SW6130701_APPROVED PLANS_20131202

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERITO
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❑ COMPLIANCE EVALUATION INSPECTION
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ENGINEERING DESIGN TECHNOLOGIES, INC.
1705 ENTERPRISE WAY SUITE 200
MARIETTA, GA 30067
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CIVIL DOR: DEREK WESTFALL, PE
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ALL VEHICLES ARE SUBJECT TO SEARCH, REGARDLESS OF WHETHER THEY HAVE A
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ACCOMPLISHED BY VISITING THE VEHICLES REGISTRATION CENTER ON RANDOLPH STREET,
PHONE [phone], COMPLETING REQUIRED PAPERWORK, PRESENTING REQUIRED
DOCUMENTATION, AND RECEIVING OR UPDATING A DECAL SET OR TEMPORARY PASS.
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STORM
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STORM
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N SCALE: 1
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Line ID
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100 YR Flow
Line Size
Line Type
Line Length
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Invert Up
Line Slope
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100 YR HGL Dn
100 YR HGL U
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Rate (ds)
Rate (ds)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
Vel (ft/s)
Vel (ft/s)
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0.88
60.24
78.00
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Cir
200
234.00
236.00
1.00
240.07
242.83
242.55
243.81
6.44
8.29
0.013
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5
0.88
45.20
58.32
36
Cir
112
241.50
242.62
1.00
243.80
244.83
245.41
246.30
8.13
8.41
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0.85
38.75 1
49.79
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112
242.62
243.84
1.09
244.83
245.88
246.85
247.49
7.38
7.15
0.013
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1.27
5
0.78
27.26
34.82
30
Cir
112
244.34
245.56
1.09
245.88
247.34
248.69
249.50
7.96
7.13
0.013
A5-A6
1.20
5
0.78
20.19
25.71
24
Cir
88
246.06
247.04
1.11
247.47
248.65
249.90
251.03
7.98
8.18
0.013
A6-A7
1.58
5
0.76
13.43
17.01
24
Cir
88
247.04
247.92
1.00
248.65
249.23
251.55
252.04
5.50
5.38
0.013
A7-A8
0.95
5
0.56
4.21
5.30
18
Cir
88
248.42
248.86
0.50
249.52
249.68
252.27
252.49
3.63
3.00
0.013
A2-A2A
1.14
5
0.70
12.47
15.76
24
Cir
160
241.50
244.70
2.00
243.80
245.97
245.41
246.13
4.96
5.80
0.013
A2A-A2B
1.14
5
0.70
6.31
7.95
15
Cir
56
245.45
246.26
1.45
246.31
247.27
246.50
247.37
6.49
7.05
0.013
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0.67
5
0.95
5.03
6.34
15
Cir
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248.02
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248.93
248.69
249.81
6.51
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0.013
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0.63
24.45
31.98
42
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48
234.50
234.98
1.00
242.07
242.10
242.55
242.60
2.54
3.32
0.013
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0.20
5
0.16
15.12
19.71
30
Cir
72
236.68
237.40
1.00
242.25
242.35
242.86
243.02
3.08
4.02
0.013
133-64
0.40
5
0.42
15.72
20.27
30
Cir
256
237.50
240.06
1.00
242.42
242.80
243.15
243.77
3.20
4.13
0.013
B4-65
0.36
5
0.31
14.96
19.16
30
Cir
128
242.34
243.62
1.00
243.38
244.92
243.91
245.10
6.74
6.12
0.013
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0.45
5
0.32
14.88
18.85
30
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208
243.72
245.80
1.00
244.92
247.10
245.10
247.27
6.07
6.52
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1.37
1 5
0.65
13.97
17.65
24
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88
246.40
246.84
0.50
247.88
248.28
248.40
248.94
5.69
5.62
0.013
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1.37
5
0.65
7.04
8.88
15
Cir
56
246.94
247.50
1.00
249.03
249.70
249.65
250.71
5.74
7.23
0.013
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0.20
5
0.16
8.33
10.64
24
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108
238.38
239.46
1.00
242.25
242.41
242.86
243.11
2.76
3.49
0.013
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5
0.80
8.60
10.84
18
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144
240.06
241.50
1.00
242.55
243.52
243.35
244.88
4.87
6.14
0.013
Cl-C2
POND C FLOWS
5.70
13.00
24
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128
233.36
234.00
0.50
234.73
234.84
234.73
235.37
3.51
5.68
0.013
D1-D2
84.10
148.00
42
Cir
64
215.00
215.32
0.50
220.50
220.95
220.50
221.88
8.74
15.40
0.013
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84.10
148.00
36
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24
218.24
218.48
1.00
221.24
221.62
222.44
223.62
11.90
20.90
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1 148.00
36
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223.12
224.00
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227.52
226.12
230.45
11.90
20.90
0.013
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43.60
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234.50
234.59
0.50
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236.20
236.80
236.89
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7.49
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43.60
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1 235.09
239.94
0.99
236.51
241.64
237.69
243.25
7.87
8.88
0.013
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POND B FLOWS
25.04
43.60
30
Cir
495
1 239.94
242.42
0.50
241.76
1 244.19
243.43
249.03
6.64
8.88
0.013
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STORM MAIN E
SCALE: 1 " = 50' HORZ
SCALE: 1 " = 5' VERT
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WILMINGTON District
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FOR CMP: 1'-0" SECTION OF PIPE
MAY BE CAST IN HEADWALL
B -1
1 ALL CONCRETE SHALL BE 4000 PSI
REINF. STEEL SHALL BE 112'0 OF IN
GRADE - PLACE REINF. 2' MIN. CL.
CHAMFER ALL EXPOSED EnGES 3/4"
2_ REINF CONCRETE PIPE SHALL BE
GROUTED IN PLACE
C
1�
PICK='
LIP IT
POINTS
6" �F- _ �G„
B
PLAN A
E01"IT- IT I VP[I-0N
L 5" 45"
- - TYPE 1 TYPE 2
BARS C,D,E,G,J,L BARS A,B
I
G TYPE 4 TYPE 5
BAR E BAR K
B u
TYPE 3
BAR H
COMPACTED SUBGRADE BAR REINF DETAILS
_ 6. MINIMUM 95% STD. PROCTOR REINF STEEL TO BE 1 /2 0 BARS
SIDE ELEVATIt
VARIABLE
DIMENSIONS (CONCRET.E PIPE)
CU. D�
NSIDE
AREA
BASE
CONC
DIA
PIPE
PIPE
OPENING
A
B
C
I
D
E
F
C
IT
WT
AREA
0.43
5"
1.23
2'-4"
S-4
112"
1'-3
5/16"
1'-5"
4'-10"
2'-0"
1'
0
1/4"
1753
8.30
OA3
18"
1.76
-3--'-5"
3'-5"
2'-4"
3'
4
1/2"
2'-0"
1'-5"
4'-10"
2'-0"
1'-0
1/4"
1753
8.30
0.50
21"
240
---
3'-8
1�2"
2'-6"
3'-8°
2'-3
2'
-------
1�2"
-
-6"
--------
5'-3
1�2"
-----------
2'-1
�2"
--
1'-0
7�8"-
-020
9.40
0.51
24"
-
3.14
4'-0"
2'-9"
3'-11"
2'-7"
1'-8"
6'-11"
2'-4
112"
1'-1
3/4"
2383
11.80
0.79
30'
4.91
4-6
1�2"
3'-1"
4 '-5
1�2'-
3'-1
112"
2'-0"
7'--1
1/2"
2'-10"
1'-3
7/8"
3182
1510
--
1.00
-
----�-
M"
7.07
5 -1
-
"
3'-5"
5'
-0"
-
3'-8"
2'-4"
8'-4"
3'-3
1 /2°
1'-6"
4089
19.60
VARIABLE
DIMENSIONS
(METAL PIPE)
Cu. YDS.
INDSA E
ARE
BASE
CONC.
A
B
I
C
D
E
F
G
II
WT
AREA
PIPE
OPENING
0.38
15"
1.23
3'-2"
2'-3"
3'-2"
�'-9"
-4"
4'-5"
-10
1/2"
0'-11 3/4"
1549
7.34
0.38
18"
1.76
3'-2"
3'-2"
-
1'-9"
-
-4"
--
4'-5"
1'-10
1/2"
0'-11 3/4"
1549
T34
0.44
21°
2.40
3'-5"
2'-5"
3'-5"
2'-0"
'-5"
4'-10"
Y-O"
1'-0 1/4"
1778
8.32
0.51
24"
3.14
3'-8"
2'-7"
3'-8"
2'-3"
�'-7"
5'-5"
2'-3"
-
1 1'-1 1/4"
2108
9.90
0.70
30
-
4.91
-
4'-2"
2'
-
11"
4'-2"
--
2'-9"
-
-
-11"
6'-7"
2'-8
1/2"
-3 1/4"
2834
13.50
0.91
36"
7.07
4'-8"
3'-3"
4'-8"
3'-3"
2'-3"
7'-9"
3'-2
1/4"
1'-5 3/8"
3678
17.65
3000 M DaNaR:TE sue
REQUIRED FDIC UEYIHb O�IM\ OF 4•-0" OR OVER.
%, 5-0' DIAMETER CONCRETE GRATE INLET
OIIOiETE PAVEMENT PAVEMENT
XPACTED SUB -GRADES
3DOO PSI CONCRETE
"TAR I'.C'.11 OUTLET PPE
'/A1W,1- 3000 PWCONCRETE
;TD. C.I. STEPS W:m
D FOR DEPTHS
I' OR OVER. SECTM
DIAMETER CONCRETE GRATE INLET
BAR -I
BAR L
BAR C
SECTION AA
SECTION CC
CONCRETE HEADWALL DETAILS
BAR D
BAR A
BAR B AT PIPE
BAR B
BAR D
BARS, E
BAR J
BAR L
BAR D
BARS H
BAR F
BAR G
BAR k
STORM WATER DETENTION MAINTENANCE ACTIVITIES
STORM WATER DETENTION POND SHALL BE INSPECTED AND MAINTAINED BY THEPROPERTY OWNER AT LEAST TWICE A YEAR.
LISTED BELOW ARE OWNER'S MAINTENANCE RESPONSIBILITIES:
MONTHLY
• CLEAN AND REMOVE DEBRIS FROM INLET AND OUTLET STRUCTURES
e MOW EMBANKMENT AND SIDED SLOPES.
ANNUALLY
• INSPECT FOR DAMAGE, PAYING PARTICULAR ATTENTION TO THE CONTROL STRUCTURE.
• CHECK FOR SIGNS OF EUTROPHIC CONDITIONS.
• NOTE SIGNS OF HYDROCARBON BUILD-UP, AND REMOVE APPROPRIATELY.
• MONITOR FOR SEDIMENT ACCUMULATION IN THE FACILITY AND FORE BAY.
• EXAMINE TO ENSURE THAT INLET AND OUTLET DEVICES ARE FREE OF DEBRIS AND OPERATIONAL.
• CHECK ALL CONTROL GATES, VALVES OR OTHER MECHANICAL DEVICES.
AS NEEDED
• REPAIR UNDERCUT OR ERODED AREAS.
5 TO 7 YEARS OR AFTER 50% OF THE TOTAL FOREBAY CAPACITY HAS BEEN LOST
• REMOVE SEDIMENT FROM THE FOREBAY.
10 TO 20 YEARS OR AFTER_ 25% OF THE PERMANENT POOL VOLUME HAS BEEN LOST
• MONITOR SEDIMENT ACCUMULATIONS, AND REMOVE SEDIMENT WHEN THE
POOL VOLUME HAS BECOME REDUCED SIGNIFICANTLY, OR THE POND BECOMES EUTROPHIC
ALTERNATE TOP SLAB
8"MIN = ." REINFORCED TO MEET
H-20 LOADING
JUNCTION BOX HEAVY DUTY FRAME AND COVER
NEENAH R-1792-AL OR APPROVED EQUAL
SET FRAME IN FULL DROP INLET FRAME AND GRATE
BED OF MORTAR NEENAH R 3405-A OR APPROVED EQUAL
BRICKS MAY BE USED FOR
8'MIN 2'-0' ! GRADE ADJUSTMENTS
18'-24"
TAPERED SECTION MIN. 0.12 SQ. IN. STEEL PER
SEE JOINT DETAILS VERTICAL FOOT. PLACED
ACCORDING TO AASHTO
HEIGHT OF RISER DESIGNATION
SECTIONS VARY OUTSIDE OF PIPE
FROM V TO 4' 1" CLEAR +2' CLEARANCE
NOTE: PROVIDE 'V' OPENINGS
DIAMETER SHALL BE ADEQUATE
TO ACCOMODATE SIZES AND 3 MORTAR ALL JOINTS
OF ENTRY OF ALL PIPES ' y,
ENTERING STRUCTURE WITH A 4'-0' DIA
MINIMUM WALL THICKNESS Cr 4' MIN. 5' MIN
BETWEEN PIPES. • ;7--SEE BASE DETAILS
1' CLEAR 5+ MIN
< PRECAST UNIT
/+' ' MIN #3 BAR
1 3.
MIN. 3' MIN. <
I 5' MIN N -
PRECAST
Ik UUU PRECAST BASE
JOINT DETAILS BASE DETAILS
I"`l';�JONcTION BOX (DRAINAGE MANHOLE)
r ri Or; ISGLE N.T.S.
TOP WIDT-
�- MIN.
E
BOTTOIv1
WIDTH
DRAINAGE CHANNEL CHART
CHANNEL
#
TOP
WIDTH
BOTTOM
WIDTH
Oro
cfs
Via
ft/s
A
A,
W
ft
d
ftt's
2
CHANNEL
TREATMENT
1
19.1,
8.00'
18.35
0.73
25.07
119.70
1.85
3.00
GRASS
2
19.08
12.00'
18.35
1.00
18.34
19.46
1.18
3.00
GRASS
3
12.28'
4.00'
26.74
2.38
11.23
12.73
1.38
3.00
GRASS '
4
7.98'
3.00'
5.38
1.18
4.56
8.25
0.83
3.00
GRASS
5
5.10'
3.00'
1.50
1.06
1.42
521
0.35
3.00
GRASS
6
7.42'
4.00'
3.08
0.95
3,25
7.60
0.57
3.00
GRASS
7
6.90'
3.00'
1.77
0.55
3.22
7.11
0.65
3.00
GRASS
3CL
�R D
,R E
R D
" CL
ION B-B
SECTION DD
BAR D
BAR K'
BAP. G
NOTT. ux TIE!@ .CLVIOC ro •T TEEI.I a M >R
RCGGYE®n ■IaMECE 1IF11 �alEsnr.
VSPOUT STUB -UP CONNECTION
MATTING TO BE NORTH AMERICAN
GREEN BIONET S758N OR EQUAL
FOR ENTIRE LENGTH OF CHANNEL.
SEE PLT. C-510 FOR INSTALLATION
DETAILS.
MATTING FOR CHANNEL #3 WHERE
IT ENTERS BASIN #1 TO BE NORTH
AMERICAN GREEN BIONET Vmax C350
OR EQUAL SEE PLT. C-510 FOR
INSTALLATION DETAILS.
TYPICAL DRAINAGE CHANNEL DETAIL + CHART
US Army Corps of
Engineers
WILMINGTON District
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C-505
SHEET 34 OF 373
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1
2
3
4
5
R
C
A
FOREBAY
HW B
-�1I IS
I�I�I
WET DETENTION BASIN A INFORMATION
VOL. PERMANENT POOL:
87,515 CIF
AREA PERMANENT POOL:
20,734 SF
AREA BOTTOM OF SHELF:
17,705 SF
AREA TOP OF SHELF:
23,983 SF
PERMANENT POOL EL. = 235.00
SPILLWAY LINING
TO MAIN POND TO
BE CLASS 1 RIP -RAP
ON FILTER FABRIC
IIIII
SHWT EL. = 234.9 \�
�'��IIII� (IIIIIII IIIIIII 1111 III
12" THICK CLAY SOIL LINER, 95% COMPACTION A/P
SOIL SCIENCE AND INFILTRATION REPORT
BOTTOM OF POND ( SEDIMENT CLEAN -OUT TOP) EL. = 228.50
SEDIMENT CLEAN -OUT BOTTOM EL. = 227.50
100 YR. PONDING EL. = 242.55
C 10 YR. PONDING EL. = 242.07
\ \ 2 YR. PONDING EL. = 239.44
\\ �1 YR. PONDING EL. = 238.34
M
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TO MAIN POND TO
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ON FILTER FABRIC
FOREBAY
HW A
11 l ! Il,
48"RCP @ 1.007
DETENTION BASIN
FOREBAY
100 YR. PONDING EL. = 250.48
10 YR. PONDING EL. = 249.97 p
10' VEGETATED SHELF
2 YR. PONDING EL. = 249.77
—
1 YR. PONDING EL. = 249.63
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-III ON FILTER FABRIC
WET DETENTION BASIN B INFORMATION
VOL. PERMANENT POOL:
52,380 CF
AREA PERMANENT POOL:
20,174 SF
AREA BOTTOM OF SHELF:
16,267 SF
AREA TOP OF SHELF:
25,675 SF
VvIIIII IIIIIII �IIIIII
BOTTOM OF POND ( SEDIMENT CLEAN -OUT TOP) EL. = 244.50 J
SEDIMENT CLEAN -OUT BOTTOM EL. = 243.50
ENTRANCE
DRIVE
TOP OF DAM EL. = 244.00
FINISHED GRADE
i ;> s!
L
30" RCP -
IE=242.42
5'-4•
SECTION
GI
8'x8' PRECAST BASE SLAB
ADDITIONAL CONCRETE SLAB
FOR ANTI -FLOTATION PURPOSES
ELEVATION
GALVANIZED STEEL
EXPANDED METAL
GRATE CAPABLE OF
SUPPORTING 150
LBS/SF ATTACHED
WITH EXPANSION
ANCHORS.
CONCRETE B.W.
WALLS d WALLS 8
FLOORS FLOOR
CONCRETE OUTLET STRUCTURE (OCS D4) SECTION
SCALE kT.S Iflose dw
rnqunsa t,y f. rt weft N6nIt Na,1h
rules rarµtlra that tria e,Ormwator 5yst
during cerslmc5en; ceniP;
rid �pacs; and cemy cc'
:ar rules. (15A NC ^'
—INFLOW ELEV. = 249.75
0
1/2" MORTAR JOINT o 0
0
/8"X8"' BRICK OR 6"
ROUND CONC. PEDESTAL
JOINTS SHALL BE
GROUTED INSIDE &
OUTSIDE (TYP.)
\�--8' x 8' BASE SLAB
`ADDITIONAL CONCRETE SLAB
FOR ANTI -FLOTATION PURPOSES
FLN
OUTLET CONTROL STRUCTURE (OCS E4)
•�v RLY @ O. SOy, SCALE KTS.
III II�IIIIIII IIIIIII 41,777-
SHWT = 248.1
I.E. = 242.42
N
DETENTION BASIN'
.:.:•::::.i
- _-
_:-: %:•-T%:�.:......
........... ...
... ............• ..... ..
............ ............................. .... ....
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_ - -- -:GRP ED A _F; kAD S s _. .
..- :............. __TAB_I'HF
_CI EAR OL TYP.)
........ .....
-� '.. :. ------------ -- ---------
FILTER
B' OW CRASS SOL
GRASS UNFD :.: �/C - -----------
� I .
CHANNEL SHWTEL. OVERFLOW
�•.... =234.0 STRUCTURE
OCS C2
DERDRAIN SYSYTEM 2 ROWS 4" D!A. SCFED� UN40-SDR-
35 SMOOTH WALL PVC, 10' 0_C. 4 ROWS 3�8"
PERFORATIONS 6" O.C. REO'D ON ALL FOR. PIPE.
USE 6" DIA. FROM CLEAN OUT TO OVERFLOW A
SIRUCTURt-.
IORETENTIONO BASIN "C"
PAVEMENT
INFILTRATION RATE TO BE 2 IN/HR
HYBRID BERMUDA - -
8" GRAVE' WHERE F P INDEX - �0
SHOWN PLAN VIEW SOD GRASS (SOD
MUST NOT HAVE
BEEN GROWN IN CAPPED CLEAN
ISOIL WITH AN OUT PIPE (8" MIN. MPS
MPERMEABLE LAYER ABOVE POND SY..
BOTTOM) .•...
FILL SOIL MEDIA FILTER FABRIC
2' 85-88% SAND (MIN.
8-12% TffS PERMEABILITY >
5 5i ORGANIC 2.0 IN/FR)
4" 'WASTED SAND
8" #57 STONE.
_ III I III III
2' MIN, TO
-IN vIi OIL— WATER TABLE TO DOERS) AIN (OUTLET
-I I I II I I I I 1I WiI I I
TYPICAL SECTION BIORETENTION FILTER MEDIA (A -A')
SGYE N.TS.
NOTES:
1. PERFORATED PVC PIPE IS NOT REQUIRED IN THE BIO-RETENTION AREA WITH SOILS
THAT DRAIN AT -2.0 IN/HR.
MAY ALSO USE 6" RD. CONIC.
NOTE: 2 REQ'D
1SOMITRIC VIEW
T-4"
8 #5 BARS WITH EA. 3'-0" LONG
4 DIAGONAL #5 BARS
24" M.H. COVER C.I. RING - 78 LBS.
C.I. COVER - 63 LBS.
INFLOW ELEV. = 240.00
1 2" MORTAR JOINT
"X8..BRICK OR 6' ROUND CONC. PEDESTAL
JOINTS SHALL BE
24" RCP
24" RCP
GROUTED INSIDE &
IE=OUTSIDE (TYP.)
5,80
5'x5' PRECAST BASE SLAB
0
ADDITIONAL CONCRETE SLAB
FOR ANTI -FLOTATION PURPOSES
SECTION x
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WILMINGTON District
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C.I. COVER - 63 LBS.
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SCALE NJ.&
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1
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Z

1
: 2"1
NV OUT
\ 254.5
U
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INV. IN=2516' }II 0" CP
A � ff V. O =
I 1
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EAGLE TALON DRIVE (NOT IN THIS O T CT) EAGLE TALON DRIVE
\ PROJECT LIMITS I A
NI
IIIT Ti
'`�/�
LIMITS OF DISTUR�ED AR A
\ I /!!�/
i
_ \�257. 0
257.50 257.00 0 25 .00 25 .00 `j
" t'� 245/ 25 TG253. O G / ! / / �i
PO
L STORAGE
° VBUILDING o 2 57�_� % o
(F RE DEVELOPMENT) ' � 1 \� �` / /
l ti
El ° ° T€NI LOCATION 0 / I ❑ o (FUTURE DEVELOPMENT) ���lf'I'l-j
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°
° 91 ° ° °o° ° ° o ° ° ( I I °I ( / / l '� �/ %/�'�// (NRZ�41 it `G
/ /- ��23. / TOP 25-a166z/ /
/ �' T
IN -25
. . / / / //INV�OUT 24 70
\ YI A�(26 x26 GRT DI A7 (34 x34 GRT) DI A6 (34"x34" G T) DI ry•�-•�(34"x34" GR ) /
(NF/. R�833 A) (NF. R-4882 A / (NF. R-4882 A) (NF. R-4882 A) I I I I T 2 � �T „����(/ l " t 1 / J / '
\ I OP 252.50 TOP 253.45 �ry\C/510\�\ TOP 253.45 T P 253A ( f / / W
�NV.(OUT) 248.86� INV. (IN) 248.42�� INV. (IN) 247.04 II•�V. (IN) 246.06 I IN ) I5 I r C'$l� < / / 7• �/ i Ir^
-// INV.(OUT) 247.92/ INV.(OUT)247. INV.(OUT)2 vJ
/ I
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88 LF- 18" RgC�P Q 0.50% 88 LF- 24" RCP Q .00°k 88 LF- 24" RCP Q 1 1 % 12 LF 0" R�C�P Q 1. 9% 1112 LF- ¢ C Q 1.09 I I 11 - 46�R'CP Q 1.00% � � \ \ t ` `� � \ \ � ' IZ
253.50-TP253.80 253.45 5i25- 0 25.345 5 25 .80 TP2�3,45 S1P253.8 2�3.45 I'! I 2 .80 II / r 5 253.70 .90
\ TG 5 111 DI A3 (34�'x�4" G T') I
O 82' T/FP o I / NF. R-0882A) �0,
V( T) 241.62 W
\\F 42" �-
i • 9 ` 33' AT/FP I Boo RAw )11 3 \AT\�� \ a ' \ \ oo \ 5o�F�i16P�,-,1}
Tri54.70
BOQT DRAIN I 314 LF-12•HDPE TO.(�U 1 21{8.00 \ \ \ \� - D2�
TYP` ® 1 3% SLOP ROOF LF 12 HDP O 1.68% OP 2�24+50
DR N OLLE SYSTE \� D AI CO FSC ON S M \ \ IN1(`(IN)\7
S D D D �.
• 0 .B� 4. 1-11HDPE ® 2.0.$., S, 1NY.(OU�15:\
D AIN SYSTEM
POND B
OCS E4
INV.IN(1916A)' 246.40-
INV UT) 245.80
IECT LIMITS - - -
I t I 1
i < z
vE c
l
DI B6A (34"x34" GRT')
�NF.R-0882 A)
TOP 252.70 O
rzL
INV.(IN)24
INV.(OUT) 246.84
I ,
208
SD
(NF. R-4833 A)
TOP 252.50 //
INV. (IN) 24V! ,
I.063
, �►� , ��� °Il�li�f, �\ VAS \�\�
a 1: 1�
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II
T
-
iGklf�di173dTn1��6LU.�����.\�
i
A
- LIMITS OF DISTURBED A
PROJECT LIMITS \
US Army Corps of
Engineers OD
30' 0 60' 120' 180' WILMINGTON District
GRAPHIC �. SCALE:
GRADING 'DATA: " .�CARO4;y��i, 'ass/'
TOTAL DISTURBED AREA = 28.00 ACRES 0:.� ' .•
GRADING LEGEND: = _ pS�EAgg�� r--,
TOP OF PAVEMENT ELEVATION TP
TOP OF CURB ELEVATION TC
TOP OF GUTTER ELEVATION TG
FINISHED GRADE ELEVATION G
TOP OF CONCRETE ELEVATION TCO
TREE PROTECTION FENCE TP
(SEE DTL. PLT. C502)
NOTE:
1.) MAXIMUM SLOPE FOR CUT OR FILL IS 3HAV,
EXCEPT THE POND AS NOTED.
2.) CONTRACTOR TO INSTALL SETTLEMENT PLATES
PER GEOTECHNICAL REPORT IN THE GRASS AREA
NORTH OF YI-B2B BETWEEN CONTOURS 254 TO 245.
3.) CONTRACTOR TO BENCH SLOPES 2' TO 4' PER
GEOTECHNICAL REPORT.
Z
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PLATE REFERENCE w
NUMBER D
CG-101 U)
SHEET 17 OF 388 cn

1
2
100 YR. PONDING EL. = 242.59
i
3
E�
5
C
Ci
0
,h9�67�I��IIP7��-7:F91�I:�I�I7i7:7u/:\LPL`
VOL. PERMANENT POOL:
80,311 CF
AREA PERMANENT POOL:
22,154 SF
AREA BOTTOM OF SHELF:
19,064 SF
AREA TOP OF SHELF:
25,648 SF
FOREBAY
HW B
PERMANENT POOL EL. = 235.00
SPILLWAY LINING
TO MAIN POND TO
BE CLASS 1 RIP -RAP
ON FILTER FABRIC
SHWT EL. = 234.9
12" THICK CLAY SOIL LINER, 95% COMPACTION A/P J
SOIL SCIENCE AND INFILTRATION REPORT
BOTTOM OF POND ( SEDIMENT CLEAN -OUT TOP) EL. = 228.50 J
SEDIMENT CLEAN -OUT BOTTOM EL. = 227.50
FOREBAY
PERMANENT POOL EL. = 248.50
SPILLWAY LINING
TO MAIN POND TO
BE CLASS 1 RIP -RAP
ON FILTER FABRIC
10 YR. PONDING EL. = 242.08 ❑
2 YR. PONDING EL. = 239.39
1 YR. PONDING EL. = 238.27 w o
> N
On
w 2
O J
0 w
m U)
lif IIIIIII 111111
100 YR. PONDING EL. = 250.72
10 YR. PONDING EL. = 250.17
��2 YR. PONDING EL. = 250.02
1 YR. PONDING EL. = 249.73
0
O ❑
0
o
F
cNia-
n
SPILLWAY LINING
U
l
w
TO MAIN POND TO
O
N (D
BE CLASS 1 RIP -RAP
J w
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w
ON FILTER FABRIC
LL
o_ O
J
FOREBAY
O
m
HW A
IIII -� 11��1
48"RCP ® 1.007
IIII IIIIIII-7l'r
.= 224.00
DETENTION BASIN "A"
O'VEGETATED SHELF
4
w
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6
to
N
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0
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ENTRANCE DRIVE
±256.0
30"RCP 0 0.507
WET DETENTION BASIN B INFORMATION: '/1111111 111HIlh I NV
Hill IIIIIII IIIIIII 1 III IIIIIII IIIIIII —i
VOL. PERMANENT POOL: 46,114 CF 'IIII IIIIIII
AREA PERMANENT POOL: 18,898 SF SHWT = 248.1
AREA BOTTOM OF SHELF: 14,812 SF
I.E. = 242.42
AREA TOP OF SHELF: 23,160 SF
BOTTOM OF POND ( SEDIMENT CLEAN -OUT TOP) EL. = 244.50
SEDIMENT CLEAN -OUT BOTTOM EL. = 243.50
rWET DETENTION BASIN "B"
N.T.S
TOP OF DAM EL. = 244.00
FINISHED GRADE
s
uN
30" RCP -
IE=242.42
3'-4"
N
24" RCP -
IE=234.00
SECTION
G
AST BASE SLAB
CONCRETE SLAB
LOTATION PURPOSES
ELEVATION
CONCRETE OUTLET STRUCTUREI
GALVANIZED STEEL
EXPANDED METAL
GRATE CAPABLE OF
SUPPORTING 150
LBS/SF ATTACHED
WITH EXPANSION
ANCHORS. T
FLOORS
D4) SECTION
5
—INFLOW ELEV. = 250.00
O
O O
1/2" MORTAR JOINT 0
/8"X8'" BRICK OR 6"
ROUND CONC. PEDESTAL
8" 4' 8'
00
�-8' x 8' BASE SLAB
ADDITIONAL CONCRETE SLAB
FOR ANTI -FLOTATION PURPOSES
PLAN
OUTLET CONTROL STRUCTURE (OCS E4)
JOINTS SHALL BE
GROUTED INSIDE do
OUTSIDE (TYP.)
SCAM HIS,
�4•
MAY ALSO USE 6" RD. CONC.
N�o
NOTE: 2 REQ'D
ISOMETRIC VIEW
0
O 0
0
8 #5 BARS WITH EA. 3'-0- LONG
4 DIAGONAL #5 BARS
24" M.H. COVER C.I. RING - 78 LBS.
C.I. COVER - 63 LBS.
—INFLOW ELEV. = 240.00
—1Z2" MORTAR JOINT
X8'" BRICK OR 6" ROUND CONC. PEDESTAL
TOP OF BIO-BASIN 239.00 ISOMETRIC VIEW
"7—(EA. SIDE) CONSISTING OF
FILTER MEDIA WITH SOD COVER
.JOINTS SHALL BE
OUTTSI ED(ITYP.)E &
00
-5'x5' PRECAST BASE SLAB
-ADDITIONAL CONCRETE SLAB
FOR ANTI -FLOTATION PURPOSES iv
YARD INLET C2
SCALE KTS.
PLAN
stA�le/3o9oI�'
US Army Corps of
Engineers
WILMINGTON District
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24" M.H. COVER C.I. RING - 78 LBS.
C.I. COVER - 63 LBS.
0
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