SW6110704_APPROVED PLANS_20160324

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW Z lh/ LU
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
ea)j/(P��a,_
YYYYM M D D

o
o m
m
TOP OF F[LL r TOO TO FILL LOP OF L
1 z
o w
a
NZT=n
zo �Dm
WwvD uxE- g HE - _- EREunv LINE x- - - anxo Ll_
. -. _ 7 / 7i r
/� / Ix tY/ / / 1('-'i'y' x.r YIn Ad
o0y?a
yH OQW
NMI-
L7SID-
%`\ �� :. I//`\ xT LEw TARN!,"�-_ !/�'1\///J�
\ T
¢O TL.2
ti
vino
wo VI.E./N
z
T1 --III
MIX.J D0 { _ -f EMIII
E.v. nzN - le
xm LE® IRwE - wI LEEs mM B• ,. °. , w xIEFpIm ar Exa. \,/�
o
NORMAL EARTH FOUNDATION ROCK FOUNDATION
PIPE IN TRENCH UNSUITABLE MATERIAL FOUNDATION
TOP OF FILL -- / TOP OF FILL - TER OF FILL'
J.
:CZ
¢J
0_-
CII
-
-- - x[x O 6 x -X[ a O - nx o O. YIx o.o-
O
TW
,Anxo iixe i i:4/ .V/ii i�// �✓ i Ie ���/
QLINE
�+f
PIT
L
pm x
°E\OF LEss "OH r - {WD
o, z \-. P0tl1 --'•Y
=s
,NOTT'iiwiwx g W.o. °. FIT, �xro v.B� EX:IEIXEn
� d
yl
NORMAL EARTH FOUNDATION ROCK FOUNDATION UNSUITABLE MATERIAL FOUNDATION
IOU
D z
PIPE ABOVE GROUND
N O
r
anCAL wrex1,Y wLE LOCAL sELFET FOR wwnm w FOSOMITIOLI
w wrew"L "� w.PRwEO
P"' p
s T
OENEPFI NOIEa OF,OIRLTRY THE ENGINEER,
EO
O
I.O THE Y,.YIWY NTRIMFAL LwIOE oI,ExRTCNY �i %, F/fl10PEL R-<IQ=ILL LP aELELT wC163LL wRRIK NEl, 'X' Is FIR FISHsO':
2 S
yl
v WE SELECT NOT9IK W THE AWRWRIATE Gq® A4 FOLLOWS;
W
OO.O
• INS I. MIx2WTA WFFIDE 0[wxeLW � INDSTIISEv ITT
W
TLES, TIAL
° • THE FILL HE" xF.°eIIRE➢ VERTICALLY AT MM Polxr SFL9:T NOTENI,A 'N'
ACM° TXE PIPE Flg1 ME YM EF TE APE TO TEE TON OWR [V ONES W FEET
0.•6s WIT wm w FFer I. w FEET
OF THE E,N,AwExr AI T.1 POINT,
CLA99 lI ONES aO FEEL TIP]IgX FO IFFY
THE OF ERNS I. L140 M M IXET"'. PIPE IXSTIL.IM IS
xVIM M MlS OLCIFS AL 0 PIPE IMET.WATIRO A ITEMS CIAEE
1dTESELV PVAO I➢PPOm RATABLE LULL SMIRIAL W SELECT wI ., EEL ARTERIAL, xO TO EXCEED.. IV• LWm IX LIN OF Q.yB ON III.
-'.�'.; FOR FW,MTIW E CONOIIp IINE M OISECT O EY TIE pINEER.ISTOHE YyEM w TFAAL WELL NOT HE REQUIRES ORLON THOSE PoLLSINS W M' INOIVIRLY
HarrK
N1. r SE LOOF MT.LLNTIOH _T Fx HNISER TwT FAST OF THE F IS e0 Pthi OR LESS
EEr 1 OF 1
6HEET 1 OF 1
300.01
ff" 'roE:`°1"""E`F®IdIMPITERATE BE THAT LEAais FEELOaELEM.
300. 01
OMETHOD FOR PIPE INSTALLATION QF 1
MEW MIEs:
.:1 SLOPE LEE WEST OWESTO EE HOLD EWLT 'IEESHOWN W SA RE XNE M
N AT LOEATLESS . ILIRELFEV SV THE PJgINEER,
pY FIA pX W1LCT 0o g 2:1 ELOPE TWOREF Io YE PLACED ON FL.ARm EM SEctldE6 OF FEES
7EEri0Xg. MzeOi L30 1:1 DIAPE ONLY IRA& PARR DX PEAXS OR Ag 0[gELrEO BY THE EXBLVEER.
d IXLET EEO SELTIOM. 4L ryWEIB TO WE CXWEENED t".
t1-1 LLEU9 •E" commrE awtt OF U9:D TO ENMOLLN.
FLARE, EIEI iEOTIOIE ME M,iLElT r9E0 ON PIPE EIIx
X X SEEM AMIM gETNEEN TS FIE, 1W MMENC
- - Y �' _T _ _ �L FILL
-- -
I Hal r
WLVFflT END SECTION
STLR wW MR
LIB EYouu SLOPE DETAIL
P� Eea ¢ aarue 6
ENE aM4A
_ RIA 0 STE¢ vAMlc rail INURE __ _ . + <
SECTION-XX
--{ pWEIEP W LILVIRT
I
C I *i��
�L�
FRONT ELEVATION
pIlONTION, Aw CENERETE UOMITIEe FOR EMNWL
STM1W( ENpYLL8
ENDWD EIPIALLB
N
S
L
YN
a.e^
r.4•
o.Dp
1'-e•
r.r'
a'.w
r-s•
one
Ma^
I
r.N.
r-r
Tal^
6ae'
*.,a
r-g-
r.p•
a.n'
,•m
LIT*-
v v
I- 'TO'
0'-,1,
T-i•
O.xr
i'-6"
1'-10'
tl-0r'
6'.p"
O.aY
fv'
-,,.I
T-,'
t'n°
W-rr
O.a,
"I"'
Y-1•
Y-g'
P'6'
1'>°
10'-0'
0A4
S-0'
a-r
11.3"
11'-!'
°.6B
TWIN'
IV•
Ir-D•
D.n
r-e'
Y-n'
+'.g•
IY-f'
E.DM
40,
S•-e
r.r
TV
I I'l
0.06
PLAN IN SKEW
NLCB IN PIARED EW EEOTIOYB
PIPE
IIJ. 1, STY. °F 0,M
M•
FMIIE
,z^
E-A4xa-E• ero6 OWN
s.WB
n^.m4a.lMlo
ls•
Y.wu'.o" aTW MEN
O.Eee
Ee•-IraO.IW1.E
IV
2-A9N1'.0• SIDE NODS
].FLOW
1•"-z%S-R.IL1E.z
N•'
s.RAB`-O" glee DOw
,.FIDE
N"-zwlY.pryl.x
eD"
2-1114011 WIDE ROW
W.OIB
M"•lIIO•NM.9
3B'
Y-Ypb'-D• SIDE YOa6
ID.0.9B
,x" fYPNM.E
ia•
2-PAx6'-0" NwL POM
B.OU
OFLARED END SECTION
8 1 OF
FLOW I"
ETo aonM vTyTRNi:t66
OA.
A
r
C
E
F
Le4'
1'.r
4'-Nr
Y0'
TAR°
HL^
4•
1,3-D-Mr
F e
r-e
it
a"
t-a"
T-LE•
Y r
ION
r•0'
4r.e
i'-v
Y-r
6'-AL'
X•
Y.Y
E'.Y
TIA
04
B'-ESP
4S
140"
rr
Y-11'
1'1r
E'.T
Nr
Y.1'
B'g'
YY
To,r.e
aim
z
DETAIL SHOWING TYPES OF GRATES
2'_1144"
244"
�>
Q
xmoo
o
USE ACGOflDING TO WATER FLOW.
R
1L2"6
1-
z¢lj
O
Tr1
F.ztiSD
i D m
x
TYPE "G" r-TYPE "E" TYPE "F
{
A A
-
1 9YB "
W
�¢2p=D
• z=oo
aT
y `• `•
-
o o�
O Z
•ejD
GAG � OVATE FL
WATER FLOWFLOW
oO
_________
B
1�4
, OO
r
SECTION G R
14C 2T/4"
,a.,
O a
cM
O
WATER FLOW _SAG -"- WATER FLOW -.
��II I��
Q
a Om
W
SECTION A-AITT
o=
N , _
'-TYPE F" '--.TYPE E" --TYPE G'
o IOU In
x
y
TYPE
E
2
Q S ¢
N 'n D
y z
P
RAISED FLOW ARROW'
--%x" HIGH
2%
�-
¢o a U
-¢
Az •� o
D y o
RAISED FLOW ARROW 2-44"�{ Imo-
a HIGH
- --
I r
:o
O Q
¢ Ull
Q
Q
y
¢ R10
�a z
O o
V.\-11.ri"Imo-..
IAN
z� Z)W
O a
LB
1"R
w ¢
LL
LL
1w SECTION A -A
Nil
TYPE.-- F
TYPE G
SECTION A -A
-
SHEET 2 OF 2
SHEET z OF z
840.03
840.03
OFRAME, GRATES, AND HOODS
3 i OF 2
GENERAL NOTES:
1. MORTAR JOINTS SHOULD BE BETWEEN 3/8" AND 5/8' THICK.
2. ALL CONCRETE TO BE 3600 P.S.1 COMPRESSIVE STRENGTH.
3. THE 6" OPENING SHOWN MAY BE INCREASED TO 8" MAX. IF DEEMED TO
BE NECESSARY BY THE ENGINEER.
4. ALL CATCH BASIN OVER 3'-6" IN DEPTH SHALL BE PROVIDED WITH STEPS
V-2" ON CENTERS.
5. CONCRETE BRICK MAY BE USED IN LIEU OF HARD COMMON CLAY BRICK.
6. PRECAST DRAINAGE STRUCTURES WILL BE PERMITTED
7. JUMBO BRICK WILL BE PERMITTED.
8. FOR 8'-0" IN HEIGHT OR LESS USE 8" WALL. OVER 8'-0" IN HEIGHT USE 12"
WALL TO 6'-0' FROM TOP OF WALL, AND 8' WALL FOR THE REMAINING 6'-0".
ALL EXPOSED JOINTS WILL BE CONCAVE TOOLED.
60. ALL PIPE IN STORM DRAIN STRUCTURE SHALL BE STRUCK EVEN WITH THE
INSIDE WALL, GROUTED AND BRUSHED SMOOTH.
11. WEEP HOLES SHALL BE PLACED IN BACK WALL WITH FILTER FABRIC
OR STONE ON BACK SIDE.
DIMENSIONS OF
BOX AND PIPE
REINFORCING
COVER
PIPE
SPAN
WIDTH
HEIGHT
BARS - X
I BARS - Y
TOTAL
DIMENSION
D
A
B
H1ap11N)
NO.
LENGTH
N0.
LENGTH
LBS.
F
G
15"
3'-6"
2'-3"
2'-7"
2
3'-4"
7
4' -7"
26
4'-10
3'-7"
18"
4'-0"
2'-8"
2'-11"
2
3'-9"
8
5'-1"
33
5'-4"
4'-0'
24"
4'-0"
2'-8"
3'-5"
2
3'-9"
8
5'-l"
33
5'-4"
4'-0"
30"
4'-0"
3'-6"
3'-11"
2
4'-7"
9
5'-l"
37
5'-4"
'-10"
36"
4'-0"
3'-6"
4'-6"
2
4'-7"
9
5'-l"
37
5'-4"
'-10"
42"
4'-0"
3'-6"
4'-11"
2
4'-7"
9
5'-l"
37
5'-4"
'-10"
48"
4'-6"
4'-0"
5'-5"
2
5'-1"
10
5'-7"
45
5-10
5'-4"
OYARD INLET
6' OPENING
(ALL 4 SIDES)
INLET
SECTION Y-Y
AND COVER
z
7
O
a
Om
gNOo
r0 MMM
•m-,ztiSD
04
s Mao
z orT
A0
I n
ITT
O
9 T
TCIE
m rA
z Y
W �
y
0 rrd
In
NOTE: USE TYPE "E" "F" AND "G" STATE
UNLESS OTHERWISE NOTED.
I ALIGN PRIME WITH INSIDE
EDGE OF WALL TO ALLOY
FORVFATICAL Ah1USTYENT
MALL SECTION—
sEcrxaN - Ys
J�
8 2'- 6"
3'-0'
K L N K IY' it
L N
J FRIE PAN SECTION =JJ
3'-OTTM, 6
" - -I I- R 3 R 14°
T r--- --
t • =
L 31
T inn � 2 0„
1
SECTION NOT �1 " r,1aN• R
PF J-I- P
N
SECTION
SECTION_-. w
PLAN
FRAME,GRATE, & HOOD MS'Y
IECTiON M
SECTION LL
{
PECTIC" -_ PP
N
J- � pF
'O MV It
-N
2 -1112 4ia
SHEET 1 OF 2 R SECTION - RR SHEET 1 W 2
840.03 MO ELEVATION 840.03
OFRAME, GRATES, AND HOODS
3 2OF2
m
OC�
�bAoyO
0.0gyM
a
z ,.Soo
Ooa`•
• > y
�N�-,
W z
6"
-
1O
i
a
3_
1'
llg" CLR. T
#4 MEANS YP.
---
3" P
} #5 REBARS 12" °
CENTERS fly .l
SECTION 'A -A'
8" fi„
D z
'O
D
wd K
i 3"
m{
1 1 6'1
P #4 REBARS u
.:'.
a
"
- S Pd z�
al
j #5 DEBARS I
:.12'CENTERS' --
SECTION 'B-B' EST
THE PATTERN OF THE
KNOCK -OUT
PANELS ARE SHOW
FOR ILLUSTRATIVE
PURPOSES ONLY.
-
¢
D t
'
'L ♦ 1' On
-
S.
S.
YIN.
R
A
-A
'
LR.(TYP)
C_
#4 REBARS
C._) YNNa
CUR. (TYP)WN
AC1°
ELF
4x4 W41W4_0
r
- WWF CLAP
WwF 8' ON
-05 REBARS @ 12"
CENTERS (HORIZ.
y
Z
-'
d Y;
sr
•- TO RE64R3)
& VERT.)
(USE WITH
_
sD
4' X 4' & LARGER
Z D
B`-
DRAINAGE STRUCTURES
r 4i O
SDI
'Fill
TYPICAL)
IT m 0
WAFFLE
WALL VIEW
SOLID WALL PLAN
VIEW
-PLAN
S:,
G" ,W.
D y z
" T
T
-i" YIN. CLR.
1" YIN. CLR.
S
C
wlo
axe waxes
WIwF (LAP
j..o
-4x4 W41IW4
18„"�ON
�I
LYNF 8" ON-
_
m..m
III
0 REBARS) s
�ID
wI
TO REfRARS)
'.
#5 REBARS 12"
�k5 REBARS
45. CENTER&
-
,(TYPICAL)
0
}
a
OE S Oz
W
Iw-AQ.I�oM
f-
WQLL„0„J
zoly-•�
I a
O
w
Mc
IT,
WAFFLE WALL ISOMETRIC VIEW
z ¢ j
FILL
\\
W U.
a a
1
O C O
F J
W M
oFA
a
w w
Im
SOLID WALL_ ISOMETRIC_ VIEW
OPRECAST DRAINAGE STRUCTURE
4 1 OF 2
M 9
M. z
MOB
mW
„m„I. zyiy
goa m
m Pzy
z PS.,p�T
O 'ny10
'
T•$
•
•
`
•
GENERAL NOTES:
THIS PRECAST 00% MAY BE 2, B FOR THE FOLLOWING
STANDARDS: B10.01, 840.02, 840.04, 840.05, 840.11,
840.12, 840.14, 840.15, 840.17, $40.18, 840.19,
840.26, 840.27, 040.28, 840.31, 840.32 AND 840.41•$6ogx=
INSTALL PRECAST DRAINAGE STRUCTURES AND PAY
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 840.
W NOT PLACE PRECAST DRAINAGE STRUCTURES�
UNDER TRAFFIC ONE WHERE TRAFFIC WILL BE DETOURED.
USE 4000 PSI CONCRETE. C
PROVIDE ALL REINFORCING STEEL WHICH MEETS /STY A815 FOR
GRADE RA AND WELDED WIPE FABRIC CONFORMING TO ARTY A185.
LIMIT MAXIMUM DEPTH TO TOP OF BOTTOM SLAB FOR WAFFLE WALL
STRUCTURE TO 10'-0"; LIMIT SOLID WALL STRUCTURE
INTERIM WMN.L BE
LOOT® AS Rf0H1INFD
o
_
BARB
• OPENIM C ,�
----
i-- 'L' W W+ V-0"
i If RFMRB •
n� a CENiE11.4
N6 BARN
P OPB,IM
SECTION 'C-C'
. "
°
9" MIN
z
O W
H>$
Q
f#
¢MO
w`LL
Q o
mf w0�
gpMQ
i
a'�•
• ��
TO 15'-0".
'
PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH e"
'L' e•
OSHA STANDARD 1928.704.
PLAN TOP SLAB
r
W
M
•
CUT OR FORM OPENINGS FOR PIPE TO PROVIDE
°
C
M
REQUIRED IRED SIZE AND LOCATION. ORIENT WAFFLE WALL STRUCTURES
Z
0 o
SO THAT PIPES ENTER THROWN THE
w F
i PrN
KNOCKOUT/WAFFLE PANELS ONLY. PIPES MAY ENTER THROUGH
':
CORNER CUT DETAIL
p = "'E
•� m
S
THE CORNPERS OF SOLID WALL BOXES IF A MINIMA OF 8N OF
WALL I8 ROVIDED ABOVE THE HOLE.
L-_SOLID WALL tiOX)
2
C
3
y
z yy
'
ALL ELEMENTS PRECAST TO MEET ARTM CAi3.
FRAME AND ORATE HEI(i11T MAY BE ADJUSTED WITH CONCRETE
e#+'L' OR TWW
O
MT Z
1'1 p
N D a
•
OR BRICK IN ACCORDANCE WITH STANDARD 840.25.
PROVIDE PRECAST STRUCTURES OVER 4'-0" IN DEPTH WITH t"
as REMAINS
pA a• CENIE119
Z
6O6 �7 G
#f REIWIS
Q Z W
GFii O
III
+
STEPS AS DIRECTED BY THE ENGINEER.I'.:
WELDED WIRE FABRIC MAY BE SUBSTITUTED F0H1 RF9AR AS LOG; ...
��
CIA ' �3?EE
O N o
yOy
O CO y
AS THE SAYE AREA OF STEEL IS PROVIDED.
GO G J
In -I
SEAL JOINTS WITH A FLEXIBLE BUTYL RUBBER PRECAST
RISER PLAN
PRECAST RISER DETAIL
�w
y S
BASE CONFORMING TO FEDERAL SPECIFICATION SS.S.21A,
F
r C•, m
W O
•
AASHTO Y-198, TYPE B - BUTYL RUBBER.
LIMIT MAXIMA STRUCTURE SIZE TO INSIDE CLEAR
` W
HIM
.-. s
OF X 0"
w C ...
m
•
THE OUTSIDE PIPE DIAMETER PLUS 2" OR THE OPENING
THE PE D T
REQUIRED FOR FRAME AND CUTE IS THE MINIMUM STRUCTURE
e•
IL
SIZE WHICHEVER IS GREATER.
F�-�I
•
USE MAWIOLE FRAME AND COVER AS INDICATED ON THE PLANS.
1
REINFORCE OPENING AS SHOWN ON THIS ShI
SECTION VIEW
SECTION VIEW
ET zxOF z
OPTIONAL JOINT
DETAILS
SHOT G°G
84o45
0
OPRECAST DRAINAGE STRUCTURE
4 2 OF 2
c
om
ET
tiZZ
INN WO9
„rm„im��
y D
s Tp�1 CyYm
`9
a„mom
Opr
n ~�
D
y0
Sit
4ENERAL NOTES
OWE 4WD PWI YIXIYW gxPRmlw 91aE16T1 CWIERETE.
FARRIUTE. AMEINLE FORT MESIa FIRECMF wxME WYPNFRra
MriM1ECE WITH A4En0 nM.
M6EEMLE RISEN NO STROM RIM WITH THE STEPE SPICED I2•
FWWI THE rev To TIME BDTTaII of THE MANHOLE.
MExE THE NNNOLE is ETFWEO TO ROW TRAFFIC CWM SETT
THE TOP a THE YNYOLE FLDa WITH THE SRQMD An A MIMI"
OF 6• AaOVE THE GHOHM AT DT6H LOCATIONS.
LTNI1 SEEM W FILL M W'-O' FINTONOY FINISH SAME M TOF
rOTla SVg.
THE YIN. SLAB IHIpDESS Y' tS THE: DIYENSIa SIP TIME
INTEREST PORTION OF THE TUPIM IN, TEM.
• TOP NOT EP MIIFaEFIEKM! MY WE NEGLECTED IF TOW MAD NOW
� RL.1=ygg
ALTERNATE
°
[x1eMRL
DIwN'.TEII
(FT.1
•
6
e
V
CONE SECTION�'
MANOR
1 W T
ON. ON.
OWL rrolaorTOY
7HICaE88 SLAB TXICWE6a
Iin.l Iix.l
4 a
6 S
a e
RIM
TnN.
AL
YIN. OERdiFAEMIAL
ARMS Of STEEL
PER VFMIGL FT.
IOU. [x.)
0.12
0,1a
0, to
MIA OF STEEL
z
.o.W
I-Y
z6r -�
NrO 0.
opaH'z
W Z
w5 LLS
G OOg
I-=� w
IT,
¢¢LL�JQ
ZO;¢
do
"O
NNI
A DISTIiN@BLE TOP AND W .
iS 0.07 tH.N
6X
r.2w
EOEENIIHIO
OaF
MIA
{0
s
PA
L- CLPRI . u°RaT`AR
LOCATE WALL MINFWEDENT
IN nWNA MAIM OF MALL
r
'
IN
•LINE
I
w ry
WIN. MEL W MWL
R
IN FEW
�L
C
W
H
0.AB a NO% F a• D19.
•.
STEP M.
FITtl)
Z
EANMYtE FACE
M. BW.ON
a
N i
FLAT TOP SLAB
sIRPAN1WE11nN.
w
a.
REINFaWTEYTI
6
z
AWInoXK M EMT
Sim OF
A[T EACH
LDMITIDEWL
MIN.
o YW d
ail
CLEAR of MOTIF
PULE BARB DIAWML
aOF p
CLEAR OF BUPFM FACEI RISER
AN - 0.12 Ix.•/FT.)
q
N O
TO CORM"
9
ITYP.1
W J"
ITTO
FTurE • eRATE
\,-
SEE STD. "0.54
i
x 40,
a
HOLAL
R�II1O'•NAID W1'FR
arWE
"W" 3
FIT
9
IF III
J
MxxFpxfD SOME.
w
'I _, _ I'
`V'f 11AtYYY- •
. .r
-��M)
`
HNE NIX. MFA OF STEEL
REWI
m
•
OFF PfiERLr�INIDA.______
iERIN
C
•,
M
d
TYPICAL
MANHOLE SECTION
_ TOP I
ORATES INLET OPTION MANHOLE
OPTION
840 52
840.52
OPRECAST STORM MANHOLE
6 1 OF
ANY FILL MATERIAL
USED TO CONSTRUCT
INFILTRATION BASINS
MUST BE CLEAN SAND
WITH LESS THAN 7%
PASSING 200 SIEVE.
CONSTRUCTION NOTES
CONCRETE CONTROL STRUCTURE (TOP OF RISE PIPE = 269.11)
GRADE UTIUZE NEENAH GRATE TYPE 4884-A OR APPROVED EQUAL)
t00-YEAR STORM F1EV= 269.66
10-YEAR STORM ELEV= 266.87
�GEOTEXTILE FILTER FABRIC��-
INLET PIPE i 3.0 ELEV: 268.00
4" LAYER CLEAN SAND
CARE SHOULD BE USED DURING INSTALLATION TO MINIMIZE
COMPACTION OF SOIL ON THE BOTTOM AND WALLS WA OF INFILTRATION
DEVICES SINCE THIS WILL REDUCE THE PERMEABILITY AT THE SOIL
INTERFACE. TO AVOID COMPACTING THE DRAINAGE MEDIA, LIGHT
EQUIPMENT AND CONSTRUCTION TECHNIQUES THAT MINIMIZE
COMPACTION SHOULD BE USED.
RUNOFF SHALL NOT BE DIRECTED INTO AN INFILTRATION DEVICE
UNTIL THE DRAINAGE AREA IS STABILIZED A CONSTRUCTION
NSUC TR TION
SEQUENCE MUST BE FOLLOWED THAT REFLECTS THE NEED TO
STABILIZE THE INFILTRATION DEVICE. THE LONGEVITY OF INFILTRATION
DEVICES IS STRONGLY INFLUENCED BY THE CARE TAKEN DURING
CONSTRUCTION.
A MINIMUM OF ONE OBSERVATION WELL SHALL BE INCLUDED IN THE
DESIGN OF AN INFILTRATION SYSTEM TO PERIODICALLY VERIFY THAT
THE DRAINAGE MEDIA IS FULLY DRAINING. THE MONITORING WELL
SHALL CONSIST OF A 4-INCH TO 6-INCH DIAMETER, PERFORATED
POLYVINYL CHLORIDE (PVC) PIPE WITH A LOCKING CAP. THE WELL
SHOULD BE PLACED NEAR THE CENTER OF THE FACILITY OR IN THE
GENERAL LOCATION OF THE LOWEST POINT WITHIN THE FACILITY, WITH
THE INVERT AT THE EXCAVATED BOTTOM OF THE FACILITY.
. Y LrT�r � 4Wi�4 1
iP1a IA`.�A�4
GABION STONE
SHWT = 265.00_
INFILTRATION BASIN BMP
N-T.S.
SI.TI.IPX./il:GN�.
-ANY FILL MATERIAL
USED TO CONSTRUCT
INFILTRATION BASINS
MUST BE CLEAN SAND
WITH LESS THAN 7%
.00' PASSING 200 SIEVE.
RCP OUTFALL (REFER TO GRADING
PLAN FOR PROPOSED ELEVATIONS)
PLEASE REFER TO SECTION 7.0, GENERAL BMP MAINTENANCE, FOR INFORMATION ON TYPES OF MAINTENANCE, TYPICAL
FREQUENCY, AND SPECIFIC MAINTENANCE TASKS THAT ARE COMMON TO ALL BMPS. THE FOLLOWING INFORMATION IS
MAINTENANCE THAT IS SPECIFIC TO INFILTRATION DEVICES.
FOR THE FIRST YEAR OF OPERATION, INSTALLATIONS SHOULD BE INSPECTED MONTHLY AND AFTER EACH MAJOR STORM.
AFTER THE FIRST YEARQUARTERLY INSPECTIONS PREFERABLY CONDUCTED AFTER A STORM ARE RECOMMENDED.
MAINTENANCE IS VERY IMPORTANT FOR INFILTRATION DEVICES. PROPERTY OWNERS SHOULD BE EDUCATED IN THE FUNCTION
AND MAINTENANCE REQUIREMENTS OF INFILTRATION DEVICES. ESPECIALLY IMPORTANT IS THE MAINTENANCE OF VEGETATED
AREAS THAT DRAIN TO THE INFILTRATION SYSTEM. AREAS THAT ARE ALLOWED TO BECOME BARE AND UNVEGETATED WILL
CONTRIBUTE EXCESS SEDIMENT TO THE INFILTRATION SYSTEM AND HASTEN ITS FAILURE. ANY SEDIMENT DEPOSITS IN
PRETREATMENT DEVICES SHOULD BE REMOVED AT LEAST ANNUALLY.
THE SURFACE OF INFILTRATION SYSTEMS MUST BE KEPT IN GOOD CONDITION. COLONIZATION BY GRASS OR OTHER PLANTS
SHOULD BE DISCOURAGED, SINCE THIS CAN LEAD TO REDUCED SURFACE INFILTRATION RATES. IN MANY INSTANCES, IT IS
CONVENIENT TO COVER INFILTRATION TRENCHES WITH CONCRETE GRID PAVERS OR SIMILAR PERMEABLE PAVING SYSTEMS
THAT CAN BE REMOVED EASILY AND REPLACED AS NECESSARY TO SERVICE THE TRENCH.
IN ORDER TO MONITOR PERFORMANCE OF THE INFILTRATION DEVICE, OBSERVATIONS SHOULD BE CONDUCTED TO DETERMINE
HOW LONG IT TAKES RETAINED WATER TO INFILTRATE INTO THE SOIL AFTER A STORM EVENT. THE DETERMINATION CAN BE
MADE IN TWO WAYS. THE MOST INFORMATIVE WAY IS TO READ THE WATER LEVEL SEVERAL TIMES OVER A PERIOD OF DAYS
AFTER A LARGE STORM. THE ALTERNATIVE IS A "ONE -STOP" METHOD, WHERE A SINGLE READING IS TAKEN AND COMPARED
WITH THE LOCAL RAINFALL RECORD- ALTHOUGH LESS ACCURATE THAN THE MULTIPLE READING METHOD, THE ONE -STOP
METHOD WILL STILL ALLOW SIGNIFICANT DETERIORATION IN PERFORMANCE TO BE RECOGNIZED.
THE TOP SEVERAL INCHES OF DRAINAGE MEDIA AND THE FILTER CLOTH ALONG THE TOP OF THE DRAINAGE MEDIA SHOULD
BE REPLACED ANNUALLY OR AT LEAST WHEN THE DEWATERING TIME IS LONGER THAN 5 DAYS. IF AFTER REPLACING THE
TOP MEDIA THE INFILTRATION RATE IS STILL NOT IN THE ACCEPTABLE RANGE, THE ENTIRE FACILITY MUST BE DISMANTLED
AND RECONSTRUCTED.
PROPER DISPOSAL OF THE MATERIALS REMOVED IS NECESSARY; THE AGGREGATE AND CLOTH SHOULD BE APPROPRIATELY
PACKAGED AND DELIVERED TO THE LOCAL LANDFILL, IF THE OPERATING AUTHORITY APPROVES THE DISPOSAL.
SINCE INFILTRATION TRENCHES AND INFILTRATION BASINS HAVE DIFFERENT CONFIGURATIONS AND MAINTENANCE NEEDS, AN
APPROPRIATE SAMPLE OPERATION AND MAINTENANCE TABLE IS OFFERED FOR EACH ONE.
38
1 10
X 1 1 /4
OPENINGS
o0
O O O
o00 91/4R.J 25
35 3/41 00000000000 35 3/4
�OOOOD�0�00 2,R
5 MAX. 23 1 /Z
oa00000aoco 1 �
1 MAX
�GRATE 26�
O O O C O 0 0 0a 0 0 0
�--- 27 1 /4
I 38
1 1
3 3/4
6 1 /4
NOTES:
1- MATERIAL: ASTM-A48 CLASS 'I
35B GRAY IRON.
2- FRAME WT: 270 _BS. APP.
3-- GRATE WT: 180 LBS. APP.
U.S. FOUNDRY & MFG. CORP.
MEDLEY, FLORIDA
USF 5154 FRAME & 6283 GRATE
ROLL TYPE CURB
°•L eC A . 1" - 1' w CB 03 94
A3175 N" 6
7)MOUNTABLE CURB CATCH BASIN OR APPROVED EQUAL
N.T.S.
SODDED SIDES
AND BOTTOM
(VARIES) (VARIES) (VARIES)
15 oQF
1
GRASSED SWALE DETAIL
SCALE: NOT TO SCALE
,Or,a¢nIs
Cons ruciicn r 3 r i� r E H 3 !a^,c;1 8 is
required bl hF s ET a; , : ,. 4crlh Carolina
rules revuiie E- t L ti sic w . r syst_' designer
In3i.ect CIU, Ing GO iFt-wb,',r.. ,.iFv conto"Ry with the
plans and spew; and cen:T cr.nc;;!aNGe with the
stormwater rules. (15A t,C,AC 2H _100e (i) l
Permit+# SLL)(e11,0704 Date 3.1Ji. ZD(L
by A't V^gkJ 0 B.L-L.
Sheet# C' 22,0'3 ReviGlonData lo•zl• tl
FORT BRAGG
RC I FAMILY
HOUSING
FORT BRAGG, NC
ON
PICERNE
MILITq NY H(IVS,Np
( FOR'bRAvv NC
BRAGG BRAGG-PICERNE
COMMUNITIES, LLC PARTNERS, LLC
CONSULTANTS:
CIVIL
IOmley-Hom and Associates, Inc.
NC License AF-0102
333 Fayetteville Street
Raleigh, NC 27601
T 919.677M
F 919.03.5B47
ARCHITECT
Cooper Carry. Inc.
3520 Piedmont Road, N.E.
Atlartle, GA. 30305-1595
T 404.2372000
F 404237.0276
SURVEYOR
McKim & Creed
104 Gillespie She
Fay 2830 Fayetteville, NC 1
T 910.323.3400
F 910.323.1028
GEOTECHNICAL ENGINEER
ECS Carolinas, LLP
726 Ramsey Street, Suite 3
Fayede rilie, NC 28301
T 910.401.3288
F 910.323.0539
ISSUED FOR
CONSTRUCTION
SEAL:
PROJECT PHASE:
LINDEN OAKS
PHASE 2D
DRAWING TITLE:
STORM DETAILS
ISSUED FOR:
CONSTRUCTION
ISSUE DATE: 10/21/11
REVISIONS:
SHEET: C22.03
KHA PROJECT NUMBER:
012332009
DISCIPLINE: CIVIL ENGINEERING
SECTION X-X
© 2011 KIMLEY-HORN AND ASSOCIATES, INC

CAPPED CLEAN OUT, TYP
SODDED SIDE SLOPES AND
BOTTOM
CLASS "C" GEOTEXTILE FABRIC
ALONG SIDE OF RAIN GARDEN (VARIES) (VARIES) VARIES)
ALONG COMPACTED SUBGRADE .
3•�
ELEV: 359.00'
SHWT ESTIMATED AS 357.00' 0
BIONIC; I. N110N SOiI_
VIXTURE PER
SPt CTICAT1oN
NATIVE SOIL, NO COMPACTION—J
SECTION A' -A': UNDERDRAIN
BIORETENTION SOIL MIXTURE NOT TO SCALE
ITEM
PERCENT BY WEIGHT
MATERIAL
SAND
85-88%
CONSTRUCTION SAND
FINES
8-12%
SILT AND CLAY
ORGANIC MATTER
3-5%
PEAT MOSS
CAPPED CLEANOUT, TYP.
ADDITIONAL
UNDERGROUND PIPES TO
BE ADDED AS SHOWN IN
THE GRADING AND
DRAINAGE PLAN
CO-2G-100
CO-2G-101
0 0 0 0 0 0
0 _o__ 0 0 0 0
_o
0 0
PLAN VIEW
NOT TO SCALE
15" RCP---\
CLASS "C" GEOTEXTILE
FABRIC ALONG SIDE OF
RAIN GARDEN ALONG
COMPACTED SUBGRADE
CLASS "C" GEOTEXTILE
FABRIC AROUND WASHED
STONE
#57 STONE (WASHED)
4" SCHEDULE 40 PVC, SDR-35,
OR SMOOTH WALL CORRUGATED
PLASTIC PIPE SLOPED AT 0.50%
WITH 3/8" PERFERATIONS ® 6"
ON CENTER (4 HOLES PER ROW)
NOTES:
PONDING DEPTH: 12"
UNDERDRAIN TO BE 3/8" PERF. ® 6" O.C., 4 HOLES PER
ROW, SLOPED AT 0.50%; MINIMUM OF 3" OF GRAVEL OVER
AND ON EITHER SIDE OF PIPES; GRAVEL NOT NECESSARY
UNDER PIPES.
UNDERDRAIN PIPES AND CLEANOUTS SHOULD BE LOCATED IN
THE QUANTITY AND ELEVATION FOUND ON THE GRADING AND
DRAINAGE PLAN.
SANDY LOAM/LOAMY SAND; FINES SHOULD BE LIMITED TO TWENTY
PERCENT OR LESS PASSING THROUGH A #200 SIEVE. MINIMUM
INFILTRATION RATE = 2"/HR
CS-2G-70
RIM: 363.00
INV IN: 358.62 (CO-2G-100)
INV IN: 358.58 (CO-213-101)
INV OUT: 356.00
4" SCHEDULE 40 PVC, SDR-35,
OR SMOOTH WALL CORRUGATED
PLASTIC PIPE SLOPED AT 0.50%
WITH 3/8" PERFERATIONS 0 6"
ON CENTER (4 HOLES PER ROW)
RAIN GARDEN MAINTENANCE NOTES:
1. RAIN GARDEN AREA SHOULD DRAIN DOWN IN 12
HOURS AFTER A 1" STORM. IF WATER PONDS
LONGER, MAINTENANCE IS REQUIRED.
2. REMOVE SEDIMENT FROM UPSTREAM DRAINAGE
AREAS SO RAIN GARDEN DOES NOT CLOG.
3. REMOVE TRASH REGULARLY
Bioretention Soil Mixture (BSM): shall be placed and graded using low ground —contact pressure equipment or by excavators
and/or backhoes operating on the ground adjacent to the bioretention facility. No heavy equipment shall be used within the
perimeter of the bioretention facility before, during, or after the placement of the BSM. The BSM shall be placed in horizontal
layers not to exceed 12 inches for the entre area of the bioretention facility. The BSM shall be compacted by saturating the
entire area of the bioretention facility after each lift of BSM is placed until water flows from the underdrain. Water for
saturation shall be applied by spraying or Sprinkling. An appropriate sediment control device shall be used to treat any
sediment —laden water discharged from the inderdrain. If the BSM becomes contaminated during the construction of the facility,
the contaminated material shall be removes and replaced with uncontaminated material at no additional cost to the Owner.
Final grading of the BSM shall be performed after a 24—hour settling period. Final elevations shall be within 2 inches of
elevations shown on the Contract Plans.
The Bioretention Soil Mixture (BSM) shall be a uniform mix, free of stones, stumps, roots or other similar objects larger than
two inches excluding mulch. No other materials or substances shall be mixed or dumped within the bioretention area that may
be harmful to plant growth, or prove a hindrance to the planting or maintenance operations.
BSM must have a P—index of 10 to 30
Prior to placing the underdrain and the BSM, the bottom of the excavation shall be roto—tilled to a minimum depth of 6 inches
to alleviate any compaction of the facility tottom. Any substitute method for roto—tilling must be approved by the Engineer prior
to use. Any ponded water shall be removed from the bottom of the facility and the soil shall be friable before roto—tilling.
Grass sod shall be used in bioretention area.
Grassed sod must not be grown in soil witn an impermeable (clay) layer
B10-RETENTION BMP
GENERAL NOTES:
1. MORTAR JOINTS SHOULD BE BETWEEN 3/8" AND 5/8" THICK.
2. ALL CONCRETE TO BE 3600 P.S.I COMPRESSIVE STRENGTH.
3. THE 6" OPENING SHOWN MAY BE INCREASED TO 8" MAX. IF DEEMED TO
BE NECESSARY BY THE ENGINEER.
4. ALL CATCH BASIN OVER 3'-6" IN DEPTH SHALL BE PROVIDED WITH STEPS
V-2" ON CENTERS.
5. CONCRETE BRICK MAY BE USED IN LIEU OF HARD COMMON CLAY BRICK.
6. PRECAST DRAINAGE STRUCTURES WILL BE PERMITTED
7. JUMBO BRICK WILL BE PERMITTED.
8, FOR 8'-0" IN HEIGHT OR LESS USE 8" WALL. OVER 8'-0" IN HEIGHT USE 12"
WALL TO 6'-0" FROM TOP OF WALL, AND 8" WALL FOR THE REMAINING 6'-0".
9. ALL EXPOSED JOINTS WILL BE CONCAVE TOOLED.
10. ALL PIPE IN STORM DRAIN STRUCTURE SHALL BE STRUCK EVEN WITH THE
INSIDE WALL, GROUTED AND BRUSHED SMOOTH.
11. WEEP HOLES SHALL BE PLACED IN BACK WALL WITH FILTER FABRIC
OR STONE ON BACK SIDE.
DIMENSIONS OF
BOX AND PIPE
REINFORCING
COVER
PIPE
SPAN
WIDTH
HEIGHT
BARS — X
BARS — Y
TOTAL
DIMENSION
D
A
B
H100N)
NO.
LENGTH
NO.
ILENGTHI
LBS.
F
G
15"
3'-6"
2'-3"
2'-7"
2
3'-4"
7
4'-7"
26
4'-10
3'-7"
18"
4'-0"
2'-8"
2'-11"
2
3'-9"
8
5'-1"
33
5'-4"
4'-0"
24"
4'-0"
2'-8"
3'-5"
2
3'-9"
8
5'-1"
33
5'-4"
4'-0"
30"
4'-0"
3'-6"
3'-11"
2
4'-7"
9
5'-1"
37
5'-4"
'-10"
36'
4'-0"
3'-6"
4'-6"
2
4'-7"
9
5'-1"
37
5'-4"4'-10"
42"
4'-0"
3'-5"
4'-11"
2
4'-7"
9
5'-1"
37
5'-4"4'-10"
481,
4'-6"
4'-0"
5'-5"
1 2
5'-1"
10
5'-7"
45
5'-10
5'-4"
OYARD INLET
AND COVER
6" OPENING
) I COVER
(ALL 4 SIDES
INLET
z
z
z
0
El
SECTION Y—Y
PLAN
■■
p
SECTION X—X
r L 0.osu bents
Construcvon is accnr�.> >=:'; ova. <-• a dam+'=am Ii a is
required by the st=.r; maa ;fir 2s.-rr"_1. ,Neirth Carolina
ri lii require that L'ra y%%ern designer
Insp©at during a'rret;uc,, cep iP,r con;ormtty with the
plans aril specs, and cel oy co-:rr.-,,'iauna with the
stermviater rules. (1,5A tKCAC 2H .I CUP (D )
Permit # G r� b CaferL..
by a i ►IOALt� '� e�„""r°r"f'tsraaatay
FORT BRAGG
RC I FAMILY
HOUSING
FORT BRAGG, NC
OWNER- DEVELOPER:
t
PICERNE
MILITAR, HOUSING
Imo" FORT BRAGG, NC
BRAGG BRAGG-PICERNE
COMMUNITIES, LLC PARTNERS, LLC
CONSULTANTS:
r1II
Mmley-fiom and Associates, Inc.
NC License NF-0102
333 Fayetteville Street
Raleigh, NC 27601
T 919.677.2000
F 919.653.5847
ARCHITECT
Cooper Carry. Inc.
3520 Piedmont Road, N.E.
Atlanta, GA. 3030&1595
T404.237.2000
F 404.237.0276
SURVEYOR
McIOm & Creed
104 Gillespie Street
Fayetteville, NC 28301
T 910,323.3400
F 910.323.1028
GEOTECHNICAL ENGINEER
ECS Carolinas, LLP
726 Ramsey Street, Suite 3
Fayetteville, NC 20301
T 910.401.3288
F 910.323.0539
ISSUED FOR
CONSTRUCTION
SEAL:
PROJECT PHASE:
LINDEN OAKS
PHASE 2G
DRAWING TITLE:
STORM DETAILS
ISSUED FOR:
CONSTRUCTION
ISSUE DATE: 10/13/11
REVISIONS:
SHEET: C22.03A
KHA PROJECT NUMBER: 012332009
DISCIPLINE: CIVIL ENGINEERING
02011 KIMLEY—HORN AND ASSOCIATES, INC.

ED
m
LL
CI
Of
E
I
I
0
i z
TO
TOP OF FILL - TOP OF FILL-__ _ IDP or FUL-_ _-_
pN
ZE
D Mao_
_ _
zFQx
r�T�LD
OIWXp SNE _ GPOVNO THE __- N OPbINO LINE
AliLLJpF-,p
N H
- -
O D -1
xODym
_ \ - ♦
AZz -
D
FW-oFos
Z
-
ZW
,ZA0A��
r
l a I O.O. rz4 YCH -
LE SS iINN 3
I Q
AD OO N¢'
p�AHOT
( -t t 1
D
--XacN
IDo poDlzH
_
I - EAPIH
Yu oorzYi
WAa
z �•
r'N 3 O 0 . x As DIRECTED eY ENGR.- 0 0 ♦
xo1 LESS _ a _ Mr LEss tl'.. _ OR .1
o
NORMAL EARTH FOUNDATION ROCK
_FOUNDATION
PIPE IN TRENCH UNSUITABLE MATERIAL FOUNDATION
M M FILL -- TOP OF FILL -- TOP M FILL
r3TI
TO
--- - - - - -.. - - -
¢
x
- - - - - - -- -_
f.
YIH 0 tl. YI _
N YIX 0 O N NIX. ..D __ _ N Oy :N YIN 0 D -
O Q
- _-_
-I - -
L --
6PWre LlxE 1-
Z
Ocx0uN0
LINEi !
7, m
x.D -
cRWND LINE I o - '#f�
3 �
Q y
2 D
- m
o 0 ! D o.,z xm - `- 1 D. o.nz Ylx.
♦.
LU C)
O v
�;. NOT LEss -ICU, n' _ 0 0 _ YOI I'M THAN 6" = -- }
IL
- N
D 't p
o 0 z D D z -- POCK O.n raa .1 �__ As DIRECTED
-. _ YIN 0 O__ DO MI 0 O BV ENBIXEEP
_ ' NOT LESS TXAN 3 -�.-
z W
Q 6 �
CA
NORMAL EARTH FOUNDATION ROCK FOUNDATION UNSUITABLE MATERIAL FOUNDATION
-
rn LL
D
PIPE ABOVE GROUND
x O
NPPDVEO sux.LOCI NnrePIAL DP SELECT uEP TIAL 1. rouNMnOx CANOInoxING
6ENEML ROOM]
a T
p5 OIPECTm BY1 1. EMOINEEP.
O
0
1 O. - THE MAXIMUM 1X1170 TAt INSIDE DIMENSION. APPROVED BACKFILL ON SELECT OACNFILL MATERIAL. FEN 'NIS GREATER THAN 30'.
z
USE SELECT MATERIAL OF THE APPROPRIATE CLASS AS FOLLOWS
W F
O
I. - THE WVtI.. P.OPILONIAL W'ELSE OIYENSION. E 'i UNDISTURBED EMTH MATERIAL
W
Z
X - 'HE FILL XEION- WASUIED VERTICALLY AT AN" POINT _ SELECT NATEPIAL- E
G
A. THE PIPE FARM THE TOP OF THE PIPE TO THE TOP CVSS IV OVER 50 FEET
5 IlI
F THE EMRANKMIM AT THAT PRINT. OVER 40 FEE! THflOWN 50 FEET
0 Po
C1 A09 t,FEET
DYED 30 FEEF ALL
TWIT A IS
INSTALLATION
CL0.50 OF SELECT ,MATERIAL LEAD FOR TI MINIMAL FIVE INSTALLATION.
THEEASED PIPE A HII CIASS
BASED OX THE MAXAL, MALHOT WHICH OCLASS IV,
V N S N LOUUTIr C ON
MATERIAL OR SELECT MATERIAL SELECT MATERIAL, NOT To EXCEED !RED IV, Y4Y SEE FE IN LEOF CLASS II OR III.
- LOOSELY PLACED CONDITIONING
INGSUITABLEND DLOCALIRECTED
FOP EMIT BE M GIXbtitgllNG A$ DIRECTED BY THE ENGINEER.M$TONF $ELECT MATERIAL WILL MD ISt REWIRED MWXO I,gOE PoRI[IX15 OF AN INO[VIDUAL
W LL MOi BE LOED1 PIPE INSTALLATION LOCATED UNDER TPAT PAST OF THE FILL WEEK X IS 30 FEET ON LESS
$HEEI 1 DF 1
SHEET T OF 1
OD 00 1] .E
300. oy
00 MT OPERATE HUW EWIPYEM OVER ANY PIPE CULVERT UNTIL THE PIPE CIILVENi XPS
1
BEEN PROPERLY ONXFILLED AND COVERED WITH AT 1-EAST 3 LILTOF APPROYEO INTENT1HA
• I
m
„ 7I D
r H .
ru 33P
moDO
MC)
o
zV I
a
TOM z
In z�8 Wro Z
0-10
m T
OMETHOD FOR PIPE INSTALLATION
1 IOF1
oEWCAAi NMIe4:
+:t KIFE .1 LOCAL..
r0 WE LRO MALT HE ER dM1A1 M MNB W
Imo" At LounAMM AM Ruearm er THE ewzxeu.
1 R• a:t sLaE EMNMAr1R To We w•em a Fupm Ew rtsnoMe aF rvE
�rt�YLD®'RGAN, L4El 1{ i� 1:t elvE OMMLv WORE WPX ql %ASR p, AE DIR[Cl� RY TIE FRV4FER 1
OWN IaFT EO � IMW. WMHB TO WE CWWfEREO t".
ENVERNM�
111 / cLANE •I' cwc.ETE MAIL ED !WED Ix FYDwus.
RLAMMR PMa mM. ,MAMA FARMALLY OWN, 0x ,RZ Ar o
AeETYEM TS AND NET ®lEFB.
Ya���
MOMYL I,-
FILL
RWE
1
pµvEHW eo eEDllax�
ales BAIL reD
0) 3 E1YM,LI SLOPE DETAIL
PLAN EVE NEGIVEKe - Y
_ EY, 0 St£8 FA 't
SECTION-XX
DE/hIEW OF GIVDMT
I �
f 1 '
F-
FRONT ELEVATION
INNORD pW 4a, 1Y1®EIE MA VT3l IN FM [MIMIC
BTFAWWR, EWWALta
a®m E 's
DIA
1
O
H
x
I
TO
O
x
x
L
r0'1
le
TH•
rT
Ille
a4"
Y-r
0.09
1 D•
r.E•
D.C'
e•✓
Ule
18'
Iw
V sA
f.4'
WA-
A' tY
O 10
18"
8
V.r
1'.8"
M.D-
s.,V
..IS
24^
2k
1 P
710"
vMI'
Y-A'
0.21
1' ..
1 I0'
W-11•
a's^
0..
30,
244-
IWI'
Y•1'
I'•,-
V-10°
D-a0
I'-6'
Y-I^
r�r
ICUr
9.H
aB"
8^
ZY
2'.e•
1'-9'
1W-:
B.H
Y-8'
1d"
ll'-P
O.BB
aP"
ah'
sJ°
r.W
rs•
1Y CA
0.71
2'-8'
2'.n1
1'.W
t A4.
D.w
ALE"
.,
I re
W-V
14-
DV I.
a."
T,O'
E-2'
Y.Y"
'Il-e
I.,I
PLAN IN SKEW
R(p8 L, 1'LMED END Yl:iEgW
P E
,M. 1 DIY. OF RODS
ARE -MA.
in
fABWIC
I..
Z-AWXUP 0^ DICE FORD
3JOEW
tF^.YYdY 1W1.>
le•
2amocir-0" arm PODS
2.WE
10'•II&IIO.1Mi.i
Ma^
R-4arm-0^ R[RO�i
MJ
9.0°B
IR I. @.ISEI.i
Mu.
2-qw-0" in. Now
4.61Z
4L^.LWFwUN E,
so,
Z-'7 ABIDE NOW
E!%R
R.O16
Dr. -MIN I
2D-
z-s+XR'-0" aILF BOW
10.(OB
AN'-4M-1 .e
RR•
MEAL IAIm
6. oLe
OFLARED END SECTION
2 1 OF 1
11. LIMA
FXn. aC.. OVLMWIOM
olw.
A
9
c
E
F
LEA
.•
R'.M
4'sra'
Ye
VANN`
ib"
E'
2 1
Y�W"
x�R'
!H•
fC
a
T-3"
0•-10•
9 D'
Y4'
W
L'.NT
A'.NA
t•.AI°
We
8'g11'
1f
f w
V...
99D1E
♦9•
C.IM°
Ae
i W"
SAL'
r-n'
I
I,
A1'
Y.Y
W-P
Y.4'
Y.0
Y.i
pC3
..�
--
234"
Oy
1=Y
GG
DETAIL SHOWING TYPES OF GRATES
ACCORDING TO WATER FLOW.
2 11 {
�. -_._
_
1
Imo„
as
z¢iE�
USE
S
mmmD�
z x
YNxtioO
-
1
_
00,=
Io¢VI
s0z0m
- x
-TYPE "G" TYPE "E" TYPE F'
�A
A
O
1
III
. .
_
I�j��II(1I--._
O� IJIJ O
a
- WATER FLOW -� SAG -- - WATER FLOW --
00
D
-1__-9/8"
']
It
z
nQ¢
Np
a
z
B
11�2 �e
-
y`
_SECTION B-e
D WD 6zi
--+- WATER FLOW -- SAG WATER FLOW ---
144 1
21/4
_ I-
z
i O m
A- 3• Tr
lD
SECTION A -A
=
g
mDo
x
=
z
TYPE 'IF" TYPE "E" TYPE "Go
TYPE - E.
g Z Q
m y D
_-
-- q RAISED FLOW ARROW
"
D D z
P
2�'q
-%1B" HIGH
-
2'v4 --� _ 1
p
"
Qo
z0 m j
D p
RAISED FLOW ARROW -
,," HIGH -__-_.
I
- 1-
D � _
( 1
¢ W
� F
y
Q
G I-
¢
D =
0 G
-
m
L AN O
LLI ED
O
O D
J
1Y2'N. 1�°� t 1/8-
-
1� R`� y8"
U U. a
2'- 113.4
2'-1144 '
--
SECTION A A_
,,2.,
-I
TYPE --F':
TYPE G
y�7e"
SECTION A -A
--
;HIEr 2 of 2
SHEET 2 OF 2
HALO.O3
840.03
m
O�
My
Z
D
Dwon
Fmw Do
mz-1DD
GO
AO y
?mD m
CO
ZxMom
"0�;
O➢DD
z
OFRAME, GRATES, AND HOODS
3 1 OF 2
z
0
HN
Y
NOTES:
Qw= .
W1 (FT 1
' THIS PRECAST L MAY BE USED FOR THE FOLL.39, ING
,Z.,¢a
-_. --
_--D
� _g�N_•
6TANOM05'. 838.2t, 838.27, 838-33 AND 838.39.
8 8.21,
2D
'LJdF+Z
• TNSTAII PRFCM1I ENDWALIS WITH WINGS AND PAY
JO¢w= -
Z
N ACCORDANCE WITHSPECIFICATION ECTION B38.
FOR I ACCO D 5
'JQ LL x
a
-
-
T USE PSI
-U O
ALL xAIDFORDING STEEL WBRIC MEETS !STY A615
PON IDE REINFORCING
2,o W
FON GRAPE 60 AND WELDED WIPE FABRIC CONFORMING
SHARE
OQam QJ
/
-- TO ASTM MRS WITH 2" MIN. CLEARANCE.
OA�_9
H2.
PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
HE OSHA STANDARD 1926A04.
Z
M a EI)
SHOUTED SITE BY
O p
CS/RCP
Hi Hi
PIPE TO BE INTO HEP➢MLL AT JOB
CONTRACTOR
ALL ELEMENTS PRECAST TO MEET ASTM L913.
W
0
m
- WELDED WIRE FABMANY Y BE SUBSTITUTED FOR HEW
I .-•-
-- 1 AS LONG AS THE GONE AREA OF STEEL IS PROVIDED.
CH(YIFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
e 0 C.(TYP-) m 6_ `.
8" O.C.(rYP.)
- REFER TO CHART
BE
T
0
a
-REFER TO CHART
PoR BAN SIZE
FOR BAD SIZE
- - - --_-- --------
NOTE: THE YININUM BAR SIZE SHALL BE #5 BASS
J Y
To
LD
m z
ELEVATION
SIDE
AT B LT3 THE
TO IHCHEASE
ISHTMCTOx WILL AVE THE OPTION
Txls BAR SUE A6 NEEDED.
J O
3
r
w
n�
°a
m y x
Z
N DO
ENDWALL DIMENSIONS
< W
O
L-_--.-W2 (FT.) -- --.. _-,
FT
MINIMUM
MIN./MAX
MIN./MAX
MIN /MAX.
MIN./MAX.
MIN./MAX
LU u
y Z
s Z D
', ,_„ _ _
PIPE DIA
BAR SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
a W
D
1.0
#5 @ 8'
1.25,2 00
2.0013 75
1.25/1.75
3 00'3. 75
5 50/6.00
V o
NM
1.25
05 @ 8
1.25)2 00
3 00/3. ]5
1 25/2 00
3 50/3.75
6.50/6. ]5
= x
-
M m D
'�, � � •- -.-
1.50
45 P 8
1.25/2.00
3.00/4.25
1.50I2.50
3 50/3. ]5
6.50/6. ]5
0
v E
m m a
-
�
T
\\
20
_#s @8
1.50 2 50
f
a.00 4. ]5
/
-
1 ]5 Z50
/
4 00/4 25
] 50 8.25
/
N
z
Z
'0 ,
25
#5 @e
2 M 5
50.3 0
a. 0 8.00
0/
2 00 3.00
r
4 50 5 50
r
10 00 11 .50
l
0 y w
c,
O
\�
3 0
N5 @ B
3 00/3 50
5 0016,00
2 >5/3.50
5 25 /5. ]5
11 50/t1.>6
O z
--
-
- -
ial
" a 0 OD
6.yp
3 5
#5 @ 8'
3.2514.50
6.00l6.75
3.25/3.50
6 00/6. ]5
12.00/13.25
Y W w
w r
4 .o
# @
s e
3.50 4 50
!
6 50/].00
3 25/3.50
6.50/6.75
13 00/13.25
d ¢
F r
m
PLAN
-
-
4.00'S00
- -
6.50/8.50
3.25I4.00
-
].00/9.25
---
13.50 15.75
a
LL
-
/5 00
].00/8.50
3 25(a.00
] 25l9.25
----
13 JS/15. ]5
s 5
45 @ 6"
4.50/5. DO
7.50/8.50
3 25/4.00
] 2519.25
14.00/15.75 _
- 6.0
#5 @ Ell
4.5015.DO
7.5018.56
3.25/4.00
775/9.26
14.76/16.75
OPRECAST CONCRETE HEADWALL
5 1 OF 1
o
TO
z
oy
¢-H
43" _ _ NOTE:
USE TYPE "E", "F" AND "G" GRATE
mcnlo
UNLESS OTHERWISE NOTED.
ON
PLC _: 44 P
„¢iU
DOZ
gf
1 -1
; -_-T
n�.
L7
ooyiz
ZODOm
m
NDO
211i
2L&"
WUQOx
O
Z �pO�i
,
N N
IS
FDn
00o'�
-
SECTIONS- LL
SECTION - MAN
(nP-Iyzw
=o-<
-iZ
f A A
"
ALIGN FRAME WITH INSIDE
-' 1 SNN
d"a
(Kilo
'
'.,
EDGE OF WALL TO ALLOW
' op
z
-
FOR VERTICAL ADJUSTMENT
WALL SECTION
1,
_°
ft -1
1 - -
SECTION - 80
_
1
B !_;
SECTION-- -PP
SECTION= NN
ED
PLAN
W FRAME,GRATE, & HOOD ASSYDO
JE-
N
4'L0 . L..
Z
O
Z
O
EDFri
6' 2'-ON 6'
1 1 -f
1 1 !
Ez S
ms
r
zCu
Z O m
3N_O�N
1
14.4 NN m
Q Q Q
mzD
D
o"
¢ u
n
K
K 1 N N
N i_
o
0 0
y-I
L IN
1
¢ W Q
D
y p
SECTION AN
_
---m
T
O ••
z Q 4
ABC cc
D i
L �M
T_ N �'
° O
O O HH
z
J FRAME
N N+
SECTION- _JJ
z
y ..O
x
NZ
i� ,
�9 - -.
- ___
-1
_
7
3, ON"
ss
f-.
'�W. 0
O m
y p
"m" O D
._.
.. „ .,
-I r k e _
,.CIS - °
! CE
¢,
_ -__...
R
1
a
3N R 2"
T
tI,
Z 7
W LL o
1
6• s
- _
31"2 _-. 31 ON, 3Lp �N
1 s..:f- 2 a" _. 6;;„ 'I.
)
''-2��.I _
I
�ll
SECTION - KK
^1
2 1112" " "
''. 41t'
Rl-i
HOOD ELEVATION
SECTION - RR
SHEET 1 OF 2
6SEET 1 OF 2
840.03
840.03
OFRAME, GRATES, AND HOODS
3 2 OF 2
m s L 6NN 6„ ,W, 6,N� ti0
0� - F-A" z _ z 1L4 CLR TVP r--Iz'L.
D.m-NOa m#
#4 REBARS - L'.r #4 REBARS
rOT�rD - - _
mz-IDD ppNxz
i,nym o AU
I THE PATTERN OF THE FCo¢ox
xmao aro Q<Go KNOCK -OUT , ' rx�z'p'
z H,o„�1 •+ 31, AH PANELS ARE SHOWN
pisz 3" a - a x FOR ILLUSTRATIYE
gya ' z z PURPOSES ONLY.
oKi Nor 3� #5 REBARS 12" 3 - #5 REBARS i. a0
z 'CENTERS (TAP.) 1 N 12"CENTERS
SECTION 'A A' 101 SECTION_ B B
T
D E
L' . I oll
<D-.
r B s --- - - W
W I _ II{ , j
m ED ! L - GLRx(TYP) ¢
Do A 44 REBARS �' A C 1" YIN. '# C O~
m W G A A CIA._(TYP) WAFFLE WALL ISOMETRIC VIEW
0 m BE 4X4 W4xW4-. z S
J
EH S ' - .- WINE (LAP t --#5 REBARS @ 12" '4j"Q �'+ f 3
0 0fD 3 WANE 6 ON- CENTERS (HORIZ. ¢ y W
D y 1 - - TO REBARS) & VERT.)
z D Z E --1 (USE WITH �h`., O W W
0 0D Lam..- - T o A' X 4' &LARGER +'' •,".� p R7 W
D _-- ti T � �.-- _ DRAINAGE STRUCTURES ¢ Q 3
m cT „ WAFFLE WA` PLAN VIEW SOLID- WALL PLAN VIsEWryPIGAL) �>A \\'
m N 8 L _ 6„ -_
mo
y� s' L 6 s w \ / NOo
_ r JO
C .--1" MIN. CLR. --1" MIN. CLR. Q 10
1 mo 4x4 W4xW4 - w._ z V
L7 D '... 4X4 W4xW4 --. �. o WWF 6ME LAON- -.. ¢i. o W W
m 6Y ON OWF PR BE ARS) WWF A, 2X TO REBARS) < No y
> a > < /
I #5 REBARS 12" 12" CENTERS
CENTERS (TYP.) ` TYPICAL)
SHEET 1 OF 2 i --- """" -`-"- SHEET 1 OF 2
840.45 SECTION 'C-C' So SECTION 'D-D' a SOLI_D WALL ISOMETRIC VIEW 640.45
OPRECAST DRAINAGE STRUCTURE
4 1 OF 2
0 GENERAL NOTES; z
OTO - OPENING SFWLL BE 'L OR 'W J_1 0' �y
�y + THIS PRECAST BOX MAY BE USED FOR THE FOLLOWING ---LOCATED AN REWIRED
Hr' z STANDARDS: 840.01, 840.02, 840.04, 840.05, 840.11, _#4 REBARS QF
D10 840,12, 840-14, 840-15, 840.17, 840.18, 040.19, 6' CENTERS
Do mmw AD
N<i J_ IyJO,V'y
Hmi z x D 840.26, 840.27, 840.28, 840.31 , 840.32 AND 840.41.
_l 7 T ICJ r o o¢ x z
i O M o m INSTALL PRECAST DRAINAGE STRUCTURES AND PAY 1 ____ I- #s aARs 1 W Q Iz LL m
-Rmm FOR IN ACCORDANCE WITH SPECIFICATION SECTION 840. - @ OPENING QU¢p Vr
z MxH�DOm ` DO NOT PLACE PRECAST DRAINAGE STRUCTURES y♦ STEPS I M Nw az J
L SECTION C C
cOZDZ UNDER TRAFFIC OR WHERE TRAFFIC WILL BE DETOURED. -#5 OARS C '-A pO�Q
E j D C * USE 4000 PSI CONCRETE. @ OPENING \ Z ¢
PROVIDE ALL REINFORCING STEEL WHICH MEETS AGIN A615 FOR
z GRADE 60 AND WELDED WIRE FABRIC CONFORMING TO ASTM A185.
+ LIMIT MAXIMUM DEPTH TO TOP OF BOTTOM SLAB FOR WAFFLE WALL - 1
STRUCTURE TO 10'-0"; LIMIT SOLID WALL STRUCTURE
TO 15'-0" -�
+ PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH 6'
OSHA STANDARD 1926.704.PLAN TOP SLAB W, _ 'I
v
CUT OR FORM OPENINGS FOR PIPE TO PROVIDE C
m TO REQUIRED SIZE AND LOCATION. ORIENT WAFFLE WALL STRUCTURES
DID A 'z SO THAT PIPES ENTER THROUGH THE N O V N
z y ,r-P KNOCKOUT/WAFFLE PANELS ONLY. PIPES MAY ENTER THROUGH CORNER CUT DETAIL p Q
30 1 0 THE CORNERS OF SOLID WALL BOXES IF A MINIMUM OF 6" OFQ
-(SOLID WALL- BOX.) z
D x WALL IS PROVIDED ABOVE THE HOLE.ALL 3 f
r C D + ELEMENTS
WITH CONCRETE 6_ ^ 'L OR w'_. -s" ¢o LU O
z W Q
TO = O OR BRICK IN ACCORDANCE WITH STANDARD 840.25.#a REBARS p LS Q
m -8" CENTERS v, _1-'N ¢ QID as+PROVIDE PRECAST STRUCTURES OVER 4 -0" IN DEPTH WITH Wa REBARS = Q Z Wz(,) STEPS AS DIRECTED BV THE ENGINEER. 1 L,� s• DEN ieRS- m s z ~ O
0 m * WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR BEBAR AS LONG _ GLR I- -.__ ___.i l"- F Q z
0 y AS THE SAME AREA OF STEEL IS PROVIDED. rD J
ED Y�.M SEAL JOINTS WITH A FLEXIBLE BUTYL RUBBER PRECAST RISER PLAN PRECAST RISER DETAIL x Q
NDn -= Z BASE CONFORMING TO FEDERAL SPECIFICATION SS-S-21A, - - -- Hm-, I� W
r n m AASHTO M-198, TYPE B BUTYL RUBBER. r l ��``''�� cJ7 Q w
OR -4 O ' LIMIT MAXIMUM STRUCTURE SIZE TO INSIDE CLEAR �,� I z V E?
C D DIMENSIONS OF 5'-0" X 5'-0". _� 1}I
m' THE OUTSIDE PIPE DIAMETER PLUS 2" OR THE OPENING-�' �"� 6
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. SECTION VIEW SECTION VIEW
SHEET 2 OF 2 HEFT 2 OF 2
OPTIONAL JOINT DETAILS
S
840.45 840.45
OPRECAST DRAINAGE STRUCTURE
4 2OF2
GENERAL NOTES
2 'M
A USE 4000 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE �- INTERNAL MIN. MIN. MIN. CIRCUMFERENTIAL Oa
a
z COrvCENTpIC
� DIAMETER WALL tOP)BOTTON AHED OF STEEL a 3
DOD O 'COACCORDANCE
ASSEMBLE AND DESIGN PRECAST MANHOLE COYPoNENTB ~
D PA O D ACCORDANCE WITH AASHTO Y199. CONE SECTIOx \ Z ¢ 2 p
rpm= I HIT.) TH IINl, SLPB THICKNESS PER VERTICAL FT. LL Jp(p
mz x� (IN, (IN.) (SO. IN.) OOnSz
,y - D ASSEMBLE RISEN AND GRADE RINGS WITH THE STEPS SPACED 12' Y
,(7 p 21 p i FROM THE TOP TO THE BOTTOM OF THE MANHOLE. / .1 1 _ _ _ -_. W III
m z 9 m WHERE THE WANHOLE IS EXPOSED TO ROAD TRAFFIC, CONSTRUCT ' _ _ _4 4 _ 6 O 12 ¢ U At Q O Cxq
N O / / H" Z M D O T THE TOP OF THE NDROOLE FLUSH WITH THE GROUND AND A MINIMUM , , 5 5 S 0 15 GO I Z Ly
�pH OF 9" ABOVE THE GROUND AT OTHER LOCATIONS. j � � W --6 6 a 0. 18 I�~ W pJ
a Ij ¢ CO
f D LIMIT DEPTH OF FILL TO 90'-0" FROM FINISH GRADE TO TOP OF L__- __... _:J z „¢
<H 80TTpA SLAB. D, FH
u0p 1• THE MIN. SLAB THICKNESSIS THE DIMENSION OF THE - LLp
z Inlrvrvssl PORTION
on OoTHE TOP THE OPIBOTTOM SLAB. ALTERNATE CONE SECTION _ z O'...� o
GRADE PING ---
- TOP INT OF ABLE TOO AND
OMAYTT BE HE9LFCTFf1 IF TOP SLAB HAS - MIN. AREA OF STEEL.
A DISTINGUISHABLE TOO ANp BOTTOM. .-:- J, IS 0,07 vn.F
'O ECCENTRIC CONE -- LU
W D_Lg'w y LY
(m- ADDITIOL 1 6" MAX. SPACING W
')
1" YIN_ NA
04 SEEM T,'. OF CIRCUY. HE
CLR LOCATE WALL REINFORCEMENT -�
IN MIDDLE THIRD OF WAIL T--- 1
Dt + ¢ G
-j 0 ,T, 1" M SLAB
YIN- AREA OF STEEL IN TOP L=UL
D r - CR. -SLAB OF w'S a B" CTS. STEP st0.
EACHNAY/EACH FACE •. N0. 0a0.06 Z
ro = x FLAT TOP SLAB , .. (C p a
= r m (CIRCUMFERENTIAL a Z a
m FNNE M9 ¢ Q
= Z T - -ADDITIONAL #4 EACHA _. _--_.__ _, l LONGITUDINAL -
O SIDE OF OPENING (1 ,N^'TM all zz ADDITIONAL #4 EACH REINFORCEMENT (MIN. in In
SIDE of OPENING 1'
D CLEAR OF BOTTOM FACE ( RISER- AN = 0.12 UI. T!FT.1 Q `
A `• D PLACE BARS DIAGONAL - _ $9 1 CLEM OF BOTTOM FACE) o ��
01 RAI 0 \TO CORNERS (TYP.) --- _ �� `d' ¢
Z
eL"
.
p 2
D n J
TO FRAME&GRATE -
� O
L% ,� A `., / SEE STD. 6#0. s4
-T Z -EON MANHOLE _ 1 .--BASE Z
r2
AND COVER � OI PING i .
J
1 s
1
z O
1 � .__._ - .REINFORCED ID. W
7, FIG. (SEE STD. ~
1525,01 IF V%
( - - REW:P Q
}G EC 3 ^ / 1
- USE BASE
STAN 0 STEEL
\\ 0, BABE STAB OF
,L "
0.12 iAC PER LINEAR W
m / \\ ' -. FOOL EACH WAY _ Q.
s
SHEET 1 of 1 TYPICAL MANHOLE SECTION p_ISHEET I Of 1
840.52 GRATED OPTION MANHOLE OPTION 840.52
OPRECAST STORM MANHOLE
6 1OF1
E XISTING
�-_GRADE
ANY FILL MATERIAL
USED TO CONSTRUCT
INFILTRATION BASINS
MUST BE CLEAN SAND
WITH LESS THAN 7%
PASSING 200 SIEVE.
EXISTING GRADE
RADE
ANY FILL MATERIAL
USED TO CONSTRUCT
INFILTRATION BASINS
MUST BE CLEAN SAND
WITH LESS THAN 7%
PASSING 200 SIEVE.
38 _ 10
7X11/4
OPENINGS
35 3/4 ''U11'r1���1Q11�rr11U�t11'�(1�U{
UUUU�U�UL� 5 MAX. 23II1/221 R.
�OO�uJEQ�Q 1
1 MAX
26 GRATE
I
0000000a000
- 27 1 /4
38
25
35 3/4
1 112 U
3 3/4
N
6 1 /4
T 0 ES' .
1- MATERIAL: ASTM-A48 CLASS
35B GRAY IRON.
2 FRAME WT: 270 LBS- APP.
3 GRATE WT: 180 LRS. APP.
U.S. FOUNDRY & MFG. CORP.
MEDLEY, FLORIDA
USE 5154 FRAME & 6283 GRATE
ROLL TYPE CURB
W`' A.M. sEs"L 1" = 1' DAP' 08103 94
A3175 "A
- MOUNTABLE CURB CATCH BASIN OR APPROVED EQUAL
7 N.T.S.
CONCRETE CONTROL STRUCTURE (TOP OF RISER = 347.00)
UTILIZE NEENAH GRATE TYPE 4884-A OR APPROVED EQUAL
100-YEAR WSEL = 347.32'
10-YEAR WSEL= 346.26'
t1:
,`Pl
Oo
(n
INLET PIPE
4" LAYER CLEAN SAND
GEOTEXTILE FILTER FABRIC -_,
SEDIMENT CLEANOUT ELEV: 345.15
N .. ...
SHWI = 342-00' N.T.S.
INFILTRATION BASIN BMP ;2
CONCRETE CONTROL STRUCTURE (TOP OF RISE = 336.50)
UTILIZE NEENAH GRATE TYPE 4884-A OR APPROVED EQUAL
GEOTEXTILE FILTER FABRIC
100-YEAR WSEL = 337.06'
10-YEAR WSEL = 336.13'
-ELEV: 336.00
INLET PIPE ,`T�O
O,iA`
SEDIMENT m
pCLEANOUT SEDIMENT CLEANOUT
ELEV: 335.25FI FV: 335.15
FOREBAY AREA -/
♦-ANY FILL MATERIAL
USED TO CONSTRUCT
INFILTRATION BASINS
Ai MUST BE CLEAN SAND
WITH LESS THAN 7%
PASSING 200 SIEVE.
ELEV: 345.00
RCP OUTFALL (REFER TO GRADING
PLAN FOR PROPOSED ELEVATIONS)
-MAIN BASIN AREA
LEV: 335.00
ANY FILL MATERIAL
USED TO CONSTRUCT
INFILTRATION BASINS
MUST BE CLEAN SAND
WITH LESS THAN 7%
PASSING 200 SIEVE.
GABION STONE RCP OUTFALL (REFER TO GRADING
BASKET BERM PLAN FOR PROPOSED ELEVATIONS)
4" LAYER
CLEAN SAND
SHWT = 332.80'
INFILTRATION BASIN BMP 3Appro1: I ,� t®r<Y r;(>n LM,l„aNts
Construction I^ as)Ior l a .I; W T hE a dsatmerNs Lt
N.T.S. required by the s H rr Y t,r rI m Nruli,l Cato Rna
rules reaJire -,hat i N, sto ,, "O r s7slrn designer
Insr,Oot,}uling Nor S uct`on; NLli,fy 001`Onnity With the
plans and Spero: and c'srlify coox liarlca With the
stormwater rules. (15A NCA(32H .1006 (j) )
Permit StA^1 l(0704• Date I,14.Zolje
byj ki wt A.L4-
Sheet # G 22P p$ .REVISION Dafe 10. 19 . 11
CARE SHOULD BE USED DURING INSTALLATION TO MINIMIZE COMPACTION OF SOIL ON THE BOTTOM AND WALLS OF INFILTRATION DEVICES SINCE THIS WILL REDUCE THE PERMEABILITY AT THE SOIL INTERFACE. TO AVOID
COMPACTING THE DRAINAGE MEDIA, LIGHT EQUIPMENT AND CONSTRUCTION TECHNIQUES THAT MINIMIZE COMPACTION SHOULD BE USED.
RUNOFF SHALL NOT BE DIRECTED INTO AN INFILTRATION DEVICE UNTIL THE DRAINAGE AREA IS STABILIZED. A CONSTRUCTION SEQUENCE MUST BE FOLLOWED THAT REFLECTS THE NEED TO STABILIZE THE INFILTRATION DEVICE.
THE LONGEVITY OF INFILTRATION DEVICES IS STRONGLY INFLUENCED BY THE CARE TAKEN DURING CONSTRUCTION.
A MINIMUM OF ONE OBSERVATION WELL SHALL BE INCLUDED IN THE DESIGN OF AN INFILTRATION SYSTEM TO PERIODICALLY VERIFY THAT THE DRAINAGE MEDIA IS FULLY DRAINING. THE MONITORING WELL SHALL CONSIST OF A
4-INCH TO 6-INCH DIAMETER, PERFORATED POLYVINYL CHLORIDE (PVC) PIPE WITH A LOCKING CAP. THE WELL SHOULD BE PLACED NEAR THE CENTER OF THE FACILITY OR IN THE GENERAL LOCATION OF THE LOWEST POINT
WITHIN THE FACILITY, WITH THE INVERT AT THE EXCAVATED BOTTOM OF THE FACILITY.
MAINTENANCE NOTES
PLEASE REFER TO SECTION 7.0, GENERAL BMP MAINTENANCE, FOR INFORMATION ON TYPES OF MAINTENANCE, TYPICAL FREQUENCY, AND SPECIFIC MAINTENANCE TASKS THAT ARE COMMON TO ALL BMPS. THE FOLLOWING
INFORMATION IS MAINTENANCE THAT IS SPECIFIC TO INFILTRATION DEVICES.
FOR THE FIRST YEAR OF OPERATION, INSTALLATIONS SHOULD BE INSPECTED MONTHLY AND AFTER EACH MAJOR STORM. AFTER THE FIRST YEAR, QUARTERLY INSPECTIONS, PREFERABLY CONDUCTED AFTER A STORM, ARE
RECOMMENDED.
MAINTENANCE IS VERY IMPORTANT FOR INFILTRATION DEVICES. PROPERTY T OWNERS SHOULD BE EDUCATED IN THE FUNCTION AND MAINTENANCE REQUIREMENTS OF INFILTRATION DEVICES. ESPECIALLY IMPORTANT IS THE
MAINTENANCE OF VEGETATED AREAS THAT DRAIN TO THE INFILTRATION
RATION SYSTEM. AREAS THAT ARE ALLOWED TO BECOME U G 0 E BARE E AND NVE ETATED WILL CONTRIBUTE EXCESS SEDIMENT TO THE INFILTRATION SYSTEM AND HASTEN
ITS FAILURE. ANY SEDIMENT DEPOSITS IN PRETREATMENT DEVICES SHOULD BE REMOVED AT LEAST ANNUALLY.
THE SURFACE OF INFILTRATION SYSTEMS MUST K E S US BE KEPT IN GOOD CONDITION. COLONIZATION BY GRASS OR OTHER PLANTS SHOULD BE DISCOURAGED, SINCE THIS CAN LEAD TO REDUCED SURFACE INFILTRATION RATES. IN
MANY INSTANCES, IT IS CONVENIENT TO COVER INFILTRATION TRENCHES WITH CONCRETE GRID PAVERS OR SIMILAR PERMEABLE PAVING SYSTEMS THAT CAN BE REMOVED EASILY AND REPLACED AS NECESSARY TO SERVICE THE
TRENCH.
IN ORDER TO MONITOR PERFORMANCE OF THE INFILTRATION DEVICE, OBSERVATIONS SHOULD BE CONDUCTED TO DETERMINE HOW LONG IT TAKES RETAINED WATER TO INFILTRATE INTO THE SOIL AFTER A STORM EVENT. THE
DETERMINATION CAN BE MADE IN TWO WAYS. THE MOST INFORMATIVE WAY IS TO READ THE WATER LEVEL SEVERAL TIMES OVER A PERIOD OF DAYS AFTER A LARGE STORM. THE ALTERNATIVE IS A "ONE -STOP" METHOD, WHERE
A SINGLE READING IS TAKEN AND COMPARED WITH THE LOCAL RAINFALL RECORD. ALTHOUGH LESS ACCURATE THAN THE MULTIPLE READING METHOD, THE ONE -STOP METHOD WILL STILL ALLOW SIGNIFICANT DETERIORATION IN
PERFORMANCE TO BE RECOGNIZED.
THE TOP SEVERAL INCHES OF DRAINAGE MEDIA AND THE FILTER CLOTH ALONG THE TOP OF THE DRAINAGE MEDIA SHOULD BE REPLACED ANNUALLY OR AT LEAST WHEN THE DEWATERING TIME IS LONGER THAN 5 DAYS. IF
AFTER REPLACING THE TOP MEDIA THE INFILTRATION RATE IS STILL NOT IN THE ACCEPTABLE RANGE, THE ENTIRE FACILITY MUST BE DISMANTLED AND RECONSTRUCTED.
PROPER DISPOSAL OF THE MATERIALS REMOVED IS NECESSARY; THE AGGREGATE AND CLOTH SHOULD BE APPROPRIATELY PACKAGED AND DELIVERED TO THE LOCAL LANDFILL, IF THE OPERATING AUTHORITY APPROVES THE
DISPOSAL.
FORT BRAGG
RC I FAMILY
HOUSING
FORT BRAGG, NC
OWNER- DEVELOPER:
PCE®
'W
BRAGG BRAGG-PICERNE
COMMUNITIES, LLC PARTNERS, LLC
CONSULTANTS:
CIVIL
IGmley-Horn and Associates, Inc.
NC License #F-0102
333 Fayetteville Street
Raleigh, NC 27601
T 919.677.2000
F 919.653.5847
ARCHITECT
Cooper Carry. Inc.
3520 Piedmont Road, N.E.
Atlanta, GA 30305-1595
T 404.237.20D0
F 404.237.0276
SURVEYOR
McKim & Creed
104 Gillespie Streat
Fayetteville, NO 28301
T 910.323.34DO
F 910.323.1028
GEOTECHNICAL ENGINEER
ECS Carolinas, LLP
726 Ramsey Street, Suite 3
Fayetteville, NC 28301
T 910.401.3288
F 910.323.0539
ISSUED FOR
CONSTRUCTION
SEAL:
f/��f7a� el[11:.•� 10113(i l
�ddN1l�m
PROJECT PHASE:
LINDEN OAKS
PHASE 2G
DRAWING TITLE:
STORM DETAILS
ISSUED FOR:
CONSTRUCTION
ISSUE DATE: 10/13/11
REVISIONS:
SHEET: C22.03
KHA PROJECT NUMBER: 012332009
DISCIPLINE: CIVIL ENGINEERING
© 2011 KIMLEY-HORN AND ASSOCIATES, INC.

SITE
SPOUT SPRINGS
VICINITY MAP
NOT TO SCALE
LEGEND:
PVC - POLYVINYL CHLORIDE
RCP - REINFORCED CONCRETE PIPE
DI - DROP INLET
so STORM DRAINAGE
sD STORM DRAIN MANHOLE
-co CLEANOUT
RIP RAP
NOTES:
1. ALL DISTANCES SHOWN ARE HORIZONTAL GROUND DISTANCES
UNLESS OTHERWISE NOTED.
2. COMBINED SCALE FACTOR: 0.99987259
LOCALIZATION POINT N: 546.092.533 E: 1,984,505.663
CONTROL ESTABLISHED VIA NORTH CAROLINA GEODETIC SURVEY
VIRTUAL REFERENCE SYSTEM.
3. THE HORIZONTAL AND VERTICAL CONTROL FOR THIS SURVEY
WERE ESTABLISHED USING THE NORTH CAROLINA GEODETIC
SURVEY VIRTUAL REFERENCE SYSTEM.
4. LINES NOT SURVEYED ARE SHOWN AS DASHED LINES FROM
INFORMATION REFERENCED ON THE FACE OF THIS MAP.
5. NONCONFORMING STRUCTURES HAVE NOT BEEN CREATED BY
THIS SURVEY.
6. THIS SURVEY WAS DONE WITHOUT BENEFIT OF A TITLE SEARCH
AND IS BASED ON REFERENCED INFORMATION SHOWN HERE ON.
OTHER DOCUMENTS OF RECORD MAY EXIST WHICH COULD
AFFECT THIS PROPERTY. NO RESPONSIBILITY IS ASSUMED BY
THIS SURVEYOR FOR ANY CONDITIONS WHICH MAY PRESENTLY
EXIST BUT ARE UNKNOWN OR REFERENCED HERE ON, SUCH AS
BUT NOT LIMITED TO HAZARDOUS WASTE MATERIALS,
EASEMENTS, CEMETERIES, AND FLOOD AREAS.
7. LOCATIONS OF ALL UNDERGROUND UTILITIES LYING WITHIN THIS
MAPPED AREA MAY NOT BE SHOWN ON THIS PLAN.
DEVELOPERS OR CONTRACTORS SHOULD NOT ONLY MAKE
SUBSURFACE INVESTIGATIONS BUT SHOULD ALSO ALLOW FOR
CONTINGENCIES WHICH MIGHT ARISE BY REASON OF
ENCOUNTERING UNRECORDED LINES OR OF LINES BEING IN
DIFFERENT LOCATIONS THAN INDICATED ON THIS SURVEY.
I, SEAN R. SEEVER, CERTIFY THAT THIS SURVEY IS OF AN
EXISTING PARCEL OR PARCELS OF LAND AND DOES NOT
CREATE A NEW STREET OR CHANGE AN EXISTING STREET.
PROFESSIONAL LAND SURVEYOR - L-4571
I, SEAN R. SEEVER, CERTIFY THAT THIS MAP WAS DRAWN
UNDER MY SUPERVISION FROM AN ACTUAL SURVEY MADE
UNDER MY SUPERVISION (DEED DESCRIPTION RECORDED IN
BOOK SHOWN PAGE HEREON OR OTHER REFERENCE
SOURCE ____________): THAT THE BOUNDARIES
NOT SURVEYED ARE INDICATED AS DRAWN FROM
INFORMATION IN BOOK PAGE _- OR OTHER
REFERENCE SOURCE THAT THE
RATIO OF PRECISION OR POSITIONAL ACCURACY IS
1:10,000+; AND THAT THIS MAP MEETS THE REQUIREMENTS
OF THE STANDARDS OF PRACTICE FOR LAND SURVEYING IN
NORTH CAROLINA (21 NCAC 56. 1600). WITNESS MY HAND
AND SEAL THIS 16 DAY OF FE1712UART. 2016.
PROFESSIONAL LAND SURVEYOR - L-4571
I, SEAN R. SEEVER, CERTIFY THAT THE CONTROL FOR THIS
SURVEY WAS ESTABLISHED FROM AN ACTUAL GPS SURVEY
UNDER MY SUPERVISION. THIS G'S SURVEY WAS
PERFORMED TO C-211 FGCC SPE%IFICATIONS RTK GPS WITH
VRS FIELD PROCEDURES WERE U3ED. THE COORDINATES
WERE OBTAINED THROUGH A GRO TO GROUND ADJUSTMENT
USING THE COMBINED SCALE FA;TOR SHOWN HEREON. THIS
SURVEY WAS PERFORMED ON JULY 22, 2015 USING TWO
TRIMBLE 5700 RECEIVERS.
--- ----- =-----------
PROFESSIONAL LAND SUZVEYOR - L-4571
x 3 3
3�6r' 363 \
362 .92
x 363.94 `1s`
+ x361.61 BIORETENT10N #1
INV. x 36146 \
1
� ,� 36.75
t
x
\ So a• x 361.60
.oV N
C 't4t
361.64 x sa
f
RISER
TOP 362.90
58.4 3
INV IN 3355.7
® INV OUT 355.75
d62
IS- RCP
76 INV: so
3 361.91
/ ry SDMH /7139 g0 is -
RIM 358.21 RCP
INV IN 353.11
INV OUT 341.92
INV
341.29
n
n
x 334.58
339
338 .
INV:
335.2
335.03
335 x 335.16 m
x 334.56
5
( y 4
ro ��
•Q
'o G
� Q
0 �
0 /
`4 x 334.50 V
�
RISE
R / /
TOP 336.45
r
0
A
0
INV:
331.08
I, SEAN R. SEEVER, CERTIFY THAT THIS CLASS "C"
TOPOGRAPHIC MAP WAS DRAWN FROM AN ACTUAL SURVEY
PERFORMED UNDER MY DIRECT SUPERVISION AND THAT IT
MEETS OR EXCEEDS THE NORTH CAROLINA ADMINISTRATIVE
CODE 21.56.1605 AND 21.56.1606. WITNESS MY HAND AND
SEAL THIS i6 DAY OF fE6lZu4i2Y. A.D., 2016.
PROFESSIONAL LAND SURVEYOR - L-4571
x 337.87
44
x 337.88
n�
x 337.88
Al
SAND FILTER #3
SAND FILTER #2
0
��
348.10
x345.10
Is.
o�
/3346.11
RCP
m
�
x 347.93
1
INV: x345.99 CO x345.11
345.25 x345.87
ax
I34T97
345.01 °:
CO
348.01
m
C
CO
345
RISER
TOP 346.95
I34513x
INV OUT 342.69
f
0 346
IS•
SMH
347
6• ,pRCq
RI42.97
M
'oft,
INV IN 339.91 .91 (6 (6- PVC)
INV IN 338.71 (15- RCP)
/\\)
INV OUT 335.35
IS•
INV:
335.09
WETLAND #1
1'0
ry
x 266.66
x 266,52 yX26W6.77
266.77
x 266.43 x 266.52x 266.73
RISER W1TTHH
1.75" SIPHON
x 266.54 �� TOP 269 4-.19 1261,
INV INV OUT
2 ORIFICE)
INV OUT 266.42
266.78 ry�ry6ry
x 286.48
\ 266.72 x
270.33
1
,4o
O
�^ x 266.48
ry
\/ x 266.56 266.48 x
\ x 266.71 x
266.BOx
266..49 x x 266.80
266.56 x266.55 /
x 266.56 x 266.55 / x 266.60 X
269.87
N �1
x 269.80
X 289 84
N
266.74 x 269.54
m
N
269.72
269. 0'
f//
two, .o 1 a@Orrars..-, r: r' SnA rocsument3
Construann ; wsn i ese documents is
required by Ilia S;a,m.vaier gb, rr . hbrth Carolina
rules require thct tih: sknrmw,. r systasn designer
Impact during cur,; uc1lon. ccati;y Conformity with Nte
plans and specs: and eceen.fy corn p!iance with the
stormwater rules. (15A NCAC 2H .1006(1) )
Permit #aril ladt 6 Zo, Date 3. 2A. 711 U_
hY M UA00At-LL
Sheat#__L__ Revisoon Dat9_7.2Z• 15
GRAPHIC SCALE
30 0 15 30 60 120
( IN FEET )
1 inch = 30 ft.
I4Dsite
solutions
civil engineering I land surveying
409 Chicago rime. Suite 112, Fayetteville, NC 28306
office 1910-426.6777 bar 1910426-SM license number I C-2354
w ADdtesdutkmcom
REVISIONS
PROJECT NAME
ASBUILT
SURVEY OF
THE PONDS AT
LINDEN OAKS
HIGHWAY 87 / 24
ANDERSON CREEK
TOWNSHIP
FORT BRAGG
HARNETT COUNTY
NORTH CAROLINA
CLIENT
GREENSTATE
LANDSCAPE
2643 W Carthage Road
Lumberton, North Carolina 28360
Phone: [phone]
PROJECT INFORMATION
SURVEYED BY:
BOBBY
DRAWN BY:
TERRY
CHECKED BY:
JIMMY
PROJECT NUMBER:
1072
DRAWING SCALE
HORIZONTAL: 1 "=30'
DATE SURVEYED
JULY 22, 2015
SHEET NUMBER
OF

$I
BI
SAND FILTER'3' CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE DESIGN
ENGINEER'S ATTENTION IMMEDIATELY.
2. EXISTING STRUCTURAL AND TOPOGRAPHIC INFORMATION USE FOR THE PROPOSED MODIFICATION WAS TAKEN FROM
A PRELIMINARY SURVEY BY OTHERS.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER MANAGEMENT FACILITY SHALL BE PER
THE DETAILS AND SPECIFICATIONS SHOWN IN THESE DRAWINGS AND THE APPROVED CONSTRUCTION DRAWINGS
PREPARED BY KIMLEY-HORN do ASSOCIATES, INC. SOILS, COMPACTION, AND OTHER MISCELLANEOUS DETAILS AND
SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS OF THE ON -SITE GEOTECHNICAL ENGINEER.
HOWEVER, PRIOR TO IMPLEMENTATION. McADAMS SHALL BE NOTIFIED OF ANY DEVIATION FROM THESE DESIGN
DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED MODIFICATION.
4. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. ONCE THE FACILITY HAS BEEN EXCAVATED TO THE
DESIGN ELEVATIONS, CONSTRUCT THE PERMANENT SAND FILTER CROSS-SECTION AS SHOWN, WHICH CONSISTS OF
THE 057 WASHED STONE LAYER WITH 6" PERFORATED UNDERDRAINS, 6" CLEANOUT% FILTER FABRIC, A WASHED
SAND MEDIA LAYER, AND A PEA GRAVEL LAYER. EXISTING RISER STRUCTURE TO BE CORE DRILLED FOR
UNDERDRAIN SYSTEM. ALL UNDERDRAIN PIPES TO MAINTAIN A MINIMUM SLOPE OF 0.5X SAND FILTER TO BE
BACKFILLED WITH MATERIAL MEETING THE SPECIFICATIONS DEFINED BELOW. CONTRACTOR TO MODIFY EXISTING
FOREBAY BERM AS NEEDED TO COMPLY WITH THE DETAIL ON SHEET SW-2 AND LOCATION SHOWN ON THIS
SHEET.
5. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE EXCAVATION AREAS (E.G. - EMBANKMENT SUB
GRADE, INTERIOR PORTIONS OF THE STORMWATER FACILITY, KEY TRENCH, ETC.). THEREFORE, THE CONTRACTOR
SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL OF
WATER FROM VARIOUS PARTS OF THE STORMWATER FACILITY STE. DURING PLACEMENT OF FILL WITHIN THESE
AREAS, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION /
CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVA71ON
BOTTOM AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT DISCHARGED FROM THE SITE (I.E. PUMPED WATER
MAY NEED TO BE DIRECTED TO AN APPROVED EROSION CONTROL DEVICE SUCH AS A DIRT BAG (ACF
ENVIRONMENTAL), OR ENGINEER APPROVED EQUIVALENT, PRIOR TO DISCHARGE).
S. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION
SHOULD BE SCHEDULED A MINIMUM OF 30 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS
OR DEFICIENCIES IN THE CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND
OWNER BEFORE CERTIFICATION SHALL BE GRANTED.
STATEMENT OF RESPONSIBILITY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THE STORMWATER MANAGEMENT FACILITIES SHALL BE THE
RESPONSIBILITY OF THE OWNER, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS
FACILITY.
MATERIAL
SPECIFlCMATIONOS/ TEST
SIZE
NOTES
SAND
CLEAN AASHTO-M-6 OR
0.02" TO 0.04"
SAND SUBSTITUTIONS SUCH AS DIABASE
ASTM-C-33 CONCRETE SAND
AND GRAYSTONE /10 ARE NOT
ACCEPTABLE. NO CALCIUM CARBONATE
OR DOLOMITIC SAND SUBSTITUTIONS ARE
ACCEPTABLE. NO "ROCK DUST' CAN BE
USED FOR SAND.
UNDERDRAIN GRAVEL
AASHTO-M-43
0.375" TO 0.75"
GEOTEXTILE FILTER FABRIC
ASTM-D-4833
0.08" THICK
MUST MAINTAIN 125 GPM PER SQ. FT.
(PUNCTURE STRENGTH-125LB)
EQUIVALENT OPENING
FLOW RATE. GEOTEX 117F - WOVEN
ASTM-0-4632
SZE OF #80 SIEVE
MONOFILAMENT GEOTEXTILE OR APPROVED
(TENSILE STRENGTH-30OLB)
EQUIVALENT.
UNDERDRAIN PIPING
F 758, TYPE PS 25 OR
6" ADS N-12
3/8" PERFORATIONS O 6" ON CENTER, 4
AASHTO-M-278
HOLES PER ROW. MINIMUM OF 1' OF
GRAVEL OVER PIPES
6"0 UNDERDRAIN
EL. = 331.56
I 1-
INVERT 331.56
5.0' no
4.0'
EL 336.40 c�
CREST OF OVERFLOW
STRUCTURE
1.87' PONDING DEPTH
EL 334.53
SAND FILTER
WA
(A!
FlL
EL 333.03
EL VARIES
FlL'
6"0 UNDERDRAIN
EL. = 331.56
I
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
UNDERDRAIN PIPE
SAND FILTER CIWW SEMON
N.T.S.
TOP OF RISER EL a 336.40
4.84'
6"0 UNDERDRAIN
EL. = 331.56
INVERT E1_ = 331.56
l5cozowtyo .
A
5.0'
4.0'�
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. 840.06.
STEPS SHALL BE PLACED AT 16" O.C.
a 24"O RCP
A FLOW -�
n'
.'d .. a
EXISTING RCP W/ FES
INVERT = 334.96
I N
CLEANOUT
INVERT = 332.08
68 LF 6"0
/ PERFORATED ADS /
N-12 O 0.50%
/
\ \ \ CLASS 'B' RIPRAP
BERSEDIMENT \ \\\ TOPEWIDTH = 2 FT
FOREBAY HEIGHT - 1 FT
(SEE DETAIL ON
I I SHEET SW-2)
I I I
I
I
25 LF 6*0
PERFORATED ADS
CLEANOUT
INVERT = 332.22
r ,
�- 25 LF 6"m
/PERFORATED ADS
�c N-12 O 0.50% i
CLEANOUT
INVERT = 332.08
OR
:NT
SAND
/ CLEANOLIT
/ / // FILTER / / /
INVERT = 33174 / / // / / /// PERFORATED ADS
N-12 O 0.67%
/ I 31 LF 6"0 /
PERFORATED ADS
i N-12 O 0.58% / if /
/
/
/
i
VELOCITY DISSIPATOR PER
PERFORATED ADS
Av N-12 O 0.50%
CLEANOUT
INVERT = 331.74
36 LF 600
i PERFORATED ADS
N-12 O 0,50% /
EXISTING RISER OUTLET STRUCTURE
SHAPE - SQUARE
INTERNAL DIMENSIONS - 4 FT. x 4 FT. /
TOP OF RISER - 336.40 /
INVERT IN (6"0 UNDERDRAINS) = 331.56- /
INVERT OUT (24.0 RCP) - 331.56 /
APPROVED CONSTRUCTION
DRAWINGS
/ 1\
DUE TO EXISTING FIELD CONDITIONS, THE SAM ML R *T PLM
PERMITTED INFILTRATION BASIN IS BEING 1' = 20'
MODIFIED TO A SAND FILTER.
EACH OBSERVATION WELL/CLEANOUT SHALL INCLUDE THE FOLLOWING:
1. FOR AN UNDERGROUND FLUSH MOUNTED OBSERVATION
WELL/CLEANOUT, PROVIDE A TUBE MADE OF NON -CORROSIVE
MATERIAL. SCHEDULE 40 OR EQUAL, AT LEAST THREE FEET LONG
WITH AN INSIDE DIAMETER OF AT LEAST 6 INCHES.
2. THE TUBE SHALL HAVE A FACTORY ATTACHED CAST IRON OR
HIGH IMPACT PLASTIC COLLAR WITH RIBS TO PREVENT ROTATION
WHEN REMOVING SCREW TOP LID. THE SCREW TOP LID SHALL BE
CAST IRON OR HIGH IMPACT PLASTIC THAT WILL WITHSTAND
ULTRAVIOLET RAYS.
I /
1 /
125 LF 24"O I /
RCP O 0.64% I /
I /
240 FES
INVERT = 330.76 �
i
GRAPHIC SCALE
20 4 10 20 40
I inch = 20 fL
11A TYPE CLEANOUT WITH
ITERSUNK HEAD
SEAL GASKET
OLID ADS
PIPE
Conatrucn.M in accjrdar a wiin t�1y�s s�er d;;cuments is
*ABOVE DETAIL PROVIDED AS SCHEMATIC �usV'h, thsr`Sta �1S�Ftaigner
Ins„ ¢ct cim ing cpnst. cation-, cc ufy con`ormity with the
/� y►�� �}� �v��� plans and spec;.; and cxrOy co:rrpRovice with the
sto4LC�L'IL�OV i Di" TAX Permit
rules. (f 5A NCAC .H .10ate-
P¢rmk # rJUO G l l D io4� Date 3 . L4-.Ito
N.T.S. by lwd 'Rt �A�
Sheet :t_�St„�_• -a__ Rcvssion Date. _.11_•S.14-
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

SAND FJER OT CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE DESIGN
ENGINEER'S ATTENTION IMMEDIATELY.
2. EXISTING STRUCTURAL AND TOPOGRAPHIC INFORMATION USED FOR THE PROPOSED MODIFICATION WAS TAKEN
FROM A PRELIMINARY SURVEY BY OTHERS.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER MANAGEMENT FACILITY SHALL BE PER
THE DETAILS AND SPECIFICATIONS SHOWN IN THESE DRAWINGS AND THE APPROVED CONSTRUCTION DRAWINGS
PREPARED BY KIMLEY-HORN & ASSOCIATES, INC. SOILS, COMPACTION, AND OTHER MISCELLANEOUS DETAILS AND
SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS OF THE ON -SITE GEOTECHNICAL ENGINEER.
HOWEVER, PRIOR TO IMPLEMENTATION. McADAMS SHALL BE NOTIFIED OF ANY DEVIATION FROM THESE DESIGN
DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED MODIFICATION.
4. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. ONCE THE FACILITY HAS BEEN EXCAVATED TO THE
DESIGN ELEVATIONS, CONSTRUCT THE PERMANENT SAND FILTER CROSS-SECTION AS SHOWN, WHICH CONSISTS OF
THE #57 WASHED STONE LAYER WITH 6" PERFORATED UNDERDRAINS, 6' CLEANOUTS, FILTER FABRIC, AND A
WASHED SAND MEDIA LAYER. SAND FILTER TO BE BACKFILLED WITH MATERIAL MEETING THE SPECIFICATIONS
DEFINED BELOW. CONSTRUCT THE RIPRAP BERM AND APRON BETWEEN THE FOREBAY AND SAND FILTER.
5. UNDERDRAIN SYSTEM TO TRANSITION TO SOLID WALL ADS N-12 PIPE AND EXIT THE FACILITY. A MINIMUM 3 FT
SEPARATION BETWEEN THE UNDERDRAIN AND PRINCIPLE SPILLWAY STRUCTURES MUST BE MAINTAINED UNTIL
POINT OF CONNECTION. THE EXISTING JUNCTION BOX IS TO BE CORE DRILLED FOR THE UNDERDRAIN CONNECTION.
ALL UNDERDRAIN PIPES MUST MAINTAIN A MINIMUM SLOPE OF 0.5X
6. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE EXCAVATION AREAS (E.G. - EMBANKMENT SUB
GRADE, INTERIOR PORTIONS OF THE STORMWATER FACILITY, KEY TRENCH, ETC.). THEREFORE, THE CONTRACTOR
SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL OF
WATER FROM VARIOUS PARTS OF THE STORMWATER FACILITY SITE. DURING PLACEMENT OF FILL WITHIN THESE
AREAS, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION /
CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION
BOTTOM AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT DISCHARGED FROM THE SITE (I.E. PUMPED WATER
MAY NEED TO BE DIRECTED TO AN APPROVED EROSION CONTROL DEVICE SUCH AS A DIRT BAG (ACF
ENVIRONMENTAL), OR ENGINEER APPROVED EQUIVALENT, PRIOR TO DISCHARGE).
7. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION
SHOULD BE SCHEDULED A MINIMUM OF 30 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS
OR DEFICIENCIES IN THE CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND
OWNER BEFORE CERTIFICATION SHALL BE GRANTED.
STATEMENT OF RESPONSIBILITY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THE STORMWATER MANAGEMENT FACILITIES SHALL BE THE
RESPONSIBILITY OF THE OWNER. PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS
FACILITY.
MATERIAL
SPECIFICATIONS/ TEST
SIZE
NOTES
SAND
CLEAN AASHTO-M-6 OR
0.02" TO 0.04'
SAND SUBSTITUTIONS SUCH AS DIABASE
ASTM-C-33 CONCRETE SAND
AND GRAYSTONE #10 ARE NOT
ACCEPTABLE. NO CALCIUM CARBONATE
OR DOLOMITIC SAND SUBSTITUTIONS ARE
ACCEPTABLE. NO 'ROCK DUST' CAN BE
USED FOR SAND.
UNDERDRAIN GRAVEL
AASHTO-M-43
0.375" TO 0.75"
GEOTEXTILE FILTER FABRIC
ASTM-D-4833
0.08' THICK
MUST MAINTAIN 125 GPM PER SQ. FT.
(PUNCTURE STRENGTH-125LB)
EQUIVALENT OPENING
FLOW RATE. GEOTEX 117F - WOVEN
ASTM-0-4632
SIZE OF #80 SIEVE
MONOFILAMENT GEOTEXTILE OR APPROVED
(TENSILE STRENGTH-300LB)
EQUIVALENT.
UNDERDRAIN PIPING
F 758, TYPE PS 25 OR
V ADS N-12
3/8' PERFORATIONS O 6' ON CENTER, 4
AASHTO-M-278
HOLES PER ROW. MINIMUM OF 1' OF
GRAVEL. OVER PIPES.
Fi7l•wowwLY^S�
' ti A '.
4
0
d'
15*0 RCP
FLOW -�
_ a
INVERT EL = - o
339.55 11
INVERT EL = 335.40
it
0
n
A[
y
4
'
j
a
a
d
6"4 SOLID WALL
ADS N-12
EL. = 340.00
15"4 RCP
FLOW =1
EL 347.00 v
CREST OF OVERFLOW
STRUCTURE
2' PONONG DEPTH
EL 345.VA
SAND FII
EL 343.E
EL VARIE
SEDIMENT
FOREBAY
4" MIN #57 -
WASHED STONE
1
UNDERDRAIN PIPEV
SAND FILTER CIWW SECTION
N.T.S.
1
RIPRAP BERM
NCDOT CLASS 'B' RIPRAP
D50 = 8'
SAND
FILTER
MIN
ASHED /57 STONE OR
PPROVED EQUIVALENT
T
4'.
1:;li .4
• TA
EACH OBSERVATION WELL/CLEANOUT SHALL INCLUDE THE FOLLOWING:
1. FOR AN UNDERGROUND FLUSH MOUNTED OBSERVATION
WELL/CLEANOUT, PROVIDE A TUBE MADE OF NON -CORROSIVE
MATERIAL, SCHEDULE 40 OR EQUAL, AT LEAST THREE FEET LONG
WITH AN INSIDE DIAMETER OF AT LEAST 6 INCHES.
2. THE TUBE SHALL HAVE A FACTORY ATTACHED CAST IRON OR
HIGH IMPACT PLASTIC COLLAR WITH RIBS TO PREVENT ROTATION
WHEN REMOVING SCREW TOP LID. THE SCREW TOR LID SHALL BE
CAST IRON OR HIGH IMPACT PLASTIC THAT WILL WITHSTAND
ULTRAVIOLET RAYS.
I , �
I �
I � \
I I
I
I � I
I
I ` I
I
I I �
i
CLASS 'B' RIPRAP / a
FOREBAY BERM
\ TOP WIDTH = 2 FT r�
\ HEIGHTI = 1 FTCLEANOUT
I 3a
\\ /
I I INVERT = 342.67
I
45 LF 6"0 /
I PERFORATED ADS /
N-12 ® 0.507
EXISTING RCP W/ FES
INVERT = 344.92
FILL770 I I I CLEANOUT / /
I I TRANSITION NODE /
INVERT = 342.45 I
II 1
EXISTING RISER OUTLET STRUCTURE/
SHAPE - SQUARE
CLEANOUTINTERNAL DIMENSIONS - 4 FT. x 4 FT.
INVERT = 342.65 / I I I I I / / TOP OR RISER - 347.00
22 LF 6"0 I I / INVERT OUT (24'91 RCP) 343.54
PERFORATED ADS \ / / 40 LF 1500 /
N-12 O 0.507. RCP O 10.001E I
CLEANOUT
\ / EXISTING JUNCTION BOX
\ / / RIM - 342.31 I
INVERT = 342.54 \ -- / INV. IN (6.0 ADS) = 340.00
18 LF 6"0 - _ / INV. IN (1504RCP) = 339.55 I
PERFORATED ADS I INV. OUT (15" 6 RCP) - 335.40
N-12 O 0.50% 32 LF 15'tt
8 LF 6"0 SOLID WALL RCP O 1.23% I
ADS N-12 0 4.54% / / / 24" FES
/ CLEANOUT / INVERT = 335.00
INVERT = 342.09 /
/ 40 LF 6"0 SOLID WALL I
/ ADS N-12 O 4.54% /
/ CLEANOUT I /
/ J
INVERT = 340.27 f
6 LF 6'0 SOLID WALL I
/- ADS N-12 O 4.50%
/ VELOCITY DASSIPATOR PER
APPROVED CONSTRUCTION
DRAWINGS
NOSES
1. DUE TO EXISTING FIELD CONDITIONS, THE
PERMITTED INFILTRATION BASIN IS BEING
MODIFIED TO A SAND FILTER.
2. CONTRACTOR TO ENSURE 6"0 SOLID WALL ADS
N-12 PIPE TO MAINTAIN A MINIMUM OF 2 FT
OF COVER, 0.5% SLOPE, AND 3 FT SEPARATION
BETWEEN EXISTING STORMWATER STRUCTURES.
TYPE CLEANOUT WITH
SUNK HEAD
2Wa,_1:'34t1
ADS
'c
*ABOVE DETAIL PROVIDE AS SCHEMATIC SCREW TO' P.V.C. WELL CAP ONLY
CIEANOUT DETAW
N.T.S.
I
I
I
I
I
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 fL
Approved Stcrm w-"n: P-.ImIt Daruments
Construction i- acoont:,+rco wish €hcsa c!,cuments is
required by the sf=.nrnwN rn��t North Carolina
rules require that ti:G st-.,;mw. Tyr symern designer
lm,=t during wnntruction ccrtily conformity with Uro
plans and specs: and cer0y come liarice with the
stormwater rules. (15A NCAC 2H .1 Coe (I) )
Permit# SLAG LI070_4_Date 3 M khI
by M R/k X u
Sheet # 5 Uj - Z Revision Date I Z.
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

I
r9
Ci
id
WETLAND ' 19 LANDSCAPE SPECIFICATIONS
LEGEND
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING
SHALLOW
WATER
461 IV
IRIS VIRGINIANA BLUE FLAG IRIS
4-INCH CONTAINER
24" O.C.
+ +
434 PC
PONTEDERIA CORDATA PICKEREL WEED
+ + + 4-INCH CONTAINER
24' O.C.
252 ST
SCHOENOPLECTUS SOFT -STEM BULRUSH
¢ 4-INCH CONTAINER
2e O.C.
TABERNAEMONTANI
SHALLOW
LAND
265 AI
ASCLEPIAS INCARNATE SWAMP MILKWEED
EUPATORIADELPHUS
FISTULOSUS
221 LC LOBEUA CARDINAUS
JOE PYE WEED
CARDINAL FLOWER
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER
ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4. APPLY AGRICULTURAL LIME, FERTIUZER, AND SUPERPHOSPHATE UNIFORMLY AND
MIX WITH SOIL (SEE BELOW*).
5. CONTINUE TILLAGE UNTIL A WELL —PULVERIZED, FIRM REASONABLY UNIFORM
SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
B. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS
WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60%
DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FER71UZER AND SEEDING
RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND
FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED.
• See seasonal application schedule
I' • -pok,'♦ N' • I I :A old) 111.2
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC
SOLL AMENOHE(>QS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG
15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC 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.
MAINTENAN
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY.
TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WiTH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
HM- USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT
CORRECT TO USE THE PERMANENT SEEDING SCHEDULE.
PEMANEM SFMI NG SCIiEDUIE
SEEDING MIXTUR APPLICATION a
TALL FESCUE 90 LBS/AC
PENSACOLA BAHIAGRASS 60 LBS/AC
KOBE LESPEDEZA 20 LBS/AC
SEEDING DATfS
ME
EARLY SPRING: FEB 15 - MAR 20 FEB 15 - APR 30
FALL SEP 1 - SEP 30 SEP 1 - OCT 31
SOIL AI AM.EN�AENT3
APPLY UME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC 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
MAINTEdANC
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE
FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10, MOW
REGULARLY TO A HEIGHT OF 2-4 INCHES.
NURSE ANTI
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15. ADD 40 LB/ACRE RYE (GRAIN).
KIM PERMANENT SEEDING SCHEDULE IS FOR ALL DISTURBED AREAS OF
THE RESERVOIR CONSTRUCTION.
24" O.C.
24" O.C.
PLANTING INSTRUCTIONS
PLANTING TECHNIQUES
A. Insure that roots, once removed from pot, are straightened and face downward
B. Create planting area for each plant and excavate pit.
C. Place plants In pit Insuring roots are facing completely downward.
D. Had In ad orouond plant and proceed to next planting location.
E. Nerdy platted plants need to be fastened to the substrate for the establishment
of new roots.
F. Roots stall be spread In their normal position. All broken or frayed roots hall be
cut off cleanly.
G. The diameter of the pits for all vegetative stock shall be at least three times the
diameter of the root muse. Plant pit wall shall be scaifled prior to plant
installation.
H. Set the plants upright, ih the center of the pit. The bottom of the root mass
should be resting on undisturbed Boll.
I. Place the badkflll around the base and sides of the root mass, and work each
layer to settle backflll and to eliminate Yoids and air pockets. When pit Is
approximately 2/3 full, water thoroughly before placing remainder of the backflll.
Water again after placing final layer of backfill.
J. Broken or damaged pats will be cut back to undamaged tissue, leaving as much
green basal time as possible above the roots. If more than fifty percent (50%)
of the plant is damaged than contractor shall replace the plant.
CONTAINER STOCK / RARE ROOT
A. Stock shall have been grown in a container long enough for the root system to
have developed sufficiently to hold Its soil together once removed from the
container.
B. Container plants will need to be watered regularly and placed In shady conditions
until planting occurs.
C. Bore root plants are for Immediate planting, otherwise seer 0) below.
D. If bare roots specimens are not to be planted within four (4) days, temporary
holding of bore root specimens are to be covered entirely by a suitable medkim
(etc, soli, sawdust, mulch or the like) and watered regularly so as to not dry out.
PLANT _ LOCATIONS
A. New plantings shall be located where shown on plan except where changes have
been made In proposed construction.
B. Necessary adjustments shall be made only after approval by the owner or the
owners representative
Water sholl be potable and shall not contain elements toxic to plant life.
INV
SEDUENT
EXISTI*N/G / 24'
4'/1R� P/ F,///I 7I Ilr 9
+ + / / j+r / +
�'i00 EF + + + + +
(+3IlII�7I \IV!L\
C
vvv++++++++ ++
°++ ++
195 PC+ * +
+;*++ ++ +87 AI y/
++++++
+ + + + + + + + I+
+++++ + + + ° °
+ + + + + v k v
+103PC+ +++y86IV
Cro49
+ / PRECAST RICR
I /
+/ INTERNAL DIMENSIONS - Ily.Ic� IIy4 FT.
T. x l
\/ 4 1
I I I FlI
TI
.
TOP OF RISER - 269.19
+ POO1.75"e INVERTED INTAKE ORIFICE = 267I '.00
++ NVERT OUT (itro RCP) - 268.39
30 LF 1 RCP0I/I 1 lII I/ I I II l / l/ yy�,I I_ f•�/1/l1 '( / II/I� �yyj 1 I I I /
�0.90
0 iB"FES
INVERT=266.12 -
VELOCITY DISSIPATOR PER
APPROVED CONSTRUCTON
DWNGSR�./-4-
/!
/
II \I
I
/
$
/\ 1/I
i
%�..
I�Ly1'
yy
.r %4e 1
WETLAND BUFFER '4-4,
y
YEfLAND Approved Storm torPn rn-A Documents
Con rruc on r s a documents is
required by the sir m rn mot, 4oth Carolina
rules reou ro ,hat t st emw r systemdesigner
In3pact during con.ucan: cer fy ontormity, with the
iiance with theplans and specs: and cerilty cot
stormwater rules. (15A hCAC 2H.1006 (1))
Permit#5W�0Date 2Z.11. /II(
/
I
/1��va1
cN/
I
I
Sheet # St + • L GL Revision Date IZ•$. •i ki'
•
GRAPHIC SCALE
20 0 10 20 40
I 1 \ 1
t inch _ 20 it
N
L
VJ
� V
,,,,kkk11/11111I111
CAR
33782
O
1124
WON
z:1
COD
�p4FCQ
U
az�z
1� "+ E14
Cn
U` F+
Z
A
O
F—I A
zz -�
W «
a x
PwAm NO- COR-14000
Fmm"m COR14000-SW1
DERMUM BY. JAA
Dsats BY. JES JCG
SCUM 1"=20'
DA'rs. 12-03-20 44
an"'SWILS
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
'J MCADAMS

5�8
'Ali ' ID &• ^ • - e r 14 • `
GENERAL NOTES
I. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE DESIGN
ENGINEER'S ATTENTION IMMEDIATELY.
2. EXISTING STRUCTURAL AND TOPOGRAPHICAL INFORMATION USED FOR THE PROPOSED MODIFICATION WAS TAKEN
FROM A PRELIMINARY SURVEY BY OTHERS
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER MANAGEMENT FACILITY SHALL BE PER
THE DETAILS AND SPECIFICATIONS SHOWN IN THESE DRAWINGS AND THE APPROVED CONSTRUCTION DRAWINGS
PREPARED BY KIMLEY-HORN • ASSOCIATES, INC. SOILS, COMPACTION. AND OTHER MISCELLANEOUS DETAILS AND
SPECIFICATIONS MAY BE MODIFIED PER THE RECOMMENDATIONS OF THE ON -SITE GEOTECHNICAL ENGINEER.
HOWEVER, PRIOR TO IMPLEMENTATION. McADAMS SHALL BE NOTIFIED OF ANY DEVIATION FROM THESE DESIGN
DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED MODIFICATION.
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN (SHEET SW-1LS) FOR THE PERMANENT PLANTING
PLAN/SCHEDULE. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED
DAM EMBANKMENT (FILL AREAS).
5. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYER ALONG THE FOREBAY
BERM IN THE PROPOSED FACILITY AFTER CONSTRUCTION / COMPACTION IS NOT DETERMINED SUITABLE BY A
LANDSCAPE PROFESSIONAL FOR THE WETLAND PLANTINGS, THEN THE CONTRACTOR SHALL AMEND THE PLANTING
AREA OF THE FACILITY AS DIRECTED BY A LANDSCAPE PROFESSIONAL
6. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM EMBANKMENT ONCE
FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTLY FILL PRIOR TO
TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE THE TOP 2"-3' OF THE BERM SECTION TO
PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3"-4"
ON THE DAM EMBANKMENT. PLEASE NOTE THE STOCKPILED TOPSOIL SHALL BE AMENDED, AS DIRECTED BY A
LANDSCAPE PROFESSIONAL, PRIOR TO INSTALLATION ON THE EMBANKMENT.
7. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE EXCAVATION AREAS (E.G - EMBANKMENT SUB
GRADE, INTERIOR PORTIONS OF THE STORMWATER FACILITY, KEY TRENCH. ETC.). THEREFORE, THE CONTRACTOR
SHALL FURNISH. INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL OF
WATER FROM VARIOUS PARTS OF THE STORMWATER FACILITY SITE. WIRING PLACEMENT OF FILL WITHIN THESE
AREAS, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION /
CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION
BOTTOM AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT DISCHARGED FROM THE SITE (I.E. PUMPED WATER
MAY NEED TO BE DIRECTED TO AN APPROVED EROSION CONTROL DEVICE SUCH AS A DIRT BAG (ACF
ENVIRONMENTAL). OR ENGINEER APPROVED EQUIVALENT. PRIOR TO DISCHARGE).
S. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION
SHOULD BE SCHEDULED A MINIMUM OF 30 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS
OR DEFICIENCIES IN THE CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND
OWNER BEFORE CERTIFICATION SHALL BE GRANTED.
INVERTED SIPHON
WITH 1.75"0 ORIFICE
EL = 257.00
18 ".
INVERT - 266.39
5.0'
a.o•
STATEMENT OF RESPONSIBILITY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THE STORMWATER MANAGEMENT FACILITIES SHALL BE THE
RESPONSIBILITY OF THE OWNER, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS
FACILITY.
INVERTED SIPHON
WITH 1.75"0 ORIFICE
EL = 267.00
CON.._._._..... -..--
STEPS IN ACCORDANCE WITH
NCDOT STD. $40.60. STEPS
SHALL BE PLACED AT 16" O.C.
TOP OF RISER IL - 262.19
INVERTED SIPHON
WITH 1.75'0 ORIFICE
EL 267.00
2.8'
INVERT EL - 266.39
d
I 5.0'
F�--4.0•-­­�
CONTRACTOR SHALL PROVIDE STEPS IN
ACCORDANCE WITH NCDOT STD. $ 0.66.
STEPS SHALL BE PLACED AT 18" O.C.
al 18*0 RCP
d FLOW -+-
a
d
�T
'a
EXISTING 24' RCP W/ FES
INVERT 286.79
SEDIMENT
FOREBAY
/ /
/ / /f /// j,/ / / �/;
�/ SH
A / / / / / LAND
SHALLOW
WATER +
+ 255.75
MAIN
POOL
------'
/
NOTE:
DUE TO EXISTING FIELD CONDITIONS, THE
PERMITTED INFILTRATION BASIN IS BEING
MODIFIED TO A STORMWATER WETLAND.
4' PVC CAP WITH
SCREW TYPE PLUG
TOP - EL 207.83
INVERT - EL. 267.00
1•lJIld71LL- 7 .. r
4" PVC CAP WITH
1.75"0 DRILLED ORIFICE
ALLO
+ / 5.75EFLOOR OF WETLAND
TO BE LANDSCAPED I
•Wy / / / PER SHEET SW-1 LS I
285.7
EXISTING RISER OUTLET STRUCTURE I I
/ /SHAPE - SQUARE I
INTERNAL DIMENSIONS = 4 FT. x 4 FT.
TOP OF RISER - 269.19
1.75"0 INVERTED INTAKE ORIFICE = 267.00
INVERT OUT (18*0 RCP) - 266.39 - -
� 01 Sox I
"
FES
INVERT - 266.12
OCITY APPPROVED A°CCONSTRUCION I 1
DRAWINGS /
/ / I
I / GRAPHIC SCALE
1 /
/ zo o to zo 40
1 1 /
/ t Lace = 20 ft.
1 I l i
MAKILAM e1' FL Mri VIEW
1- - 20'
,d.
RISER OUTLET
q.: STRUCTURE
Approved Stonviwaty Permit Docunxnts
Construction r; a=rd"Joce wim these d;;Gumente Is
required by the s;nrmaater pjrm. North Carolina
rules reaulre R.at lira ctofmwa;er System designer
��s�rf�� p InspOet during con€iruotion, certify conformity VIM the
Li rCrtL�i�1{J SERMI � DIT& i stars and specs: and certify com;,AC06 with the
stormwater rules. (15A NCAC .H .1 ^Ot3 (j) )
N T.S Permit # 5W G Li t7 ZOO Dale '3.2� " 2�16
by M F QA J0A:LL
Sheet - I Revision Date, 2..3. 10141
�rr^^
VI
A
� V
��owur/a
J0
: O,r6� O
82
NNE �N
z
0
4
Ei�
z W
CO
� E-4 CQ
cn
>4 E-4 U
�z
Az
d
rn�
rdi CS
E
0 Ww
O
z
P
Az
O�°
w�z O
w �z
z
�a
F4
ter NO- COR-14000
rulsm COR14000-SW1
ratan BTr JAA
IIIIIIII&"n BY: JES/JCG
°CAM AS NOTED
DAM 12-03-2014
81a67 No,
SW-1
'J MOM"s
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION