FILL SLOPE EVERY 8 VERTICAL FEET, AS SLOPE IS CONSTRUCTED,
2. INSTALL FILL MATERIAL IN 8" LIFTS MAXIMUM AND COMPACT TO 95% MDD OR AS RECOMMENDED BY THE
OWNER'S GEO-TECHNICAL ENGINEERING CONSULTANT.
3. CONSTRUCTED FILL SLOPE SHOULD BE "BENCHED -IN" STEEPER THAN THE DESIGN GRADE THEN CUT BACK
TO THE DESIGNED SLOPE OR RECOMMENDED BY THE OWNER'S GEO-TECHNICAL ENGINEERING CONSULTANT.
BENCHED FILL SLOPE
SCALE: NOT TO SCALE
GENERAL GRADING NOTES:
1. WHERE GRADING OCCURS ADJACENT TO EXISTING BUILDINGS/FOUNDATION WALLS, ENSURE
THAT WATER TIGHT INTEGRITY OF WALLS, FOOTINGS, ETC. IS MAINTAINED.
2. CONTRACTOR SHOULD VERIFY ALL SPOT ELEVATIONS AND CONTOURS. NOTIFY LANDSCAPE
ARCHITECT OF ANY DISCREPANCIES THAT MAY AFFECT DESIGN OR FUNCTION OF
STORMWATER MANAGEMENT OR CONVEYANCE SYSTEMS.
3. SLOPE ALL AREAS OUTSIDE THE BUILDING AWAY FROM THE BUILDING AT Y4" PER FOOT
MIN., & TOWARDS DRAINAGE STRUCTURES AS INDICATED ON THE PLAN. ADJUST SLOPES
ALONG ACCESSIBLE ROUTES SO AS NOT TO EXCEED ADA CROSS SLOPE REQUIREMENTS.
4. CONTRACTOR IS CAUTIONED THAT ALL SURFACE AND INVERT ELEVATIONS ARE CRITICAL.
FIELD CHANGES MADE TO STORM WATER DESIGN MAY BE MADE ONLY WITH PRIOR
APPROVAL OF LANDSCAPE ARCHITECT. CHANGES MADE WITHOUT PRIOR LANDSCAPE
ARCHITECT APPROVAL THAT AFFECT SYSTEM FUNCTION, STORAGE CAPACITY, OUTPUT
VELOCITIES OR SURFACE DRAINAGE WILL BE SUBJECT TO REPLACEMENT AND/OR REPAIR
AT CONTRACTOR'S EXPENSE.
5. ALL FILL SLOPES SHALL HAVE A MAXIMUM GRADE OF 2:1. SEE C3.0 SERIES SHEETS
FOR STABILIZATION REQUIREMENTS.
PROPERTY DESIGNATION PIN
7694-34-5358
PLAT CABINET C, SLOT 3509
20 10 0 20 40
SCALE IN FEET
m
z
0
U
w
0
0
m
0
N
W
N
L
w
Ww
m
m
M
O
O LL
O
N
a)
4
U) 7
o E
N
65U�
Z J
5 - 0
O N Q
M N N O 2i
Ln Q co U 3
z
Q
1-4
0124
W
�
�
F--I
O
L—
0
Q
V L
z
H
00
,
00
U
H1
co
W
Z
W
O
J
W
W
ISSUED FOR: DATE: BY:
NCDEQ 06/09/21 RDH w
CD
O
J
W
en
JOB NO.
FDS200101A�]-c
a
SHEET CD
E
C2.0
C,
O

2980
0)
2980
N O
Nco
ri 00)co
N 11
N ON>ZZZ
II
.
:Nco
II•
2975
N 00NmZL�
Z
2975
a
cnwz
cq
NA
00
OD
co 000
o
co
000
co cco
oo
CO cn
co Co
co co
N
NNN
NN
N0)N
N
N
2970
' >
' > > >
>>
>>
11
zz
2970
-
-
-z
EXISTING
GRADE
N
N
=
04
II N-N
PROPO
ED GRADE
N
N 04
PROPOSED GRAD
o
n
o
cn3z
0
3z
o
3w
0
Nw
2965
2965
0
12 LF OF 24"
44 LF OF 24"
2960
84 LF OF 24"-1HDPE,
N-12
WT
HDPE, N-12 WT
2960
102
LF OF 24"
77 LF OF 24"
HDPE, N-12 WT
STM ®
0.53%
STM ® 13.71 %
80 LF OF 24"
EXISTING GRADE HDPE, N-12 WT
HDPE, N-12 WT
STM ® 0.52%
HDPE, N-12 WT
STM
® 0.51 %
STM ®0.53%
STM ® 0.50%
2955
2955
op
rnN
mOR
00
coO^0
cow
u?O
uicq
rn co
0)
co
rn
co
rn
co
rn
co
rn
co
rn
co
rn
CO
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
-0+25
4+25
0+00
1+00
2+00
3+00
4+00
PROFILE
1 - FROM OUTLET-1
TO J13-1
.6
2975
0)
cn
000
MN
00
ORt
co
CO CON
o
co oo cc)
N
N N
M N N N
2970
?z
?z
m---
II _04
Na
I
j
PROPOSED GRADE
j
N- N
o
w
o
3w
o
cn3z
�E
ISTING GRADE
_
2960
2955
CO
tmn O
Co
N N
0+00
m
z�
Om
F__ N
< N
n N
O�
Z N
O
Y N
O\
O O
m'::�
occ
J
W p
� W
O
J
W
N
O
O
O
O
N
0
W
CD
z
0
Q
m
CD
J
n
CD
CD
0
W
CD /
Q N
Z Y
Q n,
�O
w �I
D
Om
n-
78 LF OF 12"
HDPE, N-12 WT
STM ® 0.52%
N O
Co
cn Co
N N
w G0
N I Lo
cn Co
N N
1+00
77 LF OF 15"
HDPE, N-12 WT
STM ® 0.53%
to 00
O L6
N to
N
PROFILE 2- FROM DI-1 .1 TO DI-1 .1 B
SCALE: 1 "=20' HORIZ. 1 "=5' VERTICAL
2975
2970
2965
2960
2955
1+80
SCALE: 1 "=20' HORIZ. 1 "=5' VERTICAL
2975
2970
2965
2960
2955
co
rn
N
00 cc*4 N
EXISTING GRADE
o o
N�
N O
r1iIM
0m) co 0)
co
cocotM0
COCMn
co
N N N
O N
O N
O N
N
II;
_
\Q
.N 1
.N1
.N�
.�
Z-
Z_ Z
m
Z_ Z
U
z Z
0
Z
II NCDN
II= Op
_�
II= Op
PROPOSE[T�GR%UEo
II=
OD 00
I1 00
o
cn w z
o
w 3
o
w 3
w 3-
0
3
43 LF OF 8"
L40 LF OF 8"
77
40 LF OF 8"
40 LF OF 8"
HDPE, N-12 WT
HDPE, N-12 WT
HDPE, N-12 WT
HDPE,
N-12 WT
STM ® 0.52%
STM ® 0.53%
STM ® 0.53%
STM ®
0.53%
O
U)
q*
CA
O
00
01
0)
N
O
O
co
0
co
co
co
co
N
N
CAN
N
m
N
N
CA
N
N
0+00 1+00
PROFILE 3- FROM DI-1 .5 TO DI-1 .5D
SCALE: 1 "=20' HORIZ. 1 "=5' VERTICAL
2975
2970
2965
2960
2955
rn
co
0)
N
1+77
STORM SEWER STRUCTURE
TABLE
STR. #
RIM
INVERTS
SPECIFICATION
S 24" 2960.44
3' SQ. PRECAST CONC. DRAINAGE
DI-1.1
2965.69
N 24" 2960.40
STRUCTURE, NCDOT STD. 840.46 W/ CAST
W 15" 2961.89
IRON FRAME AND GRATE, NCDOT STD.
840.16.
3' SQ. PRECAST CONC. DRAINAGE
DI-1.1A
2965.69
W 12" 2962.30
STRUCTURE, NCDOT STD. 840.46 W/ CAST
E 15" 2962.28
IRON FRAME AND GRATE, NCDOT STD.
840.16.
3' SQ. PRECAST CONC. DRAINAGE
DI-1.1 B
2965.69
E 12" 2962.69
STRUCTURE, NCDOT STD. 840.46 W/ CAST
IRON FRAME AND GRATE, NCDOT STD.
840.16.
3' SQ. PRECAST CONC. DRAINAGE
DI-1.2
2965.69
W 24" 2960.99
STRUCTURE, NCDOT STD. 840.46 W/ CAST
N 24" 2960.95
IRON FRAME AND GRATE, NCDOT STD.
840.16.
3' SQ. PRECAST CONC. DRAINAGE
DI-1.3
2965.69
W 24" 2961.42
STRUCTURE, NCDOT STD. 840.46 W/ CAST
E 24" 2961.38
IRON FRAME AND GRATE, NCDOT STD.
840.16.
3' SQ. PRECAST CONC. DRAINAGE
DI-1.4
2965.84
E 24" 2961.84
STRUCTURE, NCDOT STD. 840.46 W/ CAST
S 24" 2961.88
IRON FRAME AND GRATE, NCDOT STD.
840.16.
S 24" 2963.28
2'X3' PRECAST CONCRETE DROP INLET,
DI-1.5
2965.82
N 24" 2962.10
NCDOT STD. 840.45 W/ SINGLE, CAST IRON
E 8" 2963.29
FRAME AND WIDE SLOT SAG GRATE, NCDOT
STD. 840.22
E 8" 2963.50
18" SQ. LOW PROFILE ADAPTER, NDS #1830
DI-1.5A
2965.78
W 8" 2963.50
W/ 8" UNIVERSAL OUTLET, NDS #1888 AND
18" SQ. ATRIUM GRATE, NDS #1881
E 8" 2963.72
18" SQ. LOW PROFILE ADAPTER, NDS #1830
DI-1.5B
2965.78
W/ 8" UNIVERSAL OUTLET, NDS #1888 AND
W 8" 2963.70
18" SQ. ATRIUM GRATE, NDS #1881
E 8" 2963.92
18" SQ. LOW PROFILE ADAPTER, NDS #1830
DI-1.5C
2965.78
W/ 8" UNIVERSAL OUTLET, NDS #1888 AND
W 8" 2963.92
18" SQ. ATRIUM GRATE, NDS #1881
18" SQ. LOW PROFILE ADAPTER, NDS #1830
DI-1.5D
2965.78
W 8" 2964.12
W/ 8" UNIVERSAL OUTLET, NDS #1888 AND
18" SQ. ATRIUM GRATE, NDS #1881
4' DIA. PRECAST CONC. MANHOLE, NCDOT
JIB-1.6
2973.00
N 24" 2964.49
STD. 840.52 W/ CAST IRON RING AND LID,
NCDOT STD. 840.54
FLARED END SECTION MATCHING PIPE TYPE
OUTLET-1
2961.72
S 24" 2960.00
AND DIAMETER W/ RIP -RAP OUTLET
PROTECTION APRON. SEE DETAIL ON C3.1
QUALITY CONTROL CALCULATIONS
RV = 0.05 + 0.9 X IA
WHERE RV = RUNOFF COEFFICIENT
(STORM RUNOFF (IN) / STORM RAINFALL (IN)), UNITLESS
IA = IMPERVIOUS FRACTION (IMPERVIOUS PORTION OF DRAINAGE
AREA (AC) / DRAINAGE AREA (AC))
DRAINAGE AREA AT BUILD -OUT:
RV=0.05+0.9 (0.26/0.26)
RV = 0.95
AND WQV = 3630 X RD X RV X A
WHERE WQV = FILTRATION VOLUME (CUBIC FEET)
RD = DESIGN STORM RAINFALL DEPTH (IN) 1.0 FOR WAYNESVIL
A = WATERSHED AREA (AC)
DRAINAGE AREA: WQV = 3630 X 1.00 X 0.95 X 0.26
WQV = 897 CF
AGGREGATE DEPTH CALCULATIONS
Dwq =
12 X
(VR/App
X
n)
WHERE
Dwq
= DEPTH
OF
AGGREGATE NEEDED TO TREAT WQV (INCHES)
VR = TREATMENT VOLUME (CUBIC FEET)
App = PERMEABLE PAVEMENT AREA
In = PERCENT VOIDS
Dwq = 12 X 897/(1,120 X 0.35)
Dwq = 27.46 IN.
* 30" MIN. PROVIDED
,• N C ''
No.1Q05 `
0
Da ni��,•�`
m
z
0
m
u
w
0
w
Q
0
w
m
0
CD
N
a)
U)
z�
N
a) Z J
O N(10
Q
M N N O 2i
Ln Q ao U 3
cawo)
Z
QO
1.4
Q
W
�
Qi
Qi
�
�
OHO
�pQZ
�
w
O
O
O
-1
I�co
00
^,
H
V1
Z
W
CL
C)
J
W
W
ISSUED FOR: DATE: BY: C::)
NCDEQ 06/09/21 RDH w
CD
Q
O
J
W
V)
JOB NO.
FDS200101A
SHEET CD
E
C2.1 _0
C,

N
N
U
0
CD
ry
0
CD
CIO
I-
J
n
cc
0
ri; �2
CD
Wo
Q N
Z Y
'5ry
�O
0 �I
LJ
_-Dn
O
n U
TOP OF FILL TOP OF FILL
TOP OF FILL
Z
O
H- r
Q Q
I-_
;z
GROUND LINE - H GROUND LINE H
GROUND LINE H
LL J d ~ Z
O O U =
"I /ro pl_111_=111_l/l_Illa /l l_ 111=III. pI_111=
nl lu it
=111�111_Ille rll_
I11�Irly Rl_111= T alll�I,I_llle„I�
cc ^
LI'•I Q W =
CC o CD
ru m' iu
m
ul In
COMPACT AFTER -
'"
- COMPACT AFTER
= H- Z
W
PIPE IS PLACED !
- —
! _ _ _ 'i' PIPE IS PLACED
0
iu di rn
^�,
& PRIOR TO iu
PLACEMENT OF _
rn
z�TYPE
& PRIOR TO
2 _" PLACEMENT OF
LL_ O Q
I
ILL_
FILL ■
-
�� ul
-
GEOTEXTILE ,• '�/ nl FILL
-
Cn Q=
z
-"1=uF=ul=ul
I.D./6 MIN. �
I
I.D./6 MIN. ��
e e
u�ul� lu`=1u =ul= ,u=",=lu
_ _
I.D./6 IN. Iry =
NOT LESS =
- - - - - EARTH
THAN 6 _ _ °_ .
"r-"'-"'-11'="'="'= I"="'="'
>
r
Q
NOT LESS THAN 6" O.D. + 3'
NOT LESS THAN 6"
1
/2" PER FOOT OF
BUT NOT LESS THAN 12"
ROCK
O.D. + 3' NOR MORE THAN 24" O.D. + 3'
NORMAL EARTH FOUNDATION
ROCK FOUNDATION
AS DIRECTED BY ENGR.
UNSUITABLE MATERIAL FOUNDATION
TOP OF FILL
TOP OF FILL
TOP OF FILL
GROUND LINE H GROUND LINE H GROUND LINE H
111=l/ro pl_111==111_I11_Illa 11 l_ 0,=­,_­­
=111_111_Ille lll_
III Ill 11 Ill _ Ill �llry Rl_Il 111 /l/lll�
ru m' u1 m ul In
COMPACT AFTER - -
' PLACED
& PRIOR TO TII TYPE
PLACEMENT OF _ -
GEOTEXTILE nl
="I_uFul=ul I I.D./6 MIN. Iq =
NOT LESS -
I.D. 6 MIN. e e e �I e THAN 6" - - - - - - - - =•i / I e III 1� = 11- I- •I-1 II _ 11-°I- - 11- •1-I-I 11
• I.D./6 MIN. II _u -III-I _u - n JI- NOT LESS THAN 6" 1
O.D. + 3' NOT LESS THAN 6" /2" PER FOOT OF 'H'
BUT NOT LESS THAN 12"
ROCK O.D. + 3' NOR MORE THAN 24" O.D. + 3'
NORMAL EARTH FOUNDATION ROCK FOUNDATION AS DIRECTED BY ENGR.
UNSUITABLE MATERIAL FOUNDATION
Z
O U
H- >_
Q Q
�o~C0U
LLJ�I -IZ
O O U =
lll_Illell I�
-
w Q Z LL =
QUcc—CD
COMPACT AFTER
j
PIPE IS PLACED
& PRIOR TO
( F_ W o J
O Q
PLACEMENT OF
FILL
Cf) cc
Z
H- >
EARTH
r
I I
CL
W
0
PIPE IN TRENCH PIPE IN TRENCH
TOP OF FILL TOP OF FILL TOP OF FILL TOP OF FILL TOP OF FILL TOP OF FILL
O O
H MIN. O.D. H MIN. O.D. —�— MIN. O.D. H MIN. O.D. LL Q H H H LL
—_ MIN. O.D. MIN. O.D. _ _
z J z J
4LINE
GROU�•GROUND LINE ?•Q GROUND LINEGROUND LINE TYPE 2 w MIN. O.D. MIN. O.D. �� MIN. O.D. MIN. O.D. MIN. O.D.EXTILE GROUND LINE ———TYPE 2—_—_—Z ,` _ _ _ — _ ��- .;!•GEOTEXTILE �.� �'<ZwCOMPACL
COMPACT AFTER = - COMPACT AFTER
_=11= =IIGIII=111= = I=11. .- T�• �.��� - _ _ _ _ - -
_lll -l/1_I -lI _ _-III_N-I - - yy _111 -1/1-1 IIGIII�III _111=III T - 1r - yy N CL
°•rlr PIPE IS PLACED �, ,,, 1 ' „r PIPE IS PLACED 1
& PRIOR TO =_ LLJ = _ & PRIOR TO _ '�I
COMPACT AFTER I.D./6 MIN. _ - PLACEMENT OFzo W J I.D./6 MIN. _ - PLACEMENT OF W
PIPE IS PLACED NOT LESS THAN 6" �1"ZFIII= "I _In -ul= _ • v & PRIOR TO_ - nl _"I=u, FILL nl_In_" =In _11'- n1=41=u1 Q Cn a m NOT LESS THAN 6" nl _ru_"I _"I _ur nl _"I=u, FILL n1=41=u1 Q LL.
0
PLACEMENT OF I.D. 6 MIN. I.D./6 MIN �AS DIRECTED Z I••I H ICOMPACT.D. 6 MIN. I.D./6 MIN �AS DIRECTED z t•-I
FILL O.D. + 2' / �1/2° PERTFOOTSOFH HN 6 MIN. O.D. MIN. O.D. BY ENGINEER < a Lx PIPE IS TOTER O.D. + 2' / NOT LESS THAN 6" MIN. O.D. MIN. O.D. BY ENGINEER a
NOT LESS THAN 6' O.D.+ 2' Q PIPE IS PLACED NOT LESS THAN 6' O.D.+ 2' Q H
%2" PER FOOT OF 'H'
BUT NOT LESS THAN 12" Cl) J PLACEMENT OF BUT NOT LESS THAN 12" Cl)
NORMAL EARTH FOUNDATION ROCK FOUNDATION NOR MORE THAN 24" UNSUITABLE MATERIAL FOUNDATION LL LL FILL NORMAL EARTH FOUNDATION ROCK FOUNDATION NOR MORE THAN 24" UNSUITABLE MATERIAL FOUNDATION V-
PIPE ABOVE GROUND a O PIPE ABOVE GROUND a O
GENERAL NOTES: DO NOT OPERATE HEAVY EQUIPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HAS Q O GENERAL NOTES: DO NOT OPERATE HEAVY EQUIPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HAS Q O
I.D. = THE MAXIMUM HORIZONTAL INSIDE DIAMETER DIMENSION. BEEN PROPERLY BACKFILLED AND COVERED WITH AT LEAST 3 FEET OF APPROVED MATERIAL. o = I.D. = THE MAXIMUM HORIZONTAL INSIDE DIAMETER DIMENSION. BEEN PROPERLY BACKFILLED AND COVERED WITH AT LEAST 3 FEET OF APPROVED MATERIAL. O MC
O.D. = THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER DIMENSION. — - — - - SPRINGLINE OF PIPE CC W O.D. = THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER DIMENSION. — - — - - SPRINGLINE OF PIPE CC CW
H = THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT ® SELECT BACKFILL MATERIAL CLASS III OR CLASS II, TYPE 1 H =THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT ® SELECT BACKFILL MATERIAL CLASS III OR CLASS II, G
ALONG THE PIPE FROM THE TOP OF THE PIPE TO THE TOP ABOVE AND BELOW SPRINGLINE. ALONG THE PIPE FROM THE TOP OF THE PIPE TO THE TOP BELOW SPRINGLINE.
OF THE EMBANKMENT AT THAT POINT. OF THE EMBANKMENT AT THAT POINT.
® APPROVED SUITABLE LOCAL MATERIAL. ® APPROVED SUITABLE LOCAL MATERIAL ABOVE SPRINGLINE.
TAKE CARE TO FULLY COMPACT HAUNCH ZONE OF PIPE BACKFILL. „ UNDISTURBED EARTH MATERIAL TAKE CARE TO FULLY COMPACT HAUNCH ZONE OF PIPE BACKFILL. „ UNDISTURBED EARTH MATERIAL
LOOSELY PLACED SELECT MATERIAL CLASS III OR CLASS II, TYPE 1 LOOSELY PLACED SELECT MATERIAL CLASS III OR CLASS II, TYPE 1
FOR PIPE BEDDING. LEAVE SECTION DIRECTLY BENEATH PIPE SELECT MATERIAL CLASS V OR VI FOR FOUNDATION CONDITIONING. ENCAPSULATE FOR PIPE BEDDING. LEAVE SECTION DIRECTLY BENEATH PIPE SELECT MATERIAL CLASS V OR VI FOR FOUNDATION CONDITIONING. ENCAPSULATE
UNCOMPACTED AS PIPE SEATING AND BACKFILL WILL WITH TYPE 2 GEOTEXTILE AS DIRECTED BY THE ENGINEER. SHEET 1 OF 3 UNCOMPACTED AS PIPE SEATING AND BACKFILL WILL WITH TYPE 2 GEOTEXTILE AS DIRECTED BY THE ENGINEER. SHEET 2 OF 3
ACCOMPLISH COMPACTION. 1300.011
OO.O1 ACCOMPLISH COMPACTION. 1300.01
WEEP HOLES
I
Y-
PLAN
WITH GRATE & FRAME REMOVED
BRICK COPING(INCIDENTAL)
TOP ELEVATION
v STD. 840.16 FRAME —
& GRATE
I 6" A 6„
= 6"
I
M
SEE NOTE DOWEL(SEE NOTE)
SECTION X-X
F" I
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 78M STONE IN A
POROUS FABRIC BAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
v
#4 BAR
B 6" = cu
I 6„
I
DOWEL
MAX. PIPE THIS SIDE
SECTION Y Y
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H)
DIMENSIONS OF BOX & PIPE
CUBIC YARDS
CONC. IN BOX
DEDUCTIONS FOR
ONE PIPE
PIPE
SPAN
WIDTH
MIN. HEIGHT
D
A
B
H
BOTTOM
SLAB
WALL PER
FT. HT.
CONCRETE
FOR MINIMUM
HEIGHT, H
C.M.
R.C.
12"
3'-0"
2'-0"
2'-0"
0.222
0.222
0.592
0.015
0.026
15"14,
2'-3"
0.648
0.023
0.036
18"
2'-6"
0.703
0.033
0.049
24"
3'-0"
0.814
0.059
0.085
30"
3'-0"
1 2'-0"
1 3'-6"
0.222
1 0.222
1 0.925
1 0.092
1 0.127
61?
6„ ,Wr 61?
z
1%2" CLR. TYP.
D
#4 REBARS
_ _ 1
0.
w
J
0
0
0
00
Q
-
U
1cr
31
N
p
Q
Q
3
#5 REBARS 12"
o'
CENTERS_(TYP.a
SECTION 'A -A' Co
r U
ILI + V-0" -
�
77.
'1
A
71
A
#4 REBARS
Q
v
:o
w '
o
B
~' #4 REBARS
o
. - _ \
I I w
J
a
I 3" 1
Er
>
1
3 ( #5 REBARS
12"CENTER$
D - - - -
SECTION 'B-B'
D
Ci
Z
O On
��
Q Q
IZI cc
LL -1
O O O =
W Q Q W 2
QU�OUI
H-
CnF-WOJ
O O O Q
Z F-I
H>
CL I I
Q 0
O �
LL W
CD J
;z Z w
Q�
< CL
a
co
fr 0
Q
0 cc
LU
< H
cn W
>_ � N
T
0
O
O C�
_
840.14
1
v v
v
- I-
0
1" MIN. cc
p
CLR.(TYP) r
0
4x4 W4xW4
- WWF (LAP
o
i WWF 6" ON -
To REBARS)
J
T U
v
v
0
v
LLI
1" MIN.
o •'..:�'
.o :'
CLR.(TYP)
0
C
WAFFLE WALL ISOMETRIC VIEW
LL
H
H
#5 REBARS @ 12"
�
CENTERS (HORIZ.
Q
N
w
& VERT.)
J
(USE WITH
W
LL
4' X 4' & LARGER
p
C3
LL
DRAINAGE STRUCTURES
Q
�
6"
L'
6"
TYPICAL)
:o
0
WAFFLE
WALL PLAN
VIEW
D
SOLID WALL PLAN
VIEW
�:::Dp
•..•
1-4 0
Q
'o
•
cc
6"
L,
6„
611. ,W,
6„
o• • .
o, •
o .
. .o•'
C/J
0 0
o .' �' '.:?:
. p' '• . p'
.:.o
• . 0'
� o '.o
'• . p•
• . 0
.'�
•
o ':o
•. v, . 0•
•
'•
i
J
1" MIN. CLR.
1" MIN. CLR.
o .v
o
'.o
::o.:
o .v
v
'.o
::o
o v :o :
v
'.o
o .o :o
v
'.o
o'.
o
Q
y U)
4x4 W4xW4
°
w
o • ....'
. 0 •. p'
•'....
v
•. p'
.'•
v
...' .'....'
p' p
.'..
•. p' p
p
..
Q
�•.�
4x4 W4XW4
w o
J
Q WWF LAP
(
WWF 6 ON
o
m
o•'
p o
o•'
..
o v
'.o
o•'
..
o•'
p v ..
o•'
p v ..
'.o
o
W
a'
WWF LAP WWF
(
REBARS)
Co..
io
Q• TO REBARS)
n'
�':
Q iD
o..: D,
:.•
o • ....'
o
D,
•.:.•
•',•',
o
P. o
...' •'
D, o,
.
a
61, ONTO
u
p
...
p
....
p...:.'.
o'...
o°
> Q
#5 REBARS
D•
�' . '.o
.',
�'..' '.o .'.
�'..' '.
#5 REBARS 12"
u
o 2"CENTERSo
::
: D
• o
' •'
D • o
•'
a
�'
'
CENTERS (TYP. )
::
�~
°
p o .:..
SHEET , OF 2
SECTION 'C-C'
SECTION 'D-D'
SOLID
WALL
ISOMETRIC VIEW
840.45
" ESSION
SECTION G-G
2'-31/411
1 16,1 2"
SECTION H-H
C7
N
�1 1/211
c 1 %2 "
15/8
r
Illy► H
G
H
r�
1 ' - 75/8,1 1 I 75/811
PLAN OF GRATING
21/8 "
CAST IRON
SECTION E-E
GENERAL NOTES:
* THIS PRECAST BOX MAY BE USED FOR THE FOLLOWING
STANDARDS: 840.01, 840.02, 840.04, 840.05, 840.13,
840.14, 840.15, 840.17, 840.18, 840.19, 840.26,
840.27, 840.28, 840.31, 840.32 AND 840.41.
INSTALL PRECAST DRAINAGE STRUCTURES AND PAY
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 840.
* DO NOT PLACE PRECAST DRAINAGE STRUCTURES
UNDER TRAFFIC OR WHERE TRAFFIC WILL BE DETOURED.
* USE 4000 PSI CONCRETE.
PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 FOR
GRADE 60 AND WELDED WIRE FABRIC CONFORMING TO ASTM A1064.
* LIMIT MAXIMUM DEPTH TO TOP OF BOTTOM SLAB FOR WAFFLE WALL
STRUCTURE TO 10'-0"; LIMIT SOLID WALL STRUCTURE
TO 15'-0
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
OSHA STANDARD 1926.704.
* CUT OR FORM OPENINGS FOR PIPE TO PROVIDE
REQUIRED SIZE AND LOCATION. ORIENT WAFFLE WALL STRUCTURES
SO THAT PIPES ENTER THROUGH THE
KNOCKOUT/WAFFLE PANELS ONLY. PIPES MAY ENTER THROUGH
THE CORNERS OF SOLID WALL BOXES IF A MINIMUM OF 6" OF
WALL IS PROVIDED ABOVE THE HOLE.
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
* FRAME AND GRATE HEIGHT MAY BE ADJUSTED WITH CONCRETE
OR BRICK IN ACCORDANCE WITH STANDARD 840.25.
* PROVIDE PRECAST STRUCTURES OVER 4'-0" IN DEPTH WITH
STEPS AS DIRECTED BY THE ENGINEER.
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR AS LONG
AS THE SAME AREA OF STEEL IS PROVIDED.
* SEAL JOINTS WITH A FLEXIBLE BUTYL RUBBER
BASE CONFORMING TO FEDERAL SPECIFICATION SS-S-21A,
AASHTO M-198, TYPE B - BUTYL RUBBER.
* LIMIT MAXIMUM STRUCTURE SIZE TO INSIDE CLEAR
DIMENSIONS OF 5'-0" X 5'-0"
* THE OUTSIDE PIPE DIAMETER PLUS 2" OR THE OPENING
REQUIRED FOR FRAME AND GRATE IS THE MINIMUM STRUCTURE
SIZE WHICHEVER IS GREATER.
* USE MANHOLE FRAME AND COVER AS INDICATED ON THE PLANS.
REINFORCE OPENING AS SHOWN ON THIS SHEET.
3'-6"
F
E E
N
I
F
PLAN OF FRAME
CAST IRON
1/8 rr 1/8 if 1/8 rr
1 II 1 II 1 II
2'-33/4"
_ 1/8 " 1/8 11 1/81 r
3/ 3/ I v
2 2
21/8
N N 2r_13/'1 N N
2'-6"
SECTION F-F
Z
O On
�
>_
Q Q
1ZI cc
LLJ�I-IZ
O O CACr
=
W Q Q W 2
U
Q=OO-I
H-
WOJ U) F-
O O O Q
C=
H>
CL I I
Q
Ln
0 It
W DO
0
LL Z
� Q
CD
Qa0
O
W
o �
a Q cD
z LL
>J
_
Z =
0 I••I H
H
oar
= O w
ac =
0
Ir
O
LL
HEET 1 OF 1
840.16
OPENING SHALL BE
LOCATED AS REQUIRED
'L' OR 'W' + 1'-O"
z
0cn
z
F-- Q
#4 REBARS
6" CENTERS
CO
Q
= U
_
(O
N
U -. .0
FZI CD
00 Y = Z
W Cr Z W
- Q
=
I
#5 BARS
Q
H U O
STEPS @ OPENING Q COI
LSECTION 'C-C' ��wo�
#5 BARS o O U �
C 1 @ OPENING C - Z •>
H
o . CL
LU
r 0
1 0' O . �D' •�. 0 . O�o . D' � � C]
6"
Ll
6,1
PLAN TOP SLAB o� � �••o. D•.� o� � �•••
W
o
o
CORNER CUT DETAIL
Q
(SOLID WALL BOX)
IX
�
o
6" 'L' OR 'W' 6„
Q
N
W
z
#4 REBARS
6" CENTERS
00
=
Q
#4 REBARS :P',•
Q
Z
W
1"
6" CENTERS
z
H
CLR
r
H
gEZ
Cn
0
J
PRECAST RISER PLAN PRECAST RISER DETAIL a w
Cl) z
0
o Q Q W
.a°°.: o CD
o;•Qe..o p :pLU
Q•Q: .o
611 6" a
SECTION VIEW SECTION VIEW
OPTIONAL JOINT DETAILS SHEET 2 of 2
840.45
FLEXIBLE PIPE
Round Corrugated Steel Pipe
2 2/3 x 1/2 corrugation **
Diameter Minimum cover Maximum Height of Cover (feet)
inches inches (Ga) 16 14 12 10 8
12 12 204 256
15 12 162 204
18 12 135 169 239
21 12 115 145 204
24 12 100 126 178
30 12 79 100 142
36 12 65 83 117 152
42 12 55 70 100 130 160
48 12 48 61 87 113 139
54 12 54 77 100 123
60 12 69 90 111
66 12 81 100
72 12 74 91
78 12 81
84 12 69
HOPE * (Minimum fill) 2' for pipe diameters >_ 12" and _< 60"
(Maximum fill) 20 for pipe diameters <_ 24
17' for pipe diameters >- 30" and <_ 60"
PVC * (Minimum fill) 2' for pipe diameters >- 12" and _< 36"
* (Maximum fill) 30' for pipe diameters >_ 12" and -< 36"
* FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE
TO THE BOTTOM OF THE PAVEMENT STRUCTURE
Round Corrugated Aluminum Pipe
2 2/3 x 1/2 corrugation **
Diameter Minimum cover Maximum Height of Cover (fleet)
inches inches (Ga) 16 14 12 10 8
12 12 123 155 218 281 344
15 12 98 123 174 224 275
18 12 81 102 144 187 228
21 12 69 87 123 160 195
24 12 60 76 108 139 171
27 12 67 95 123 151
30 12 60 85 111 136
36 12 50 71 92 113
42 12 60 78 96
48 12 52 68 84
54 12 46 50 74
60 12 50 62
66 12 51
72 12 41
* FOR DIFFERENT CORRUGATIONS AND ARCH PIPES REFER TO
ROADWAY DESIGN MANUAL OR MANUFACTURERS SPECIFICATION.
REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
CSP AASHTO M36
CAAP - AASHTO M196
HOPE - AASHTO M294
PVC ASTM F949 or AASHTO M304
NOTES: FILL HEIGHTS SHOWN WERE CALCULATED USING
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
1' MINIMUM COVER FOR ALL SIDE DRAIN PIPE
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
RIGID PIPE
RCP - * (Minimum fill) 1'for Class IV & CLASS V
2' for Class III & Class II REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
* (Maximum fill) 10' - Class II pipe
20' - Class III pipe
30' - Class IV pipe
40' - Class V pipe
(For fills > 40' & < 80' use LRFD Direct Design Method)
* FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE
TO THE BOTTOM OF THE PAVEMENT STRUCTURE
I I
RCP - AASHTO M170
NOTES: FILL HEIGHTS SHOWN WERE CALCULATED USING
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
1' MINIMUM COVER FOR ALL SIDE DRAIN PIPE
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
3/ II
N
M
XM
N T_ 2I� - m
V
co
Yco
PLAN
GRATE SECTION Y-Y
1" 10" 10" 1"
r
GRATE SECTION X-X
GRATE SECTION X-X
� 1 N
3'-101/2rr
• 4 0
1'-11/4"
FRAME SECTION X-X 2'_03/"
FRAME SECTION X-X
v v v
O
RCP - AASHTO M170
NOTES: FILL HEIGHTS SHOWN WERE CALCULATED USING
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
1' MINIMUM COVER FOR ALL SIDE DRAIN PIPE
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
3/ II
N
M
XM
N T_ 2I� - m
V
co
Yco
PLAN
GRATE SECTION Y-Y
1" 10" 10" 1"
r
GRATE SECTION X-X
GRATE SECTION X-X
� 1 N
3'-101/2rr
• 4 0
1'-11/4"
FRAME SECTION X-X 2'_03/"
FRAME SECTION X-X
v v v
O
'O
1" MIN.
CLR. TYP
( )
•o
0
4x4 W4xW4
WWF (LAP
WWF 6" ON-
TO FABRIC)
Ol
21/4 II
N �
o
11/21I
N N
1 %2 "
FOR 3/8" DIA. BOLT
FRAME SECTION Y-Y
2'-03/4rr
3/�Y 3/
X �� X
1
PLAN
NOTE:
Z
O U
H- >_
Q Q
� 00
LL -1 CL
O O U =
w
W Q Q W =
QU�OUI
f-
CnF- WOJ
O O U Q
�_ >
CL F I
1-1
Q
Z
O
oc ~
O QLL
J rn
Q ~ co
0 Z
H
CC
W
o a H
Z H W
< a =
CALL
J
QO LL
QO
O =
CC CW
G
HEET 3 OF 3
300.01
Z
O On
�r
Q Q
IZI cc
LL J 0
O O CA =
W Q Q W 2
U
Q=OO-I
H-
27- CnWOJ F-
O O O Q
C=
H>
Q_ 0
Q
N
W
H
a
fr
O C'3
LL
CD
H v/
a
o O
o N
cc
a H
c~i) 3
QZ
Z
Q
O Cl)
= W
rE
cc
LL
SEE STD. DWG. 840.25 ISHEET 1 of 1
FOR FRAME ANCHORAGE. 840.22
GENERAL NOTES: z
O
..r,. THIS PRECAST BOX MAY BE USED FOR THE FOLLOWING STANDARDS:
6
°'°
840.04, 840.05, 840.14, 840.15, 840.31, 840.32, 840.34,
840.35IN., 840.36 AND 840.41.
Q Q
Z _ '
* PAY FOR PRECAST IN ACCORDANCE
CL z
CLRM(TYP)
SECTION VIEWS
WITHINSTALL NCDOTDSTANDARD SPECIFICATIONAGE SECTIONC840ES
0 0 =
* USE 4000 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE.
= z
OPTIONAL
JOINT DETAILS
* USE ASTM A615 GRADE 60 REINFORCING STEEL. USE ASTM A1064
w W
Q Q 2
� U o
WELDED WIRE FABRIC (WWF).
Q H
#5 REBARS
@ 12"
* LIMIT MAXIMUM DEPTH TO TOP OF BOTTOM SLAB TO 15'-0".
�_ = Z W
U F-
CENTERS (HORIZ.
& VERT.)
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH OSHA STANDARD
1926.704.
LLO J
O O U
(USE WITH
* ORIENT STRUCTURES SO THAT CORNERS WILL NOT BE CUT OR MODIFIED
Z •>
4' X 4' &
LARGER
UNLESS ALLOWED BY DETAIL IN PLANS.
H
IL FI
0
DRAINAGE
STRUCTURES
* PRECAST ALL ELEMENTS TO MEET ASTM C913.
r
LLI
TYPICAL
'L' BARS WITH
* FRAME AND GRATE HEIGHT MAY BE ADJUSTED WITH CONCRETE
r
0
1'-6" LEGS OR BRICK IN ACCORDANCE WITH STANDARD 840.25.
PLAN VIEW OF BASE UNIT * PROVIDE PRECAST STRUCTURES OVER 4'-0" IN DEPTH WITH
STEPS 12" ON CENTERS IN ACCORDANCE WITH STD. N0. 840.66.
6" 'L' OR 'W' 6" * WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR IF
MIN.
MIN.
THE SAME MIN. AREA OF STEEL IS PROVIDED.
* SEAL JOINTS WITH AN APPROVED SEALANT (SEE SECTION 840 OF NCDOT
STANDARD SPECIFICATIONS.
#4 REBARS @
`'
a * LIMIT MAXIMUM STRUCTURE SIZE INSIDE CLEAR DIMENSIONS
#4 REBARS @
t::
6" CENTERS
e+;
co
TO 6'-0" X 6'-0
6" CENTERS
`';'
EACH WAY
= * THE OUTSIDE PIPE DIAMETER PLUS 2" IS THE MINIMUM STRUCTURE
O
lL
W
EACH WAY
~ SIZE OR THE OPENING REQUIRED FOR GRATE AND FRAME WHICHEVERLOCATE
V
cc
IS GREATER.
O
W
CEENTERDTHIRD
TYPICAL
PRECAST
*
Z
Im
OF WALL
ROUND MANHOLE MAY BE USED IN LIEU OF SQUARE PROVIDED 2 EXTRA
FI
RISER
SECTION
#5'S ARE PLACED ON EVERY SIDE NOT ADJACENT TO A WALL. SEE STD.
2
a
DWG. 840.34 FOR MANHOLE INSTALLATION.
<
0 0 cc
PRECAST RISER PLAN IZ•I N
2 #5 BARS EACH SIDE 0 Q W
OF OPENING FULL SPAN : H 6" L' 6" Z W
1" MIN. CLEAR CD MIN. MIN. H m Q
Z
I- 'L' OR 'W' + 2 WALLS a• 1" MIN. CLR. Q H 1•�
1 STEPS z p. 2 LL.
1 #4 REBARS _ w `7 0 LL
� 6" CENTERS CO 4x4 W4xW4 J :4' :4' Q 0
I = o• WWF ( LAP WWF m P' • w' �• v O Q
1 - U i• 6" ONTO FABRIC) p ¢
cr
2 #5 BARS @
I - ---------I OPENING 1"
CLEAR (SEE NOTES)
LOCATE OPENING Z TYPICAL SECTION
AS REQUIRED
(SEE NOTES) TOP SLAB
6 , L, 611
MIN. PLAN TOP SLAB MIN.
Q x
Q
#5 REBARS 12" p >
CENTERS
TYPICAL SECTION CD M
OF BASE UNIT
SHEET 1 OF 1
840.46
m
z
O
U
LLJ
0
LLJ
Q
>
W
z
Q
~
1-4
O
O
rl
W�"•�
E--
C)
p�
w
co
O
�
H
('n
r
00
�.^
V�1
z
r
Q
H—
Z
W
C>_
0
J
W
W
ISSUED FOR: DATE: BY:
NCDEQ 06/09/21 RDH w
CD
Q
0
Li
J
W
(./')
JOB NO.
FDS200101A
a
SHEET C-D
E
C2.2
OD
a
O

FRAME AND GRATES
STD. NO.
TRAFFIC BEARING
840.37
NONTRAFFIC BEARING:
840.22
840.24
840.20
840.29
840.33
m
I
Z '5
O w
< N
:�i N
m
O�
Z N
0
Y N
o�
Oo
m'::�
occ
J
wp
�w
O
J
W
0
0
Q
0
0
N
0
W
CD
z
0
Q
ry
CD
cn
I-
J
w
to
0
ri;�
W
CD
< N
Z Y
<
�O
W
O w
n- �
w 6
PAVER STRIP ALONG BUILDING
SHOWN IS MIRRORED ON OPPOSITE
SIDE BOTH HORIZONTALLY AND
VERTICALLY.
DS
A
L_ _
SOLID COVER SHOWN PERFORATED. PERFORATED AVAILABLE
IF SPECIFIED.
STATE USE OF SYSTEM ON COVER
(I.E.: SEWER, STORM DRAIN, ELECTRICAL)
TOP OF COVER
B
L_ _
BOTTOM OF COVER
PLAN OF FRAME
2'-11/4„
1' 113/4" 3/4"
1'-10%g"
N\ TYPE #1
ALTERNATE
i
2'-91/4" / \
SECTION A -A
TYPE #2
4" DIA. OBSERVATION STANDPIPE
/ CLEAN —OUT. INSTALL TRAFFIC
RATED COVER / ACCESS LID.
DS
140.00'
2966 qrw
2966.08
84 LF OF 24"
HDPE N-12, WT
0.52% STORAGE BUILDING 996Z
ACROSS DRIVE.
DI-1.3
\ RIM=2965.69
W 24" INN=2961.42
E 24" INV=2961.38
6 LF, 4" SCH. 40 PERFORATED,
HP=2966.19 EACH SIDE OF STANDPIPE.
SEE PLAN INSTALL LEVEL W/ END CAPS.
INV./BTM = 2963.55
FULLY ENVELOP SIDES, BOTTOM,
AND ENDS W/ SOIL SEPARATING
NON —WOVEN GEOTEXTILE.
4" STANDPIPE / OBSERVATION
PORT W/ TRAFFIC RATED COVER,
LP=2966.05 FLUSH W/ SURFACE.
SEE PLAN 6,0'
INV = 2963.22
4" SCH. 40 SOLID WALL FROM DI
TO STANDPIPE. SLOPE AT 2.0%
1" R.
PLAN OF COVER
1'-11/2"
40
N I
co
II�/2
33/4 r
1/2-�43/"
CB V-
MINIMUM WEIGHTS LBS.
FRAME 180
COVER - 120
TOTAL 300
z
O U
H<
<<
LL -1 CL
0 0 c/) _
c
w<=LL
Q U c O CD
CAF- LLOJ
O O U <
Z H �
H >
� H
Q O
ac
o W
LL >
C
CD
Z V
H
< o
Z
cc
W
CC m
Z �
< LL.
H-
LLA
Q J
2
0a
C
840.54
6 LF., 4" DIA. PERF. SCH. 40 FROM
CLEAN —OUT WYE/TEE INTO PAVER
BASE. INSTALL END CAP. TYP. EACH
SIDE OF CLEAN —OUT.
DS
4" DIA. SOLID WALL SCH.
40 TO DI-1.3AT2.0%
PERMEABLE PAVER - ENLARGED PLAN
NOT TO SCALE
PERMEABLE PAVERS W/ BEDDING
SAND. APPROX. 4.5" DEPTH.
HP=2966.19
SEE PLAN
PAVER BASE.
INV./BTM = 2963.22
" WASHED STONE PAVER BASE.
NOTES;
— INSTALL PERMEABLE PAVERS ACCORDING TO MANUFACTURERS SPECIFICATIONS.
— ALTERNATIVES TO PERMEABLE PAVERS SPECIFIED MUST BE SUBMITTED TO LANDSCAPE ARCHITECT
FOR APPROVAL AND MUST BE ABLE TO INFILTRATE AT A RATE OF 50 GAL. PER MIN. USING A
HEAD OF < 4".
— PROVIDE PAVER EDGE RESTRAINTS, AS RECOMMENDED BY THE MANUFACTURER FOR THE SPECIFIC
APPLICATION, WHERE PAVERS DO NOT ABUT RIGID SURFACES.
PERMEABLE PAVER - RUNNING SECTION
NOT TO SCALE
r 1
AQUALINE PERMEABLE PAVERS BY BELGARD
OR EQUIV. INSTALL OVER 2" #8 BEDDING
STONE. FILL JOINTS W/ #8 STONE.
6 LF, 4" SCH. 40 PERFORATED,
EACH SIDE OF STANDPIPE.
INSTALL LEVEL W/ END CAPS.
ASPHALT PAVING SYSTEM.
SEE PLAN
LP=2966.05
SEE PLAN
NOTES:
INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL.
Z
U
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO
BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
H <
<
THE ENGINEER WITH DETAILS OF THE
PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL
FROM THE ENGINEER FOR THE
USE OF SUCH STEPS.
<
LL —1
cc
r
w Q Q LL _
QU�00
-
H
U)� OJ
-
f
oC LL �
rn
-
ZOHoC
5/�
00
w O
TT
�
II
1�� F�
PLAN
SIDE
ELEVATION
PLAN
SIDE
ELEVATION
N
a
o W
LL
14%2„
0
CAST IRON
CAST IRON
CD N
ELEVATION
ELEVATION
W
< IiM
cc
1 N6 „
H
#6 BAR OR
0=
<\
_�
11/4
#8 BAR
GALV'D.
Z
U83//4
�
,� „
M\1 �
UD
< cA
� j W
f f f
< Q
PLAN
POLYPROPYLENE
0 Z
N
SIDE PLASTIC
SIDE
1/$'- _N
ELEVATION
COMPOSITE
PLAN
EL VATION
cc G
)
REINFORCING STEEL
12"
ELEVATION
NOTE:
#3 DEFORMED
12"
DO NOT USE IN
STEEL ROO
SANITARY SEWER MANHOLES.
SHEET 1 OF 1
SECTION A -A
ELEVATION
840.66
77 LF OF 24"
HDPE N-12, WT
0.53%
APPROX. DOWNSPOUT LOCATION. 6
DOWNSPOUTS PER SIDE, MIN. NO
DOWNSPOUT TO DRAIN MORE THAN
1,000 SQFT OF ROOF AREA TO PAVERS.
DS
0
---- -- -----
0
0
DOWNSPOUT. MIN. 6 PER SIDE OF
BLDG AT PERMEABLE PAVERS. EACH
DOWNSPOUT CAN DRAIN NO MORE
THAN 1,000 SF. OF ROOF AREA.
HP / FFE = 2966.25
SEE PLAN
`BLDG SLAB W/ TURN —DOWN
FOOTING
INV=2963.22J " WASHED STONE PAVER BASE.
TYPICAL INV.= 2963.55 DEPTH VARIES.
NOTES;
— INSTALL PERMEABLE PAVERS ACCORDING TO MANUFACTURERS SPECIFICATIONS.
— ALTERNATIVES TO PERMEABLE PAVERS SPECIFIED MUST BE SUBMITTED TO LANDSCAPE ARCHITECT
FOR APPROVAL AND MUST BE ABLE TO INFILTRATE AT A RATE OF 50 GAL. PER MIN. USING A
HEAD OF<4".
— PROVIDE PAVER EDGE RESTRAINTS, AS RECOMMENDED BY THE MANUFACTURER FOR THE SPECIFIC
APPLICATION, WHERE PAVERS DO NOT ABUT RIGID SURFACES.
PERMEABLE PAVER - CROSS SECTION
NOT TO SCALE
•
No.1405 ?/
;N�
Ob _
Oanie\d.��``.
m
z
O
u
U7
W
w
<
>
W
0
o LL
0
N
47 N
�1E �c �o
N
Z
�Ur c�
rn
5 - o
d, N00
Q
M N N O 2i
Ln Q co U 3
Q
~
1-4
O
W
�
�
��x
w
O
I-1
0
V t
Z
I�
`0
O0�
1.4
CO
h
r>
co
co
r�
Q
z
LLJ
CD
LjJ
w
ISSUED FOR: DATE: BY:
NCDEQ 06/09/21 RDH LLw
CD
Q
0
en
Li
J
W
en
JOB NO.
FDS200101A
Q
SHEET
E
C2.3 a
C,

J
W
Z
Q
0
Q
I>_
Z m
O�
F�
Q
ry N
W N C)
W N ..
Z r-
Y N
00
O N
M
o�
J �
wcc
W
0
w
O
J
W
O
O
O
N
Li
0
W
J
n
i
iCD
O
r�;CD
wo
CD
Q N
Z Y
Q�
O
U �I
w�
on
ryi
W 6
79'13'00" W 284.34'
Know what's below.
Call before you dig.
E E E E
�r� I Lq_J ULU LJAL�/HIVI KU
r r r
E E E
MAJOR ELEMENTS OF GENERAL CONSTRUCTION PERMIT
INSPECTIONS:
BUILDING WASTE HANDLING:
SEDIMENT BASINS
1.
SAME WEEKLY INSPECTION
1.
NO PAINT OR LIQUID WASTES IN
1. OUTLET STRUCTURES MUST
REQUIREMENTS.
STREAM OR STORM DRAINS
WITHDRAW FROM BASIN SURFACE
2.
SAME RAIN GAUGE AND INSPECTIONS
2,
DEDICATED AREAS FOR DEMOLITION,
UNLESS DRAINAGE AREA IS LESS
AFTER 0.5" RAIN EVENT.
CONSTRUCTION AND OTHER WASTES
THAN 1 ACRE.
3.
INSPECTIONS ARE ONLY REQUIRED
LOCATED 50' FROM STORM DRAINS
2• USE ONLY DWQ-APPROVED
DURING "NORMAL BUSINESS HOURS"
AND STREAMS UNLESS NO
FLOCCULANTS.
4.
INSPECTION REPORTS MUST BE
REASONABLE ALTERNATIVES AVAILABLE.
AVAILABLE ON -SITE DURING
3.
EARTHEN -MATERIAL STOCKPILES
BUSINESS HOURS UNLESS A
LOCATED 50' FROM STORM DRAINS
SITE -SPECIFIC EXEMPTION IS
UNLESS NO REASONABLE
APPROVED.
ALTERNATIVES AVAILABLE.
5.
RECORDS MUST BE KEPT FOR 3
4.
CONCRETE MATERIALS MUST BE
YEARS AND AVAILABLE UPON
CONTROLLED TO AVOID CONTACT WITH
REQUEST.
SURFACE WATERS, WETLANDS OR
6.
ELECTRONICALLY -AVAILABLE RECORDS
BUFFERS.
MAY BE SUBSTITUTED UNDER
CERTAIN CONDITIONS.
E E
E E
E E E E
SKIMMER BASIN CALCULATIONS:
WATERSHED = 52,445 SF., (1.20 AC)
Q25 DISTURBED = 1.20 AC. X 7.08 X .50 = 4.25 CFS
REQUIRED SURFACE AREA = 4.25 CFS X 325 = 1,381 SF.
REQUIRED CAPACITY = 1.20 AC. X 1800 CF/AC = 2,160 CF
AS DESIGNED:
SURFACE AREA = 1,836 SF AT MAX. POOLING ZONE
(2964.00) SEE PLAN FOR ELEVATIONS AND DIMENSIONS
VOLUME = 2,890 CF AT 2' STORAGE DEPTH
(ASSUMING 2:1 BASIN SIDE SLOPES)
E E
E E
E E E E
PROPERTY DESIGNATION PIN
7694-34-5358
PLAT CABINET C, SLOT 3509
GENERAL NOTES:
E E
E E
SILT FENCE OUTLET SEE
DETAIL ON SHEET C3.1.
EMERGENCY RIP -RAP
SPILLWAY. 6' WIDE, D50=6"
INSTALLED TO 12" DEPTH
OVER MIRAFI 140N EC
FABRIC. EXTEND TO
UNDISTURBED GRADE.
TEMP. SKIMMER BASIN. SEE
DETAIL ON C3.2 AND SIZING
CALCULATIONS BELOW.
BTM EL=2962.00
MAX POOLING/
SPILLWAY EL=2964.00
RIM EL=2965.00
DI-1.1
RIM=2965.69
S 24" INV=2960.
W 15" INV=2961.
N 24" INV=2960.
TEMPORARY EARTHEN
DIVERSION. SEE DETAIL
ON C3.1
SILT FENCE, TYP.
SEE DETAIL ON C3.1.
ALSO DENOTES DISTURBED
AREA, 1.28 AC.
I \
DI-1.2
RIM=2965.69
-W 24" INV=2960.
N24" INV=2960.
DI-1.5D �\
RIM=2965.78
W 8" IN� 64.12
E E E
1. REFER TO GRADING AND DRAINAGE PLANS C2.0 SERIES SHEETS FOR DETAILED FINISHED GRADE ELEVATIONS.
2. REFER TO CIVIL UTILITY PLANS FOR SPECIFIC EROSION CONTROL MEASURES ASSOCIATED WITH UTILITY LINE INSTALLATIONS.
3. INSPECT EROSION CONTROL MEASURES DAILY AND AFTER EACH RAIN EVENT. REMOVE SEDIMENT AND REPAIR MEASURES AS
NECESSARY TO ENSURE CONTINUOUS EFFECTIVENESS.
4. DUE TO THE INHERENT PHASED NATURE OF CONSTRUCTION, ADDITIONAL / AREA SPECIFIC TEMPORARY EROSION AND
STORMWATER CONTROL MEASURES MAY BE NECESSARY TO PREVENT WATER AND/OR SEDIMENT INTERFERENCE AND DAMAGE
TO ADJACENT UNDISTURBED AREAS. THE CONTRACTOR IS RESPONSIBLE FOR EVALUATING AND IMPLEMENTING ANY AND ALL
ADDITIONAL MEASURES NECESSARY TO PREVENT SAID INTERFERENCE AND DAMAGE. CONTACT LANDSCAPE ARCHITECT, PRIOR
TO BEGINNING WORK, IF FURTHER DIRECTION, CLARIFICATION AND/OR DESIGN IS NECESSARY.
5. ALL SLOPES 3:1 OR STEEPER AND ALL PERIMETER FILL SLOPES SHALL BE PROVIDED TEMPORARY OR PERMANENT
STABILIZATION WITH GROUND COVER AS SOON AS PRACTICAL, BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE LAST
LAND -DISTURBING ACTIVITY. ALL OTHER DISTURBED AREA SHALL BE PROVIDED STABILIZATION WITHIN 14 DAYS FROM LAST
EARTH DISTURBING ACTIVITY.
6. ALL CUT AND FILL SLOPES 3:1 OR STEEPER MUST BE SEEDED AS SPECIFIED AND STABILIZED WITH SC150 BN, STAPLE
PATTERN "C"
7. SITE IS LOCATED IN THE FRENCH BROAD RIVER BASIN.
20 10 0 20 40
SCALE IN FEET
m
z
0
U
Cn
w
0
w
Q
0
w
m
M
O
O
O LL
O
N
N N
9
� 7
N O Z E
T W N O
N C
z p J i
Ln
Lo
O�>N Q
M In N O
�QooU 3
W
0-
Q �
Z
^
E-
O
n�
U
O
C)�0
w
O
1.4
O
O
co
W
r ,
i.z
O
O
w
H�
�Or�
V1
Z
W
J
W
W
ISSUED FOR: DATE: BY: C:�
NCDEQ 06/09/21 RDH w
CD
Q
O
en
J
w
en
JOB NO.
FDS2001 01 A c
2
SHEET c-D
E
C3.0

zm
O�
Fw
Q
n, N
W
O N
W N ..
Z
Y N
00
0"
m�
o�
J
w�
0
w
O
J
c�
0
Q
O
0
O
N
0
W
cn
PIPE OUTLET TO FLAT AREA
(NO WELL-DEFINED CHANNEL)
J W-19
�•� r���•
PIPE OUTLET TO
WELL-DEFINED CHANNEL
1
PLAN
i
SECTION AA rlutK
BLANKET
OUTLET PROTECTION TABLE
CULVERT
do (in)
3do (in)
MAX DISCHARGE.
Q25 (cfs)
d50 (in)
La (ft)
W (ft)
APRON THICKNESS
(in)
OUTLET-1
24
72
19.09
6
10
6
13.5
DIMENSIONS DETERMINED FROM TABLE SHOWN IN KENTUCKY BMP MANUAL FOR CONSTRUCTION ACTIVITIES
*SEE NOTE 3 BELOW*
CONSTRUCTION SPECIFICATIONS
1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT AND FILL
REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL LOW AREAS IN THE SUBGRADE ON UNDISTURBED
SOIL MAY ALSO BE FILLED BY INCREASING THE RIPRAP THICKNESS.
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS.
3. FILTER CLOTH IS REQUIRED AND MUST MEET DESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING
INSTALLATION. REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA. ALL
CONNECTING JOINTS SHOULD OVERLAP A MINIMUM OF 1 FT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH.
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER.
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD, ANGULAR, HIGHLY WEATHER -RESISTANT AND WELL GRADED.
7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE END. MAKE THE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL WITH
THE RECEIVING AREA OR SLIGHTLY BELOW IT.
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF A CURVE
IS NEEDED TO FIT SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON.
9. IMMEDIATELY AFTER CONSTRUCTIONATABILIZE ALL DISTURBED AREAS WITH VEGETATION
MAINTENANCE
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE OR IF STONES
HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
NOTES:
1. L IS THE LENGTH OF THE RIPRAP APRON.
2. d=1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6 %
3. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS TO AN ELEVATION OF 6" ABOVE THE MAXIMUM TAIL WATER DEPTH OR
TO THE TOP OF THE BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
OUTLET STABILIZATION STRUCTURE
SCALE: NOT TO SCALE
A
4:1 SLOPES
0.7 STAPLES PER SQ.YD.
C
_ 2:1 SLOPES
2"-5"
N
law
NOTES: 1.6'
1.PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECPS), INCLUDING ANY NECESSARY APPLICATION
OF LIME, FERTILIZER, AND SEED. 3.3'
2.BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECPS IN A 6"X6" TRENCH WITH APPROXIMATELY 12" OF RECPS
EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE RECPS WITH A ROW OF STAPLES/STAKES
APPROXIMATELY 12" APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. USE
TENSOR DETAILS FOR SLOPE AND CHANNEL APPLICATIONS. APPLY SEED TO THE COMPACTED SOIL AND FOLD THE REMAINING
12" PORTION OF RECPS BACK OVER THE SEED AND COMPACTED SOIL. SECURE RECPS OVER COMPACTED SOIL WITH A ROW
OF STAPLES/STAKES SPACED APPROXIMATELY 12" APART ACROSS THE WIDTH OF THE RECPS.
3.ROLL THE RECPS (A) DOWN OR (B) HORIZONTALLY ACROSS THE SLOPE. RECPS WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL RECPS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN 1.7 STAPLES PER SQ.YD.
APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE.
4.THE EDGES OF PARALLEL RECPS MUST BE STAPLED WITH APPROXIMATELY 2"-5" OVERLAP DEPENDING ON THE RECPS TYPE.
5.CONSECUTIVE RECPS SPLICED DOWN THE SLOPE MUST BE END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3"
OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" APART ACROSS ENTIRE RECPS WIDTH.
SLOPE INSTALLATION DETAIL
SCALE: NOT TO SCALE
NOTE:
SILT FENCE FABRIC TO
OVERLAP HARDWARE
DEWATERING
CLOTH BY 12 INCHES
CONCRETE BLOCK
FILTER OF 1 INCH
STEEL FENCE POST
DIAMETER 57
#
-/
WASHED STONE
-
i
WIRE FENCE
3
HARDWARE CLOTH
�' �' '�
p
FILTER OF 1 INCH DIAMETER # dy
57 WASHED STONE
0 0°0 0 0 0 0
�° .°� o
s--
g "
18
�2'1 SLOPE, GRAVEL
FILTER
TEMPORARY SEDIMENT
POOL
1' MIN 2' MAX
BLOCK AND GRAVEL DROP INLET PROTECTION.
DEWATERING
T
16"
LIZ:1
DROP INLET WITH
GRATE
CONSTRUCTION SPECIFICATIONS:
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SITE IN THE BOTTOM ROW TO
ALLOW POOL DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCHES BELOW
THE CREST OF THE STORM DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST THE EDGE OF
THE STORM DRAIN FOR LATERAL SUPPORT AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS.
IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT ROWS BY PLACING 2 X 4 WOOD STUDS
THROUGH BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2 INCH OPENINGS OVER
ALL BLOCK OPENINGS TO HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, 3/4- TO 1/2-INCH DIAMETER, PLACED 2 INCHES BELOW THE TOP OF
THE BLOCK ON A 2:1 SLOPE OR FLATTER AND SMOOTH IT ON AN EVEN GRADE. DOT #57
WASHED STONE IS RECOMMENDED.
4. IF ONLY STONE AND GRAVEL ARE USED, KEEP THE SLOPE TOWARD THE INLET NO STEEPER
THAN 3:1. LEAVE A MINIMUM 1-FT WIDE LEVEL STONE AREA BETWEEN THE STRUCTURE AND
AROUND THE INLET TO PREVENT GRAVEL FROM ENTERING INLET. ON THE SLOPE AWAY FROM THE
INLET USE 1/2-3/4-INCH GRAVEL (#57 WASHED STONE) AT A MINIMUM THICKNESS OF 1 FT.
MAINTENANCE:
1. INSPECT THE BARRIER AFTER EACH RAIN AND MAKE REPAIRS AS NEEDED.
2. REMOVE SEDIMENT AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR SUBSEQUENT
RAINS.
3. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE ALL
MATERIALS AND ANY UNSTABLE SOIL, AND EITHER SALVAGE OR DISPOSE OF IT PROPERLY. BRING
THE DISTURBED AREA TO PROPER GRADE, THEN SMOOTH AND COMPACT IT. APPROPRIATELY
STABILIZE ALL BARE AREAS AROUND THE INLET.
NOTE:
1. CONTRACTOR SHALL UTILIZE BLOCK AND GRAVEL INLET PROTECTION OR GRAVEL DROP INLET
PROTECTION DURING CONSTRUCTION. WHEN A DRAINAGE AREA HAS BEEN GRAVELED, PAVED,
CONCRETED, TOPSOIL & SEEDED, OR SODDED, THE CONTRACTOR SHALL INSTALL SILT SACKS PER
DETAIL ON THIS SHEET (OR APPROVED EQUAL/SIMILAR) AND MAINTAINED UNTIL PROJECT
ACCEPTANCE.
BLOCK AND GRAVEL INLET PROTECTION
SCALE: NOT TO SCALE
B
»_�» 3:1 SLOPES ,»_�»
D
1:1 & STEEPER
2»_5�I �SLOPES� �
N
•
3.3'
• • •
40
• • •
3.4 STAPLES PER SQ.YD.
DRAPE BAFFLE MATERIAL OVER WIRE
STRAND AND SECURE WITH PLASTIC TIES
AT POSTS AND ON WIRE EVERY 12"
1.15 STAPLES PER SQ.YD. 9 GUAGE MIN. HIGH
TENSION WIRE STRAND
SHAL
L LL BE SECURED TO z
POST TO SUPPORT
HIGH FLOW CHANNEL BAFFLE MATERIAL
03
2»_5» & SHORELINE 2»_5»
STAPLE PATTERN GUIDE
SCALE: NOT TO SCALE
N 10"
ill
I20
♦ • • •
10"
• •
• • • •
3.75 STAPLES PER SQ.YD.
BAFFLE MATERIAL
r
°�
°°$�Q� °° a
000 o
�kP�aa�o°O�L
°°° °o�°�
rQaa
aa °s
°,00$ °po00.
°
'
° oaoo°o0
8QOo
° °
aO 0
o°o`�0�o)oo
o.O�°Oc �n°°
- ---
„o<
FLOW DIRECTION °° I SILT FENCE FABRIC ON
°moo i -- -- WIRE FENCE
SIDE VIEW
SILT FEI
EXTEND 9 GAUGE WIRE TO BASIN SIDE
OR INSTALL T-POST TO ANCHOR
BAFFLE TO SIDE OF BASIN AND
SECURE TO VERTICAL POST.
4' MAX.
6"
HARDWARE CLOTH ON
WIRE FENCE
PLAN VIEW
STEEL FENCE POST SET
MAXIMUM 2 FEET APART
STEEL FENCE POST
SILT FENCE FABRIC 6 INCHES IN TO THE
FRONT VIEW TRENCH
SILT FENCE OUTLET DETAIL
SCALE: NOT TO SCALE
NEW CONSTRUCTION
1
EXISTING 30' TOTAL
Z_
ROAD 20' MIN. 10' MIN.
co
o a a a a
CLEAN RAILROAD \\\\
BALLAST STONE
NOTE:
1. REPLENISH OR REPLACE DURING CONSTRUCTION TO PROVIDE CONTINUOUS PROTECTION
UNTIL FINAL SURFACES ARE INSTALLED.
TEMPORARY CONSTRUCTION ENTRANCE DETAIL
SCALE: NOT TO SCALE
FJ \v1.7V 6d� tJ \I
TEMPORARY EARTHEN DIVERSION DIKE
SCALE: NOT TO SCALE
5' STEEL POSTS. 8.0'
O.C. SPACING MAX.
/ G FILTER AGE WIRE BMESH SECURELY
--VARIABLE VARIABLE DEPTH FASTENED TO STEEL POSTS.
FABRIC SHALL BE FACING UPHILL.
SECURE BOTTOM OF BAFFLE TO GROUND WITH
12" STAPLES AT 12" MAXIMUM SPACING.
�r BAFFLE MATERIAL
NOTES:
11 GAUGE
1. IF THE TEMPORARY SEDIMENT BASIN WILL
LANDSCAPING
BE CONVERTED TO A PERMANENT STORM
STAPLE
WATER BASIN OF GREATER DEPTH, THE
BAFFLEHEIGHT BE BASED N
POOL DEPTHOULD
DURING USE AS A
>/\�/\\/\\/\\/\\\\\/\\/\\/\\/�
////�/�\/�/�`
TEMPORARY SEDIMENT BASIN.
\\/////�/�\
2. INSTALL THREE (3) COIR FIBER BAFFLES
STEEL POST I
I
IN BASINS AT DRAINAGE OUTLETS WITH A
2'-0" DEPTH
SPACING OF Y4 THE BASIN LENGTH. TWO
(2) COIR FIBER BAFFLES CAN BE
L
J
INSTALLED IN THE BASINS LESS THAN 20
BAFFLE MATERIAL SHOULD BE SECURED
FT. IN LENGTH WITH A SPACING OF Ya THE
TO THE BOTTOM AND
SIDES OF BASIN
BASIN LENGTH.
USING 12" LANDSCAPE STABLES.
CORE
BAFFLES
SCALE: NOT TO SCALE
COMPACTED FILL
BURY BOTTOM 12" OF FABRIC
AND MESH A MINIMUM OF 8"
BELOW GRADE AS SHOWN.
NOTES:
1. MAX. OF AC. DRAINING TO EA,
FENCE\
2. CONSTRUCT FROM CONTINUOUS
FABRIC TO STAKE ONLY. OVERLY
3. INSPECT AT LEAST ONCE PER WEEK AND AFTER EACH
RAIN EVENT. REMOVE SEDIMENT AND REPAIR FENCE
IMMEDIATELY.
SILT FENCE DETAIL
SCALE: NOT TO SCALE
m
z
O
m
u
w
0
W
Q
0
W
co
0
CD
LL
CD
N N
U
_ro z E
T W N O
N C
- 0 E
> 0 3
O N Q
M N O
�nQ,n ooU 3
W�
O
U�
z
Q
�
1-4
w
lf::�
Qi
P�
W
�
�
x
O
O
�pqZ
�
0
Q
E_
I' J
O000
1_4
Q
�
M
'n
ro
O
O
O
Z
Lil
CD
J
Lil
w
ISSUED FOR: DATE: BY:
NCDEQ 06/09/21 RDH UJ
CD
Q
O
en
Li
J
w
en
JOB NO.
FDS2001 01 A c
SHEET CD
E
C3. 1
a

J
W_
Z
Q
0
1<
Q
I �
zm
o�
F-
Q
:5 N
W N
O W N ..
Z
Y N
00
O N
M �
e
W
r)
W
O
J
W
N
O
0
Q
O
O
O
N
0
W
c�
w
I-
J
n
i
I �
0
r�;CD
W
Q N
Z Y
Q n,
O
U I
W
ry,-'
W 6
TEMPORARY SEEDING
Seeding mixture
Species Rate (lblacre)
Rye (grain) 120
Annual lespedeza (Kobe in
Piedmont and Coastal Plain,
Korean in Mountains) 50
Omit annual lespedeza when duration of temporary cover is not to
extend beyond June.
Seeding dates
Mountains -Above 2500 feet: Feb. 15 - May 15
Below 2500 feet: Feb. 1- May 1
Piedmont --Jan. 1 - May 1
Coastal Plain -Dec. 1 -Apr, 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,0001b/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately fallowing erosion or other damage.
Seeding mixture
Species Rate (lblacre)
German millet 40
In the Piedmont and Mountains, a small -stemmed Sudangrass may be
substituted at a rate of 50 lb/acre.
Seeding dates
Mountains ---May 15 -Aug. 15
Piedmont ---May 1 -Aug. 15
Coastal Plain -Apr. 15 -Aug. 15
Sail amendments
Follow recommendations of soil tests or Apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 Ib/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately fallowing erosion or Other damage.
Seeding mixture
Species Rate {lblacre)
Rye (grain) 120
Seeding dates
Mountains Aug. 15 - Dec. 15
Coastal Plain and Piedmont -Aug. 15 - Dec. 30
Sail amendments
Follow soil tests or apply 2,000 lb/acre ground agricultural limestone
and 1,000 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 Ib/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March. If it is necessary to extent temporary
cover beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and
Coastal Plain) or Korean (Mountains) lespedeza in late February or
early March.
SEED MIXTURE: TALL FESCUE ® 100 LBS. / ACRE
SERICEA LESPEDEZA ® 20 LBS. / ACRE
KOREAN LESPEDEZA ® 10 LBS. / ACRE
REDTOP ® 5 LBS. / ACRE
KENTUCKY BLUEGRASS ® 5 LBS. / ACRE
DATES: MARCH. 1ST THRU MAY 15TH & JULY 15TH THRU SEPT. 15TH
SOIL AMENDMENTS: FOLLOW RECOMMENDATIONS OF SOIL TEST OR
APPLY 2,000 LB/AC GROUND AGRICULTURAL LIMESTONE AND
700 LB/AC. 18-24-06.
MATTING: SC150 BN, STAPLE PATTERN "C" FOR CUT AND FILL SLOPES 3:1 AND
STEEPER REFER TO PLAN FOR SLOPE LOCATIONS AND DETAILS ON C3.2 .
PERMANENT SEEDING - LAWN AREAS < 3:1
SEED MIXTURE: 50%-50% MIXTURE OF TWO TURF TYPE TALL FESCUES ® 200
LBS. / ACRE
50%-50% MIXTURE OF TWO IMPROVED BLUEGRASS VARITIES ® 50 LBS. / ACRE
SOIL AMENDMENTS: FOLLOW RECOMMENDATIONS OF SOIL TEST OR
APPLY 2,000 LB/AC GROUND AGRICULTURAL LIMESTONE AND
700 LB/AC. 18-24-06.
MULCH: APPLY 1.5 TO 2 BALES GRAIN STRAW PER 1,000 SQ.FT. OR EQUIV.
MULCHING PRODUCT. ANCHOR BY TACKING WITH ASPHALT, NETTING, OR A
MULCH ANCHORING TOOL
"FAIRCLOTH SKIMMER" SEE
TABLE BELOW FOR ORIFICE
SIZE. INSTALL PER
MANUFACTURERS
SPECIFICATIONS.
(919)-732-1244
POROUS COIR EC BAFFLES SI
PLAN ON C3.0 FOR SPACING.
CMU RESTPAD. RESET AFTER EACH
RAIN EVENT TO PREVENT SKIMMER
FROM BECOMING STUCK.
NOTES: -
1. REFER TO C3.0 FOR BASIN CALCULATIONS, DIMENSIONS, LOCATION & ELEVATIONS
2. THE GENERAL SHAPE AND ORIENTATION OF SEDIMENT BASIN SHOULD NOT BE ADJUSTED
BY THE CONTRACTOR. -
3. BAFFLES ARE RECOMMENDED AND SHOULD BE SPACED CREATING 4 BAYS WITHIN THE a
BASIN. INLET ZONE (35% OF SURFACE AREA) FIRST CHAMBER (25% OF SURFACE AREA), a °
SECOND CHAMBER (25% OF SURFACE AREA) & OUTLET ZONE (15% OF SURFACE AREA.
4. DIVERSIONS TO BASINS SHOULD BE ADJUSTED DAILY AS FILL IS INSTALLED AND
COMPACTED.
MAINTENANCE:
1. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH OR GREATER)
RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS
WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE
SO THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT
JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN
DOES NOT HOLD DOWN THE SKIMMER.
2. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS FLOWING UNDERNEATH OR
AROUND THEM.
3. IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING ON THE ROPE
WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS DOES NOT
WORK, PULL THE SKIMMER OVER THE SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE
INSIDE THE SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS.
4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVE D AND THE OBSTRUCTION
CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE
REPOSITIONING THE SKIMMER.
PROTECTION SEQUENCE
1. OBTAIN A LAND DISTURBING / EROSION CONTROL PERMIT BY CONTACTING THE
HAYWOOD COUNTY EROSION CONTROL DEPARTMENT.
2. SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH THE DESIGNER AND AUTHORITY
HAVING JURISDICTION.
3. PERFORM LIMITED CLEARING AND DEMOLITION NECESSARY TO INSTALL PERIMETER SILT
FENCING AND SILT FENCE OUTLETS.
4. INSTALL TEMPORARY CONSTRUCTION ENTRANCE.
5. BEGIN DEMOLITION OF EXISTING IMPROVEMENTS.
6. INSTALL PRIMARY STORM PIPE RUN FROM OUTLET-1 TO JB-1.6 TO DIVERT OFFSITE
FLOW THROUGH THE CONSTRUCTION SITE.
7. PROVIDE INLET PROTECTION MEASURES AT EACH DRAINAGE STRUCTURE AS THEY ARE
INSTALLED.
8. CUT/FILL TO COVER THE DOWNSTREAM MOST PIPE AND INSTALL SKIMMER BASIN.
9. INSTALL SKIMMER BASIN-1, OUTLET STRUCTURE, OUTLET PROTECTION MEASURES, AND
ANY TEMPORARY DIVERSIONS REQUIRED TO DIRECT FLOW TOWARD THE BASIN. PROVIDE
ADEQUATE GROUND COVER ON ALL BASIN EMBANKMENTS IMMEDIATELY UPON
CONSTRUCTION.
10. BEGIN GRADING FOR CONSTRUCTION OF SITE RETAINING WALLS.
11. BEGIN FILL PLACEMENT AND CONTINUE WALL CONSTRUCTION.
12. PROVIDE TEMPORARY SILT FENCING AROUND ANY TEMPORARY SOIL STOCKPILES.
13. SEED AND INSTALL MATTING ON ALL CUT AND FILL SLOPES, AS SLOPES ARE
CONSTRUCTED EVERY 10 VERTICAL FEET. MAX.
14. INSTALL REMAINDER OF STORM DRAINAGE INFRASTRUCTURE AND PROVIDE INLET
PROTECTION AT EACH DRAINAGE STRUCTURE.
15. MAINTAIN INLET PROTECTION AND MUD MATS UNTIL ABC IS IN PLACE. REMOVE
IMMEDIATELY PRIOR TO PAVING OR ONCE THEIR DRAINAGE AREAS HAVE ESTABLISHED
VEGETATIVE COVER.
16. MAINTAIN SILT FENCING AND SILT FENCE OUTLETS AROUND THE SITE PERIMETER UNTIL
ALL PERIMETER SLOPES HAVE ESTABLISHED VEGETATIVE COVER.
6' WIDTH EMERGENCY SPILLWAY
,� d50=6", INSTALL TO 9" DEPTH.
BASIN RIM. 12" MIN. ABOVE SPILLWAY
MIRIFl 140N EC FABRIC 2 ELEVATION. SEE C2.0 SERIES SHEETS
FOR SPECIFIC ELEVATIONS.
1
- ROPE DRAINAGE STRUCTURE AND GRATE WHERE
APPLICABLE. SEE C2.0 SERIES SHEETS FOR
SPECIFICATIONS.
,a
I W
SKIMMER SEDIMENT BASIN
SCALE: NOT TO SCALE
TEMP. PVC STUB FOR SKIMMER CONNECTION.
CONNECT TO PERMANENT CONC. DRAINAGE
STRUCTURE IF APPLICABLE. OTHERWISE,
DAYLIGHT AS SHOWN ON PLAN.
PRECAST CONC. DRAINAGE STRUCTURE.
IF APPLICABLE. SEE C3.0.
PIPE OUTLET IF APPLICABLE.
SEE C2.0 SERIES SHEETS.
EXIS. SUBGRADE
SKIMMER BASIN TABLE
BASIN CAPACITY SKIMMER SIZE ORIFICE DIA. DRAWDOWN
BASIN-1 2,836 CF 1.5" 1.0" 2.64 DAYS
BERM
BERM --- 18X8 MIN. ___AL
BERM
CONCRETE WASHOUT SIGN
25' MIN.
VEHICLE TRACKING CONTROL
(SEE VTC DETAIL) OR OTHER
STABLE SURFACE.
CONSTRUCTION:
1. BUILD AN ENCLOSED EARTHEN BERM OR EXCAVATE TO FORM AN ENCLOSURE IN ACCORDANCE WITH
THE DETAILS AND AS DIRECTED.
2. INSTALL TEMPORARY SILT FENCE AROUND THE PERIMETER OF THE ENCLOSURE IN ACCORDANCE WITH
THE DETAILS AND AS DIRECTED IF STRUCTURE IS NOT LOCATED IN AN AREA WHERE EXISTING EROSION
AND SEDIMENTATION CONTROL DEVICES ARE CAPABLE TO CONTAINING ANY LOSS OF SEDIMENT.
3. POST A SIGN WITH THE WORDS "CONCRETE WASHOUT' IN CLOSE PROXIMITY OF THE CONCRETE
WASHOUT AREA, SO IT IS CLEARLY VISIBLE TO SITE PERSONNEL.
MAINTENANCE AND REMOVAL:
1. MAINTAIN THE CONCRETE WASHOUT STRUCTURE(S) TO PROVIDE ADEQUATE HOLDING CAPACITY PLUS A
MINIMUM FREEBOARD OF 12 INCHES. REMOVE AND DISPOSE OF HARDENED CONCRETE AND RETURN
THE STRUCTURE TO A FUNCTIONAL CONDITION AFTER REACHING 75% CAPACITY.
2. INSPECT CONCRETE WASHOUT STRUCTURES FOR DAMAGE AND MAINTAIN FOR EFFECTIVENESS.
3. REMOVE THE CONCRETE WASHOUT STRUCTURES AND SIGN UPON PROJECT COMPLETION. GRADE THE
EARTH MATERIAL TO MATCH THE EXISTING CONTOURS AND PERMANENTLY SEED AND MULCH AREA.
CONCRETE WASHOUT AREA
SCALE: NOT TO SCALE
Drape baffle material over wife strand and
secure with plastic ties at posts and on wine euefy 12.
9 Gauge Mird4igh
Tension Wi m Strand 3' MIN.*
ShAl Ike 5ecu red
To Post To Support
Sai#leMaterla!
Baffle Materiali
II flip ternporary sediment basin will b4�
converted to a permanentstorrnwater basin
of greater depth, the baffle height should be
based on the pool depth during use as a
temporary sediment basin.
Nate: Install three (3) coirfiber haffies in basins
at drainage outlets with a spacing of 114 the
basin Iength.Two [21 coirfTber bafftes can be
instalied in tire basins less than 20 ft. in length
With spacing of 1l3 the basin length.
Extend 9 gauge wire to basin side or install T-post to anchor
baffle so side of basin and secure to v4�rt"l post
{W 4'Max.
Variahlef]epth
Secure bottom of baffle to ground with
12"staples at 12 'maaimtlm spadng.
Ae`--Borne Material
1 t Gauge
LiEndseaping Staple
� Sty rl Po<t
X-D'Depth
i1aaffle Material should be secured to the bottom
and sides of basin using 1 2" landscape staples
Figure 6.66b Coir Fiber Baffle Detail
Cross section of a porous baffle in a sediment basin.
MAINTENANCE
1. INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY.
2. BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF A BAFFLE COLLAPSE, TEAR,
DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL, TO PROVIDE ADEQUATE STORAGE VOLUME
FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING
THE BAFFLES DURING CLEANOUT, AND REPLACE IF DAMAGED DURING CLEANOUT OPERATIONS. SEDIMENT
DEPTH SHOULD NEVER EXCEED HALF THE DESIGNED STORAGE DEPTH.
4. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE
MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADE, AND STABILIZE IT.
COI R BAFFLES
SCALE: NOT TO SCALE
iOle
Oartle����`;
m
z
O
U
w
0
w
Q
0
w
co
0
o LL
0
N
U
o z E
d N O
N C
ID
(D
>,03
a'N Q
co N O 3:u) co U 3
O
�
r��
Z
E,
Q
1--I
1.4
W
Q
W
�
�
W
0
U)
124
V l
'.4
7
I�-I
O
H1
E_
0
O01.4
COrWn
00
WH
C 2
O
yHy��1
V1
W
O
Z
W
C)
J
W
W
ISSUED FOR: DATE: BY:
NCDEQ 06/09/21 RDH w
CD
Q
[r
CD
(/)
Li
J
w
c)
JOB NO.
FDS2001 01 A c
a
0
SHEET c�
C3.2
0