SW8061005_Approved Plans_20130716

"S TORA GE BA SIN
1
SUMMARY:
NCDENR/DWQ PERMIT # SW8-061005
DATA: DATA
AS -BUILT
1. IMPERVIOUS AREA PERMITTED
AS -BUILT
78,739 SF (1.81 ACRES)
2 NORMAL POOL SURFACE AREA
N/A
J. NORMAL POOL ELEVATION
N/A
4. POND DEPTH (DEEPEST POINT)
7
5. POND BOTTOM ELEVATION (DEEPEST POINT)
12
6. ORIFICE INVERT ELEVATION
N/A
7. OUTLET BOX CREST ELEVATION
N/A
8. STATE STORAGE VOLUME
34,413
9. 10:1 FT VEGETATED SHELF
N/A
10. 10 FT ACCESS
PRESENT
ll. FOREBAY
N/A
12. PRIMARY SPILLWAY ELEVATION
18.4
13. EMERGENCY SPILLWAY ELEVATION
1&4
14. ORIFICE SIZE
N/A
15. WEIR CUT CREST LENGTH
2 FT
16. WEIR CUT ELEVATION
IZ6
I Z SIDESLOPES (TYPICAL)
3.1
18. INV. OF PIPES FROM OUTLET STRUCTURE
N/A
STATE WATER QUAUTY POND CONSIDERATIONS -
3.0' STORAGE VOLUME REQUIRED = 19,900 CF
30' STORAGE VOLUME PROVIDED = 34,413 CF
'INFIL TRA TI ON BASIN 1
SUMMARY:
NCDENR/DWQ PERMIT # SW8-061005
AS -BUILT DATA:
1. IMPERVIOUS AREA PERMITTED
AS -BUILT DATA
78,739 SF (1.81 ACRES)
2 NORMAL POOL SURFACE AREA
N/A
J. NORMAL POOL ELEVATION
N/A
4. POND DEPTH (DEEPEST POINT)
3
5. POND BOTTOM ELEVATION (DEEPEST POINT)
19
6. ORIFICE INVERT ELEVATION
N/A
Z OUTLET BOX CREST ELEVATION
N/A
8. STATE STORAGE VOLUME
20,396
9. 10:1 FT VEGETATED SHELF
N/A
la 10 FT ACCESS
PRESENT
11. FOREBAY
N/A
12. PRIMARY SPILLWAY ELEVATION
20.6
13. EMERGENCY SPILLWAY ELEVATION
20.6
14. ORIFICE SIZE
N/A
15. WEIR CUT CREST LENGTH
N/A
16. WEIR CUT ELEVATION
N/A
I Z SIDESLOPES (TYPICAL)
3.1
18 INV. OF PIPES FROM OUTLET STRUCTURE
N/A
STATE WATER QUAUTY POND CONSIDERA11ONS -
3.0' STORAGE VOLUME REQUIRED = 19,900 CF
3.0' STORAGE VOLUME PROVIDED = 20,396 CF
23 FT
TOP OF EMBANKMENT
ELEVATION = 19.0
STORAGE BASIN 1
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
21.2 FT
TOP OF EMBANKMENT
20 FT ELEVATION = 21,0
ELEV. = 20.6
INFIL TRA TION BASIN 1
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
OO
/
O /
/
/ \ /
T
Po
/ / Y
..
-� BYPASS STRUCTURE
TOP = 19.7 FT ..
WEIR = IZ6 FT
INV OUT = 16.9 FT
\\\�VIN= 13.3FT
f_
INFILTRATION BASIN 1
I BASIN BOTTOM = 19 FT
OUT = 16.7 FT
VARIABLE WIDTH DRAINAGE EASEMENT
I `3' STORAGE ELEVATION = 17.6 FT
J % SURFACE AREA 0 ELEV. 17.6 FT = 7,890 SF
STORAGE 0 ELEV. 17.6 FT = 34,413 OF
i
EMERGENCY SPILLWAY
ELEV = 18.4 FT
I
2' TUCKL
7
CF 4" CLEAN SIFTED
IVH VIRAL vn UUIYU
STORAGE BASIN 1
EMBANKMENT SECTION
NOT TO SCALE
12.4 FT
10 FT
i TOP OF EMBANKMENT ELEVATION = 21.0
EMERGENCY SPILLWAY ELEVATION = 20.6
3" STATE STORAGE ELEVATION = 20.6 E7
3" STATE STORAGE VOLUME PROVIDED = 20,396 CF
�\ 3' STATE STORAGE VOLUME REQ'D = 19,900 CF
\.. BASIN BOTTOM ELEV. = 19.0
'NATURAL GROUND '
INFIL TRA TION BASIN 1
EMBANKMENT SECTION
NOT TO SCALE
I\ 36i'
IrL'� ELEV. = 13.0
TOP OF EMBANKMENT
ELEVATION = 19.0
RUFCO LINER
- RUFCO 1000 SERIES, PRODUCT 4000E 1. RECOMMENDED LINER
2. OVER EXCAVATE BOTTOM OF POND 4" AND FILL WITH CLEAN SIFTED SAND.
3. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE ONCE EXCAVATION
OF BASIN IS COMPLETE.
4. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE WHEN FABRIC
IS BEING PLACED.
5. CLEAN SCREENED MATERIAL TO BE USED FOR BACKFILL.
STORAGE BASIN 1
CROSS SECTION
NOT TO SCALE
24" RCP
TO BASIN ACD�
INV = 13.3
ACCESS COIfR
\ I
I
� I
\ \ I
\
3' STORAGE ELEVATION = 20.6 FT \
SURFACE AREA 0 ELEV. 20.6 FT = 13,772 SF
STORAGE 0 ELEV. IZ6 FT = 20,396 CF `\
COVER/ACCESS TOP COVER/ACCESS TOP
ELEV. = 19.7 ELEV. = 19.7
2.0 FT WEIR
4 FT
24" RCP
ELEV. = 17.6
TO DITCH
24 RCP
INV= 16.9
TO BASIN
RCP
IE = 13.3 1
12' CON . 1
j
12' CONC.
INV = 13.3
2 FT SUMP
2 FT SUMP
FOR CLEANOU
+ FOR CLEANOUT
=BASE
SEE DETAIL THISI SECTION VIEW
SHEET FOR
STORMWATER P.S. (2) - 4 FT x 4 FT PRECAST CONCRETE BOX
DETAIL LOCATED NC PRODUCTS 4848 OR EQUIVALENT
IN THIS BOX
Q' PLAN VIEW JUNCTION BOX/ 1. A
a= � (2) - 4 FT x 4 FT PRECAST CONCRETE BOX
�~ II NC PRODUCTS 4848 OR EQUIVALENT BYPASS STRUCTURE
N Z NOT TO SCALE
EMERGENCY SPILLWAY
ELEV = 20.6 FT
DEVIA TIONS FROM
DESIGN DRA WINGS:
STORAGE BASIN 1
DESIGN ASBUILT STATE MIN.
WEIR ELEV IZ5 17.6
VOLUME (CF) 20,912 34,413
EMERGENCY SPILLWAY 18.5 18.4
DEVIA TIONS FROM
DESIGN DRA WINGS:
INFILTRATION BASIN 1
DESIGN ASBUILT STATE MIN.
STORAGE ELEV. 20.8 20.6
VOLUME (CF) 21,571 20,396
EMERGENCY SPILLWAY 20.8 20.6
NOTES
1. AS -BUILT LOCATIONS PERFORMED AND PROVIDED BY LINWOOD JONES, PLS
SIGNED AND SEALED BY LINWOOD JONES L-1381
2. NA VD 29
LICENSE # C-2710 "
COASTAL
SITE
DESIGNPC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
(910) 791- 4441
Q
z
O
Q
C)- U
ct
�O
� O z
O
Q �
W
o :D
p
� c
c,_
ao �z>
cis Z
p
cL_ Z
LLJ
j
O
aia ca
�3
ffi E w
n$ �
zs.y A
o
yew°
CIA
goo
�L�t i i i r�P7/7f
CA
Ile
:° -^
S A
0254� c'
`
J
?f Zirk5 i
Q
p
m
cn
Y
Q
W
0
Z
w
DA TE: 09-21- 75
HORZ. SCALE: 1 " = 20'
VERT. SCALE: N/A
DRA WN B Y.• RL W
CHECKED B Y.• HSR
PROJECT NO.: 05-004J
Sheet No. Of 4

23 FT
TOP OF EMBANKMENT
ELEVATION = 1&0
20 FT ,
,� r 1 .
STORAGE BASIN 2
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
21.2 FT
TOP OF EMBANKMENT
ELEVATION 20.0
20 FT
ELEV. = 19.7 All
INFILTRATION BASIN 2
EMERGENCY SPI LL WA Y
FRONT VIEW
NOT TO SCALE
194
PLAN VIEW
(2) - 5 FT x 5 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
1' MIN TOP OF EMBANKMENT
ELEVATION = 18.0
2 TUCK / 36IS'/
ELEV. = 70y
RUFCO LINER
4' CLEAN SIFTED SAND `,
1. RECOMMENDED LINER - RUFCO 1000 SERIES, PRODUCT 4000E
2. OVER EXCAVATE BOTTOM OF POND 4" AND FILL WITH CLEAN SIFTED SAND.
3. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE ONCE EXCAVA110N
OF BASIN IS COMPLETE.
4. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE WHEN FABRIC
IS BEING PLACED.
5. CLEAN SCREENED MATERIAL TO BE USED FOR BACKFILL.
STORAGE BASIN 2
CROSS SEC TION
NOT TO SCALE
COVER/ACCESS TOP COVER/ACCESS TOP
ELEV. = 18.5 ELEV. = 18.5
2.0 FT WEIR 5 FT
ELEV. = 16.1
36" 36'
RCP RCP
IE = 12.9 IE = 14.0
12" CONC. 12" CONC.
2 FT SUMP 2 FT SUMP
FOR CLEANOUT FOR CLEANOO
SECTION VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
JUNCTION BOX/ 2. A
BYPASS STRUCTURE
NOT TO SCALE
=BASE
13.0 FT
10 FT
TOP OF EMBANKMENT ELEVATION = 18.0
EMERGENCY SPILLWAY ELEVATION = 17.5
3" STATE STORAGE ELEVATION = 16.1
3" STATE STORAGE VOLUME = 79,422 CF
BASIN BOTTOM ELEV. = 7.0
NATURAL GROUND
STORAGE BASIN 2
EMBANKMENT SECTION
NOT TO SCALE
11.2 FT
10 FT
TOP OF EMBANKMENT ELEVATION = 20.0
EMERGENCY SPILLWAY ELEVATION = 19.7
\ 3" STATE STORAGE ELEVATION = 19.7 n
3" STATE STORAGE VOLUME = 45,168 CF=
BASIN BOTTOM ELEV. = 1 & 0
'NATURAL GROUND I - \ ,; . V /," ,`"/''
INFILTRATION BASIN 2
EMBANKMENT SECTION
NOT TO SCALE
1
041 v
\ T
INFILTRATION BASIN 2
\ \ BASIN BOTTOM = 18 FT
/
42
/
/
/
/
/
/
S TORA GE BA SIN
2
SUMMARY:
NCDENR/DWQ PERMIT # SW8-061005
AS -BUILT DATA:
1. IMPERVIOUS AREA PERMITTED
AS -BUILT DATA
180,648 SF (4.15 ACRES)
2 NORMAL POOL SURFACE AREA
N/A
J. NORMAL POOL ELEVATION
N/A
4. POND DEPTH (DEEPEST POINT)
11
5. POND BOTTOM ELEVATION (DEEPEST POINT)
7
6. ORIFICE INVERT ELEVATION
N/A
Z OUTLET BOX CREST ELEVATON
N/A
8. STATE STORAGE VOLUME
79,422
9. 10.1 FT VEGETATED SHELF
N/A
10. 10 FT ACCESS
PRESENT
11. FOREBAY
N/A
12 PRIMARY SPILLWAY ELEVATION
16.1
13 EMERGENCY SPILLWAY ELEVATION
1 Z5
14. ORIFICE SIZE
N/A
15. WEIR CUT CREST LENGTH
2 FT
16. WEIR CUT ELEVATION
16.1
17. SIDESLOPES (TYPICAL)
J. 1
18. INV. OF PIPES FROM OUTLET STRUCTURE
N/A
STATE WATER QUAUTY POND CONSIDERATIONS
3.0' STORAGE VOLUME REQUIRED = 45,242 CF
3.0' STORAGE VOLUME PROVIDED = 79,422 CF
INFILTRATION BASIN 2
SUMMARY:
NCDENR/DWQ PERMIT # SW8-061005
AS -BUILT DATA:
1. IMPERVIOUS AREA PERMITTED
AS -BUILT DATA
180,648 SF (4.15 ACRES)
2. NORMAL POOL SURFACE AREA
N/A
3. NORMAL POOL ELEVATION
N/A
4. POND DEPTH (DEEPEST POINT)
3
5. POND BOTTOM ELEVATION (DEEPEST POINT)
18
6. ORIFICE INVERT ELEVATION
N/A
Z OUTLET BOX CREST ELEVATION
N/A
8. STATE STORAGE VOLUME
45,168
9. 10.1 FT VEGETATED SHELF
N/A
10. 10 FT ACCESS
PRESENT
11. FOREBAY
N/A
12 PRIMARY SPILLWAY ELEVATION
19.7
13. EMERGENCY SPILLWAY ELEVATION
19.7
14. ORIFICE SIZE
NIA
15. WEIR CUT CREST LENGTH
N/A
16. WEIR CUT ELEVATION
N/A
1 Z SIDESLOPES (TYPICAL)
3.• 1
18. INV. OF PIPES FROM OUTLET STRUCTURE
N/A
STATE WATER QUAUTY POND CONSIDERATIONS
3 0' STORAGE VOLUME REQUIRED = 45,242 CF
3 0' STORAGE VOLUME PROVIDED = 45,168 CF
I \
r \
i \
l+F
I \
EMERGENCY SPILLWAY
ELEV = 19.7 FT
J JlMAK ULVAHM = I.Y./ 1'1
SURFACE AREA 0 ELEV. 19.7 FT = 28,884 SF
STORAGE 0 ELEV. 19.7 FT = 45,168 CF ' A
,r
' fr
r
f/r
DEVIA TIONS FROM
DESIGN DRA WINGS:
STORAGE BASIN 2
DESIGN ASBUILT STATE MIN.
DEAR ELEV. 15.5 16.1
aUME (CF) 45,959 79,422
DEVIA TIONS FROM
DESIGN DRA WINGS:
INRLIRA71ON BASIN 2
DESIGN ASBUILT STATE MIN.
STORAGE ELEV. 19.8 19.7
Kl UME (CF) 46,110 45,168
aC?QXY SPILLWAY 20.7 20.7
MOTES:
1. AS -BUILT LOCATIONS PERFORMED AND PROVIDED BY LINWOOD JONES, PLS
SIGNED AND SEALED BY LINWOOD JONES L-1381
2. NAVD 29
20 0 i 40 .0
I
E
LICENSE j C-2710 "
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
(970) 791- 4441
41-1
N
0
d-
co
N
QpO �
m
pU� o
2 cl
W
3
�o
CA
SEAEp-7
a. 025483 -
1
Llj
Q
0
m
co
Y
Q
w
O
Z
W
DA TE.• 09-21-15
HORZ. SCALE.- 1" = 20'
VERT. SCALE. • N/A
DRAWN BK RLW
CHECKED B Y.• HSR
PROJECT NO.: 05-0043
Sheet No. 2Of

TOP OF EMBANKMENT
ELEVATION = 21.0
ELEV. = 199
STORAGE BASIN 3
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
TOP OF EMBANKMENT
ELEVATION 24.0
20 FT
ELEV. = 23 8 \\\f
�.!'
INFIL TRA TION BASIN 3
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
10 FT
TOP OF EMBANKMENT ELEVATION = 21.0
EMERGENCY SPILLWAY ELEVATION = 19.9
3" STATE STORAGE ELEVATION = 17.2 p
3" STATE STORAGE VOLUME = 57,060 CF
��\ r\\�;���\•4\, BASIN BOTTOM ELEV. = 15.0
NATURAL GROUND
STORAGE BASIN 3
EMBANKMENT SECTION
2'
4' CLEAN SIFTED
NOT TO SCALE
TOP OF EMBANKMENT
ELEVATION = 21.0
UFCO LINER
1. RECOMMENDED LINER - RUFCO 1000 SERIES, PRODUCT 4000E
2. OVER EXCAVATE BOTTOM OF POND 4' AND FILL WIN CLEAN SIFTED SAND.
J. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE ONCE EXCAVATION
OF BASIN IS COMPLETE.
4. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE WHEN FABRIC
IS BEING PLACED.
5. CLEAN SCREENED MATERIAL TO BE USED FOR BACKFILL.
STORAGE BASIN 3
CROSS SECTION
NOT TO SCALE
STORAGE BASIN
3
SUMMARY:
NCDENR/DWQ PERMIT # SW8-061005
AS
-BUILT DATA:
1. IMPERVIOUS AREA PERMITTED
AS -BUILT DATA
224,726 SF (5.16 ACRES)
2 NORMAL POOL SURFACE AREA
N/A
3. NORMAL POOL ELEVATION
N/A
4. POND DEPTH (DEEPEST POINT)
8
5. POND BOTTOM ELEVATION (DEEPEST POINT)
15
6. ORIFICE INVERT ELEVATION
N/A
7. OUTLET BOX CREST ELEVATION
N/A
8. STATE STORAGE VOLUME
57,060
9. 10.1 FT VEGETA TED SHELF
N/A
10. 10 FT ACCESS
PRESENT
11. FOREBAY
N/A
12. PRIMARY SPILLWAY ELEVATION
17.2
13. EMERGENCY SPILLWAY ELEVATION
19.9
14. ORIFICE SIZE
N/A
15. PER CUT CREST LENGTH
2 FT
16. WEIR CUT ELEVATION
1 Z2 & I Z4
I Z SIDESLOPES (TYPICAL)
3.1
18. INV. OF PIPES FROM OUTLET STRUCTURE
N/A
STATE WATER QUAUTY POND CONSIDERA11ONS
3.0' STORAGE VOLUME REQUIRED = 56,820 CF
3.0' STORAGE VOLUME PROVDED = 57,060 CF
iyG �Bgs�NF
�S
PGV�o��
n
V
Poo�o��
G
PLAN VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
FtINFILTRATION BASIN 3
MARY:
NCDENR/DWQ PERMIT # SW8-061005
AS -BUILT DATA:
1. IMPERVIOUS AREA PERMITTED
AS -BUILT DATA
224,726 SF (5.16 ACRES)
2. NORMAL POOL SURFACE AREA
N/A
J. NORMAL POOL ELEVATION
N/A
4. POND DEPTH (DEEPEST POINT)
3
5. POND BOTTOM ELEVATION (DEEPEST POINT)
22
6. ORIFICE INVERT ELEVATION
N/A
7. OUTLET BOX CREST ELEVATION
N/A
8. STATE STORAGE VOLUME
62,599
9. 10.-1 FT VEGETATED SHELF
N/A
10. 10 FT ACCESS
PRESENT
11. FOREBAY
N/A
12 PRIMARY SPILLWAY ELEVATION
23.8
13. EMERGENCY SPILLWAY ELEVATION
23.8
14. ORIFICE SIZE
N/A
15. WEIR CUT CREST LENGTH
N/A
16. WEIR CUT ELEVATION
N/A
I Z SIDESLOPES (TYPICAL)
3.1
18. INV. OF PIPES FROM OUTLET STRUCTURE
N/A
STATE WATER QUAUTY POND CONSIDERATIONS
3.0' STORAGE VOLUME REQUIRED = 56,820 CF
3.0' STORAGE VOLUME PROVIDED = 62,599 CF
COVER/ACCESS TOP COVER/ACCESS TOP
ELEV. = 23.3 ELEV. = 23.3
4 FT
36' HDPE
TO CREEK
2.0 FT WEIR
IE = 17.2
ELEV. = 17.2
HDPE
15.1 1
1
12" CONC. +
12" CONC.
2 FT SUMP
2 FT SUMP
FOR CLEANOUT
+ FOR CLEANOUT
=BASE
SECTION VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
JUNCTION BOX/ 3. A
BYPASS STRUCTURE
NOT TO SCALE
a
ACCESS
COVER
ACCESS
COVER
z
PLAN VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
0
COVER/ACCESS TOP COVER/ACCESS TOP
ELEV. = 23.2 ELEV. = 23.2
2.0 FT WEIR 4 FT
ELEV. = 17.4
30" 24"
RCP HDPE
IE = 15.1 IE = 16.0
12" CONC. 12' CONC. j
FOR CLEANOUT 2 FT SUMP
FOR CLEANOUT
SECTION VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
JUNCTION BOX/ 3A. A
BYPASS STRUCTURE
NOT TO SCALE
i
6 "BASE
DEVIA TIONS FROM
DESIGN DRA WINGS:
STORAGE BASIN 3
DESIGN ASBUILT STATE MIN.
fCCR ELEV. (,8 3.A-A) 17.2 IZ2
VOLUME (CF) 64,132 57,060 56,820
EMERG&CY SPILLWAY 21.0 19.9
DEVIA TONS FROM
DESIGN DRA WINGS:
INFILTRATION BASIN 3
DESIGN ASBUILT STATE MIN.
VOLUME (CF) 64,132 62,599 56,820
NOTES
1. AS -BUILT LOCATIONS PERFORMED AND PROVIDED BY LINWOOD JONES, PLS
SIGNED AND SEALED BY LINWOOD JONES L-1381
2. NA VD 29
LICENSE # C-2710
COASTAL
SITE
DESIGN,PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
(910) 791- 4441
Q
z
J
O
Q
CL_ U
co O Z
U
z
Q�
oQ�o
� Dew
v,3zz
0
oQow
CL �JZ
�a
6a:�
�8j
"y5
tg
ao$
Fit �t
W W o
UL
�oo.s
J
N
O
<t-
00
N
> U O
DMZ
C-)
�mz �
o � i
_��
w
0
S S� ' fr
SEAL
- 025483 _
ri'`fjyr'�• •
DATE: 9-27-75
HORZ. SCALE: 1" = 30'
VERT. SCALE. • N/A
DRAWN BY- RL W
CHECKED B Y.• HSR
PROJECT NO.: 05-004J
Sheet No. Of 4

/
' )PASS STRUCTURE to _ w
85
EMERGENCY SPILLWAY
ELEV = 20.0 FT
I
BYPASS STRUCTURE 4A.4 '
I TOP = 23.1 -
WEIR = 18.4 s '
I
(A)
PLAN VIEW
(2)NC PRODUCTS 6061
COVER/ACCESS TOP COVER/ACCESS TOP
ELEV. = 24.5 ELEV. = 24.5
2.0 FT WEIR 5 FT 42" HDPE
ELEV= 18.7 TO CREEK
RCP
12' CONC. 12' CONC.
2 FT SUMP 2 FT SUMP
FOR CLEANOUT FOR CLEANOU
............
'BASE
SEC77ON VIEW
(2) - 5 FT x 5 FT PRECAST CONCRETE BOX
NC PRODUCTS 6060 OR EQUIVALENT
JUNCTION BOX/ 4. A
BYPASS STRUCTURE
BOX NOT TO SCALE
COVER/ACCESS TOP COVER/ACCESS TOP
ELEV. = 23.1 ELEV. = 23.1
�Q o�
Qo mo 2.0 FT WEIR 4 FT
ELEV. = 18.4
�m 30 2
HDPE HDPE
AC ESS CO R AC ESS CO R 12" CONC.FOR CAA I" CO FOR CLEA 0J T
Q 4SEC710N VIEW
o(2)NC PRODUCCTS F4848 FOR SEQUIVALENT BOX
4 PLAN VIEWR JUNCTION BOX/ 4A. A
(2)NC PRO JCS 848E()RSETQ�IV�LENIE BOX BYPASS STRUCTURE
NOT TO SCALE
STORAGE BASIN
4
SUMMARY:
NCDENR/DWQ PERMIT # SW8-061005
DATA
AS -BUILT DATA:
1. IMPERVIOUS AREA PERMITTED
AS -BUILT
290,495 SF (6.67 ACRES)
2. NORMAL POOL SURFACE AREA
N/A
3. NORMAL POOL ELEVATION
N/A
4. POND DEPTH (DEEPEST POINT)
N/A
5. POND BOTTOM ELEVATION (DEEPEST POINT)
14
6. ORIFICE INVERT ELEVATION
N/A
7. OUTLET BOX CREST ELEVATION
N/A
8. STATE STORAGE VOLUME
69,622
9. 10:1 FT VFGETAIED SHELF
N/A
10. 10 FT ACCESS
PRESENT
11. FOREBAY
N/A
12. PRIMARY SPILLWAY ELEVATION
1&4
13. EMERGENCY SPILLWAY ELEV471ON
20.0
14. ORIFICE SIZE
N/A
15. WEIR CUT CREST LENGTH
N/A
16. WEIR CUT ELEVATION
187 & 18.4
17. 9DESLOPES (TYPICAL)
J..1
18. INV. OF PIPES FROM OUTLET STRUCTURE
N/A
STATE WATER QUALITY POND CONSIDERATIONS
30' STORAGE VOLUME REQUIRED = 72,714 CF
3.0' STORAGE VOLUME PROVIDED = 69,622 CF
10 FT
I -I
TOP OF EMBANKMENT ELEVATION = 31.0
EMERGENCY SPILLWAY ELEVATION = 30.0
3" STALE STORAGE ELEVATION = 28.2
'
3" STATE STORAGE VOLUME = 77,609 CF
\♦ \ ,,
BASIN BOTTOM ELEV. = 24.0
NATURAL GROUND ' - "" ` ""11 A,
INFILTRATION BASIN 4
EMBANKMENT SECTION
NOT TO SCALE
7INFILTRATION BASIN 4
SUMMARY.•
NCDENR/DWQ PERMIT # SW8-061005
AS -BUILT DATA:
1. IMPERVIOUS AREA PERMITTED
AS -BUILT DATA
290,495 SF (6.67 ACRES)
2 NORMAL POOL SURFACE AREA
N/A
J. NORMAL POOL ELEVATION
N/A
4. POND DEPTH (DEEPEST POINT)
N/A
5. POND BOTTOM ELEVATION (DEEPEST POINT)
24
6. ORIFICE INVERT ELEVA TTON
N/A
7. OUTLET BOX CREST ELEVATION
N/A
8. STATE STORAGE VOLUME
77,609
9. 10:1 FT VEGETATED SHELF
N/A
10. 10 FT ACCESS
PRESENT
11. FOREBAY
N/A
12. PRIMARY SPILLWAY ELEVATION
N/A
13. EMERGENCY SPILLWAY ELEVATION
30.0
14. ORIFICE SIZE
N/A
15. WEIR CUT CREST LENGTH
N/A
16. WEIR CUT ELEVATION
N/A
17. SIDESLOPES (TYPICAL)
3:1
18. INV. OF PIPES FROM OUTLET STRUCTURE
N/A
STATE WATER QUALITY POND CONSIDERATDNS
3.0' STORAGE VOLUME REQUIRED = 72,714 CF
30' STORAGE VOLUME PROVIDED = 77,609 CF
3
EMERGENCY SPILLWAY 2g. ; .
ELEV = 20.0 FT __ ___ . _ --
DEVIATIONS FROM
DESIGN DRA WINGS:
STORAGE BASIN 4
DESIGN ASBUILT STATE MIN.
WEIR ELEV. (JR 4.A) 18.5 18.7
PER ELEV. (,B 4A.A) 18.5 18.4
VOLUME (CF) 75,834 69,622 72,714
EMERGENCY SPILLWAY 19.5 20.0
DEVIA TONS FROM
DESIGN DRA WINGS:
INFILTRATION BASIN 4
DESIGN ASBUILT STALE MIN.
VOLUME (CF) 75,834 77,609
56.8 FT TOP OF EMBANKMENT
40 FT ELEVATION = 23.0
i9m
\\\ ELEV. =
STORAGE BASIN 4
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
26 FT TOP OF EMBANKMENT
ELEVATION = 31.0
20 FT
30 /
INFILTRATION BASIN 4
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
TOP OF EMBANKMENT
ELEVATION = 23.0
2' TUCK f "�
ELEV. = 14.0
RUFCO LINER
4' CLEAN SIFTED SAND
I. RECOMMENDED LINER - RUFCO 1000 SERIES, PRODUCT 4000E
2 OVER EXCAVATE' BOTTOM OF POND 4" AND FILL WITH CLEAN SIFTED SAND.
J CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE ONCE EXCAVATION
OF BASIN IS COMPLETE.
4. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE WHEN FABRIC
IS BEING PLACED.
5 CLEAN SCREENED MATERIAL TO BE USED FOR BACKFILL.
STORAGE BASIN 4
CROSS SECTION
NOT TO SCALE
NOTES:
1 AS -BUILT LOCATIONS PERFORMED AND PROVIDED BY LINWOOD JONES, PLS
SIGNED AND SEALED BY LINWOOD JONES L-1381
2 NAVD 29
30 15 i 30 6 •�
LICENSE # C-2710 "
COASTAL
SITE
DESIGN,PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
(910) 791- 4441
FrcSSIO•`/
?: O
SEAL 9 2
,v
a 025483
may•,
s®!�� �G I N
r
DATE.9-21-15
HORZ. SCALE: 1" = JO'
VERT. SCALE. • N/A
DRA WN B Y.• RL W
CHECKED B Y. HSR
PROJECT NO.: 05- 0043
Sheet No. Of

LOCATION MAP
NU I I U JC,HLt
IE = 18.0
10 CY CL 11 RIPRAP
IE = 17.8-7
f0 CY CL 11 RIPRAP �=
DEED BOOK 2561, PAGE 63
NOTE WELL
1. ANY AREAS ON SITE WITHOUT ACTIVITY WITHIN 21
CALANDER DAYS SHALL BE TEMPORARILY STABILIZED AS PER
PER THE SPECIFICATIONS FOLLOWING ANY PHASE OF GRADING.
2. THIS PLAN TO BE UTILIZED AND REVIEWED ONLY IN CONJINCTiON
NTH THE WRITTEN NARRATIVE, WHICH IS AN INTEGRAL PART OF
THiS EROSION AND SEDIMENT CONTROL PLAN.
J. ALL SLOPES SHALL BE 3:1 OR FLATTER.
4. RUNOFF FROM ALL IMPERVIOUS SURFACES MUST BE DIRECTED/DRAINED
TO STORMWATER COLLECTION SYSTEM. ONLY NON -IMPERVIOUS SURFACES
ARE ALLOWED TO DRAIN DIRECTLY TO DRAINAGE SWALES AND DITCHES.
5. NO WETLANDS EXIST ON SITE.
6. BOUNDARY AND TOPOGRAPHY SURVEY PERFORMED BY
GEOINNOVATiONS SURVEY SOLUTIONS, PLLC.
7. ALL STORAGE AND INFILTRATION BASINS TO BE RECORDED
IN DRAINAGE EASEMENTS.
8. SITE ADDRESS: 1200 LT CONGLETON ROAD
9. ALL EXISTING PERIMETER DITCHES, STORM WATER FORCE MAINS
AND WATERS OF THE US MLL BE PLACED IN RECORDED
DRAINAGE EASEMENTS.
10. STORM WATER FORCE MAIN WILL BE LOCATED WITHIN THE
10 FT. PUE.
11. WHERE CULVERT REMOVAL IS PREFORMED SIDE SLOPES SHOULD
MATCH EXISTING DITCH SLOPES AND LINED WITH EXCELSIOR
MATTING AND SEEDED.
12. HOME BUILDING CONTRACTOR WILL BE RESPONSIBLE FOR INSTALLING
SILT FENCING DOWN THE INDIVIDUAL LOTS LINES FOR LOTS
THEY HAVE OBTAINED BUILDING PERMITS.
13. IF CONSECUTIVE LOTS ARE BEING BUILT ON THEN THE INTERIOR
RUN OF SILT FENCE BETWEEN THE LOTS CAN BE OMITTED BUT THE
PERIMETER OF THE CONSECUTIVE LOTS MUST BE MAINTAINED AS SHOWN
14. SEDIMENT TRAPS CAN BE REMOVED AS AREAS SERVED BY TRAP ARE
VEGETATIVELY STABILIZED.
15. ALL NEW AND MODIFIED SWALES TO BE LINED WITH EXCELSIOR MATTING
AND SEEDED.
16. USACE REGULATED DITCH BANKS TO BE GRADED AT 2.1 SLOPE DOWN T
MEAN HIGH WATER LINE. MODIFIED BANKS MUST BE STABLIZED WITH
EXCELSIOR MATTING WITHIN 24 HRS OF DISTURBANCE
17. ALL INTERIOR DITCHES NOT REGULATED BY USACE THAT ARE LOCATED
WITHIN ROW AND BUILDABLE AREA OF LOTS TO BE FILLED WITH
SUITABLE MATERIAL
LEGEND
DRAINAGE PIPE
AND RIP RAP
LOT LINE
CENTERLINE OF RIGHT OF WAY
CONTOUR LINE & ELEVATION
I I
-� �- 30' DRAINAGE EASEMENT
1-15
1 1
CULVERT 3
(2)-64 LF 36' CL 111 RCP'S
IE = 15.4
CY CL II RIPRAP
(OPTIONAL)
IE = 15.0'
15 CY CL II RIPRAP
(OPTIONAL)
EXISTING CULVERT
TO BE REMOVED
CLARK AND SONS LLC
DEED BOOK 9907, PAGE 996
�M A � Row)
!vim
_'39
Q _ 100 50 0 100 200 300
O
E SCALE IN FEET. 1"-- 100'
PROPERTY OWNER CERTIFICATION:
"I HEREBY CERTIFY THAT I AM THE CURRENT OWNER OF THE PROPERTY AND THAT
UPON RECEIPT OF "AU THORIZATION-TO- CONSTRUCT"ANY CLEARING, GRADING, CONSTRUCTION
OR DEVELOPMENT, WILL BE PERFORMED IN ACCORDANCE WITH THIS PLAN AND THAT THE
APPLICABLE ORDINANCES AND RULES OF NEW HANOVER COUNTY, THE STATE OF NORTH
CAROLINA AND THE FEDERAL GOVERNMENT AND ITS AGENCIES WHICH ARE HEREBY MADE
PART OF THIS PLAN. AS THE OWNER, I ACCEPT FULL RESPONSIBILITY FOR THE CONSTRUCTION
AND OPERATION AND TRANSFER THIS RESPONSINTENANCE IBILITY WITHOUT iE PVJRR
TEE 10 Z IO WILL
NEW HANOVER COUNTY.
SIGNATURE:
PRINTED NAME AND TITLE:
DATE:
= 52.61 A CRES
NO WETLANDS EXIST ON SITE
DESIGNER'S PLAN CERTIFICATION:
"I HEREBY CERTIFY THAT THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH
THE LATEST NEW HANOVER COUNTY ORDINANCES AND STORM TER DESIGN MANUAL."
SIGNATURE:
PRINTED NAME AND TITLE:4.�rt 1Lrd�'Y
DATE: �3
REGISTRATION NUMBER:
EXISTING CULVERT
TO BE REMOVED
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
CE 1. �MPOReARGYOG6RAVEL CONSTRUCTION ENTRANCE
Shall be installed at the entrances to the project
from an existing roadway. Drainage should be away from
the road and erosion will be controlled with downstream
practices. During wet weather it may be necessary to wash
truck tires at these locations.
2. LAND GRADING
Practice 6.02
Grading should be limited to areas as shown on the
Plans. Cut and fill slopes shall be 3:1 or flatter except
where specifically indicated. Care shall be taken during
land grading activities not to damage existing trees that
are identified as "to be preserved".
$F 3. SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the
Plan, to delineate and protect wetlands and specified areas,
and around any temporary stockpile areas as necessary to
prevent any graded interior areas from eroding onto adjacent
lands or roadway, or into inlets, or as directed by Engineer
or New Hanover County Erosion Control personnel.
GC) 4. GRASS -LINED CHANNELS
Practice 6.30
All overflow swales to be roded to design
configuration seeded, and stabi ized if necessary with
temporary sfrow-net liners to collect and convey site water
as shown on Plan. After final project stabilization, swales to
be re -graded and cleaned of siltation as needed to establish
original design contours for stormwater conveyance.
DP5. OUTLET STABILIZATION
Practice 6.41
Riprap aprons will be located at the downstream end of
all discharge pipes to prevent scour.
6. CONSTRUCTION ROAD STABILIZATION
Practice 6.80
Upon reaching final grade and after utilities have been
installed, roadway areas are to be stabilized by placing
sub -base course of approved 4" marl stone or 6" ABC, as shown
in the typical street cross-section detail on the Plan, to
reduce erosion and dust during the remainder of building
construction.
O 7. TEMPORARY SEDIMENT TRAP
Practice 6.60
Sediment traps are to be installed as indicated on plan
at the downstream end of swales as shown.
S8 8. SEDIMENT BASIN
Practice 6.61
The Sediment Ba in is to be constructed first (see
Construction Schedule) and is the primary Practice to
prevent sediment from leaving the site. Detailed design and
spillway configurations are specified in the detail sheet.
�P 9. INLET PROTECTION
Practice 6.51
A temporary measure of wire -mesh hardware cloth around
steel posts supporting washed stone placed around the opening
of a drop inlet.
O10. TEMPORARY PLUG
TP Reference Temporary Plug detail on sheet ECZ
K 1 WILSON
DEED BOOK 1902, PAGE 294
CONSTRUCTION SCHEDULE -
1. Obtain approval of Plan and any necessary permits, and hold
a pre -construction conference prior to commencing any work.
2. Flog work limits and stake -out roads and storm drainage
structures for preliminary grading.
3. Install Gravel Construction Entrances.
4. Install sediment basins and silt fenching as shown on plan prior to
clearing and grubbing site.
5. Immediately fill ditches that will be affected by lots and roads
prior to any rain event.
6. Consturct grosss lined channels, sediment traps
and any other sediment control practices shown, prior to
rough grading roadways, site and stockpiling topsoil as necessary.
7. Install utilities in roadway, establish final road grades
and stabilize road with stone base course.
8. Final grade, install non -municipal utilities as needed, and
vegetatively stabilize areas where building construction is
not imminent.
9. All erosion and sediment control Practices are to be
inspected weekly and after any rainfall, and repaired as
necessary.
10. Upon completion of construction, the roadway is to be paved,
curb & gutter installed, and ail areas permanently
vegetatively stabilized. After site stabilization, temporary
measures are to be removed.
VEGETATIVE PLAN -
1. Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and
Design Manual", Section 6.11, latest version. See Sheet EC6.
PROM
NOMIOAROMOMOWNk
OMSON OF ATM QKM
) i,�, 1,/ )_073
MAINTENANCE PLAN -
1. All measures to be inspected weekly and after any rainfall
event and needed repairs made Immediately.
2. Sediment Bgsin to be cleaned out when the level of sediment
reaches 1.5 below oriface opening. Riser structure to be
cleaned if excess water above design surface no longer
drains properly.
3. Sediment to be removed from swales when they are approximately
50% filled or sediment level is with 1' of top of ditch bank.
4. Sediment to be removed from behind any Silt Fence and
inlet protection devices when it becomes 0.5' deep. Fencing
and inlet protection to be repaired as needed to maintain a
barrier.
5. All seeded areas shall be fertilized, mulched, and re -seeded
as necessary, according to specifications provided, to
maintain a suitable vegetative cover.
6. Construction entrance to be maintained in such a manner as to
prevent mud or sediment from leaving the construction site.
Periodic topdressing with 2-inch stone may be required.
Inspect after each rainfall and immediately remove all
obJ'ectionable materials spilled, washed, or tracked onto
public roadways.
7. Bypass Junction boxes to be inspected twice a year by owner or
HOA. Owner/HOA to remove sediment from basin
bottom when sediment level reaches 507' of design depth.
8. Inspect temporary sediment traps after each period of significant
rainfall. Remove sediment and restore the trap to its original
dimensions when the sediment has accumulated to 1/2 the design
depth of the trap. Place the sediment that is removed in the
designated disposal area and replace the contaminated part of the
gravel facing. Check the structure for damage from erosion or
piping. Periodicrally check the depth of the spillway to ensure it
is a minimum 0,7f 1.5 ft below the low point of the embankment.
Immediately fill bny settlement of the embankment to slightly above
design grade. /Any riprop displaced from the spillway must be
replaced immediately. After all sediment producing areas have
been permanentlly stabilized, remove the structure and all unstable
sediment. Smooth the area to blend with the adjoining areas and
stabilize properly:
M
At
LICENSE # C-2710 -
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCW / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
o V
E
\\\\\11IIflit
��
\ H C A !tp'%�
���2``pFESS/0•l'Z
SEAL
;yam 025483
.F
N
1;.
P_ l
r0
N
N
N
'NoO
-
00
�
\
`L
o=
Z
W
F-
0
0
0
Z
J
vfi
o
X
o
U
Z
V
:
x
J
Z
o
o
E
W
H
>_
Cn
0
Q
�
om
LLj
O
wwZ
U
U
UQW
z
U
ww
LLJw
W
O
z
w
z
v�
O
V)
J
X
W
°-
W
W
0
c
Q
U
0
W
¢
0
a.
0
cn
0
a.
0
0
Z
L
Z
OW
NV)
C5
N
(n
U
U
Q
o
00
I�
cD
N
N
_
N
O
N
rn
z
w
w
DA TE: 10-10- 06
HORZ. SCALE: 1"= 100"
VERT. SCALE: N/A
DRA WN B Y RL W
CHECKED B Y/: HSR
PROJECT NO.: 05-0043
EC1 �
EC 7
Sheet No. Of
i

113.9 FT RAD. = 20 FT
= 20 FT /LENGTH = 319
= 31.4 FT f
SM7 ATER SMRAGE BASIN IE = 13.2
PROVIDED 3' STORAGE ELEVATION = 17. ���� ` : � �
SURFACE AREA = 6,892 SF \;. eo,,�&�
rroM ELE�AnoN= 1.0 5 CY CL ll RIPRAP
STORAGE = 20,919 CF
20 FT EMERGENCY OVERFLOW
SPILLWAY EL= 18.5
30 CY CL 11 RIP RAP
PLACE FILTER FABRIC UNDER RIP RAP
RAD. = 20 FT
LENGTH = 31.4 FT
NOTES:
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED
INTO THE STORM DRAINAGE COLLECTION SYSTEM.
2. PORTABLE PUMP TO BE USED TO DRAIN
SYSTEM IN CASE OF EMERGENCY.
J. BASIN TO BE HYDROSEEDED.
4. BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENT.
5. INSTALL FLOATING FOUNTAIN IN STORAGE BASIN
113.9 FT
30 LF - 24" CL Ill RCP W/ FES
�O
STORAGE BASIN 1 DETAIL
SCALE: 1 "= 30'
23 FT
TOP OF EMBANKMENT
ELEVATION = 19.0
S TORA GE BA SIN 1
EMERGENC Y SPILL WA Y
FRONT VIEW
NOT TO SCALE
21.2 FT
TOP OF EMBANKMENT
ELEVATION = 21.0
INFILTRATION BASIN 1
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
24" RCP
TO BASIN
INV = 13.3
ACCESS COMER
ACOESS COWER
20
_ ---- -�
`29 L 24' CL Ill RCP F
RA
LE G1H =` 4
�w
,BYPASS STRUCTURE
PRE-TREATMENT DEVICE /
W/ SMART W1ER (SEE DETAIL THIS SHEET)
(2) - 4' x 4' BOXES W/ ACCESS COVER
COVER = 19.5
IE 36" PIPE. = 13.3
IE 36' PIPE = 13.3
IE 24 BYPASS PIPE = 16.6
IE OF BOX = ` 11.3
LF�,4\ III RCP W/-E.S
O�pp� w w .i. •Y w .I. O
W 41 w .�
41
W 41 W W y
100 FT GRASSED RLTER STRIP
VEGETA TI VE FIL TER DETAIL
WT 10 WALE
1' MIN TOP OF EMBANKMENT
ELEVATION = 19.0
2' TUCK / \ 43,/
ELEV. = 13.0
RUFCO LINER
4' CLEAN SIF7E0 SAND
1. RECOMMENDED LINER - RUFCO 1000 SERIES, PRODUCT 40008
2. OVER EXCAVATE BOTTOM OF POND 4' AND FILL WIIH CLEAN SIFTED SAND.
3. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE ONCE EXCAVATION
OF BASIN IS COMPLETE.
4. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE WHEN FABRIC
IS BEING PLACED.
5. CLEAN SCREENED MATERIAL TO BE USED FOR BACKFTLL.
STORAGE BASIN 1
CROSS SECTION
NOT TO SCALE
COVE_ ACCESS TOP CO
WACCESS TOP
TOP OF COVER = 19.5 E = 19.5 FI = 195 TOP nc cznv - ,a 9
24' RCP
TO BASIN
lNV = 13.3
BOX IE= 11.3
BOTTOM OF BOX = 9.8
SEE DETAIL THIS
SHEET FOR
STORMWATER P.S.
DETAIL LOCATED
IN THIS BOX
2.0 FT WEIR
ELEV. = 17.5
4 FT
12" CONC.
2 FT SUMP
+ FOR CLEANOU71
24'
RCP
IE = 13.3
12' CONC.
2 FT SUMP
FOR CLEANOU
24" RCP
TO DI TCH
/N�
=ASE
1
SECTION VIEW
(2) PRECAST NC PRODUCTS 4848OR EQUIVALBOX
ENT
PLAN VIEW
JUNCTION BOX, 1 A
(2) - 4 FT x 4 FT PRECAST ASTCONCREI> BOX
NC PRODUCTS 4848 OR EQUIVALENT( BYPASS STRUCTURE
�c II
N 1 ? I I NOT TO SCALE
I
71 ,rT
CpR 07%VW DRIVE
5050 r
3" STORMWATER_ FM
.. 1
X\
\7� .......... .
152.5 FT TggT,
(;
1 FT `• ``.
FLOW DISTRIBUTION PIPE", 1 �,
SEE DETAILtz
SHEET EC7
3' STORAGE ELEVATION = 20.8 1' _ _
SURFACE AREA = 13,552 SF S7MMWAM? INRL1RAfl BASIN;,
STORA = {-� _--"�pTTOM ELEVAT N= 19.0
V �
J V
-- t
125.6 FT
- - - - - r --_-. - _
S OF - THE US
51.9 �T
i
I
' LENGTH = 27 FT \
20 FT EMERGENCY OVERFLOW
SPILLWAY EL= 20.8
20 CY CL 11 RIP RAP
PLACE FILTER FABRIC UNDER RIP RAP
NOTES:
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED
INTO THE STORM DRAINAGE COLLECTION SYSTEM.
2. PORTABLE PUMP TO BE USED TO DRAIN
SYSTEM 1N CASE OF EMERGENCY.
J. BASIN TO BE HYDROSEEDED.
4. BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENT.
MAL
INFILTRATION BASIN 1 DETAIL
SCALE: 1"= 30' �-
TOP OF EMBANKMENT ELEVATION = 19.0
3' STATE STORAGE ELEVATION = 17.5 n
3' STATE STORAGE VOLUME PROVIDED = 20,919 CF
3' STATE STORAGE VOLUME REQ'D = 19,900 CF
BASIN BOTTOM ELEV. = 13.0
NAIUKAL U'KUUNU `
S TORA GE BA SIN 1
EMBANKMENT SECTION
NOT TO SCALE
12.4 FT
TOP OF EMBANKMENT ELEVATION = 11.0
3' STATE STORAGE ELEVATION = 20.3 p
3' STATE STORAGE VOLUME PROVIDED = 21,571 CF
3' STATE STORAGE VOLUME REO'D = 19,900 CF
BASIN BOTTOM EU7.. = 19.0
I NFI L TRA TI ON BASIN I
EMBANKMENT SECTION
NOT TO Sf7 LE
TARN MIS
INFILTRATION BASIN I
CAL CULA71ON SUMMARY FOR DWO,
WATER QUALITY CONSIDERAPONS -
TOTAL AREA DRAINING TO BASIN = 174,694 Sr (4.01 ACRES)
IMPERVIOUS AREA BRI=AKDOVh:
PROPOSED BUILDING = 48,570 SF (1.12 ACRES)
PROPOSED ASHPALT = 26,768 SF (0.61 ACRES)
PROPOSED S1DEWALyS = J. 401 7 (0 08 A CRf, )
TOTAL IMPERVOUS = 78;739 SF (1.81 ACRES)
PERCENT 1MPERVIOLIS
RUNOFF COEFFICIENT DE7EIiMINA 77ON:
Rv = 0.05 + (0.009 x 45.1)
= 0.46 IN/IN
3' VOLUME DETERMINATiLA:
VOLUME = (DESIGN STORJ4X,Rv)(DRAINAGE AREA)
= 1.5 IN x 0.46 INIIN x 4.01 ACRES / 12
= 0,2 ACRE -FT
1. 5' VOLUME = 9,950, �F OF RECOJ RED STORAGE W/ 4£G. FILLER
3' VOLUME = 19,900 Cc OF REOGRED STORAGE
STATE WATER Qi1ALJTY CONSIDERATIONS -
3' STORAGE VOL'LilE PEXf'R = 19,900 CF
3' STORAGE rrO JQE PROVIDED = 21,571 CF
STORAGE VOLUME D-AW xoh, 7,ME = 0.5 DAYS
PUMP MODEL: TSURUMI NK2-SERIES
SEMI -VORTEX DEWATERING PUMP
SEE SPECIFICATIONS FOR ADDITIONAL DETAIL
EL.= 19.5 FT
DEPTH OF WELL
8.2 FT
DISCHARGE
ELEVATION
_-EL.= 16.0 FT
TO INFILTRATION BASIN
LOCKING
HATCH COVER
n o.`
r
STEPS
NOTE: 2" PVC ELECTRICAL PIPE
GOING FROM CONTROL PANEL TO 'OVET WELL.
GROUND MUST SEAL BOTH ENDS OF
EL.= 19.0 PIPE WITH ELECTRICAL PUTTY.
o =
•' III -III-
2"CONDUIT REQUIRED
ELECTRIC POWER CABLE
NOTE:1/4" CHAIN
v ,
WITH 1/4" SHACKELS
d'
LJFTOUT CHAIN 1/4'
(STAINLESS STEEL)
,
4
C.I. FLANGE
SWING
CHECK
PUMP
ON EL.= 15.1 7-
VALVE
IN LINE
\
PUMP
OFF EL.= 14.6 F-
4' X
4' BOX
i
O
BASE
ELEVATION EL.= 11.3 FT
0
fANCHOR
BOLT (2-
PROJECTION)
4 FT X 4 FT PRECAST BOX
WITH STEPS
SECTION
V/ E W
N TS
PUMP
M
: M
1 1/8" O 00 1 1/4"
O
f A rn
f
L 3/4" LA SIDE ELEVATION
12' 1/2" GRADE 60
PLAN VIEW ® STEEL REINFORCEMENT
COPOLYMER
�I 1 POLYPROPYLENE
ELEVATION SECTION A -A
MANHOLE STEP DETAIL
N TS
OZICENSE f C-2710
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERC/AL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
Q
Z
ZU
~ Z
z
Q W O Oj
O u
E+J
(3_� Z O
Z
Z
3
(D 2
tk CAR
0_ SEAL _ -.7 7=_
025483 r-
�0Xj_ •�G I N
N TS
Sheet N EC2 of EC

86 LF 36" CL 111 RCP
�' SWFM /
BYPASS STRUCTURE 2.A --
PRE-TREATMENT DEVICE -�
W/ SMART WIER (SEE DETAIL THIS SHEET)
(2) - 4' x 4' BOXES W/ ACCESS COVER
COVER = 18.5
IE 36" PIPE = 12.9
IE 36" -PIPE-..=....12:9 ..__..._.._.........,',
IE 36" BYPASS PIPE = 14.0
IE OF BOX = 7.8
RAD. = 33 FT
LENGTH.. =-43.4 FT .__ _ ....._ -
t
h
3" STORAGE ELEVATION = 15.5
SURFACE AREA = 10,124 SF / �h
STORAGE = 45,959 CF
0� / �A,)
ATER STORAGE
O� 0 BOTTOM ELEVATION= 8.0
�O 0
aro-45.5F7 MMC E17,
NO S• ,
PLACE FILTER FABRI DER RIP RAP
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED
INTO THE STORM DRAINAGE COLLECTION SYSTEM.
2. PORTABLE PUMP TO BE USED TO DRAIN \�
SYSTEM IN CASE OF EMERGENCY.
J. BASIN TO BE HYDROSEEDED.
4. BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENT. S TORA GE BA SIN 2 DE TA IL
5. INSTALL FLOATING FOUNTAIN IN STORAGE BASIN
SCALE: 1 "= 30'
23 FT
TOP OF EMBANKMENT
ELEVATION = 18.0
STORA GE BASIN 2
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
21.2 FT
TOP OF EMBANKMENT
ELEVATION = 20.0
N11\\�,\iELEV � 19.8
INFILTRATION BASIN 2
EMERGENC Y SPILL WA Y
FRONT VIEW
NOT TO SCALE
Tp�s� C
\�s
PLAN VIEW
(2) - 5 FT x 5 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
KC'P
TO DITCH
0
5
F�
FT
I
91 LF 36" CL UI RCP
WITH F.E.S .
LE = 130
5 CY CL Y RIPRAP
1:5,FT DEEP
49 LF 36' CL Ill RCP
WITH F.E.S
V?AD. 33 FT
ENGTH = 51.3 FT
r - 8"0�:.
CY CLUI RIPRAP
FT DEEP
`34 LF 36" CL N RCP
WITH FE.S
lr
1 I '
'(rr
0M
it r
I�
II!r
1' MIN TOP OF EMBANKMENT
ELEVATION = 18.0
2' TUCKEt, ` \ \\
ELEV. 8.0
RUFCO LINER
4' CLEAN SIFTED SAND
I. RECOMMENDED LINER - RUFCO 1000 SERIES, PRODUCT 4000E
2. OVER EXCAVATE BOTTOM OF POND 4' AND FILL WITH CLEAN SIFTED SAND.
3. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE ONCE EXCAVATION
OF BASIN IS COMPLETE.
4. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE WHEN FABRIC
IS BEING PLACED.
5. CLEAN SCREENED MATERIAL TO BE USED FOR BACKFILL.
STORAGE BASIN 2
CROSS SECTION
NOT TO SCALE
COOVACCESS TOP COVE_ ACCESS TOP
TOP OF GRATE = 18.5 ELEV = 18.5 ELEV = 18.5 TOP OF Rnx = 1R 4;
SEE DETAIL THIS
SHEET FOR
STORMWATER P.S.
DETAIL LOCATED
IN THIS BOX
BOX IE= 7.8
BOTTOM OF BOX = 6.3
2.0 FT WEIR
ELEV. = 15.5
36'
RCP
IE= 12.9
12" CONC.
2 FT SUMP
FOR CLEANOUT
5 FT
36'
RCP
IE= 14.0
12' CONC.
2 FT SUMP
+ FOR CLEANOU
I
SECTION VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
JUNCTION BOX/ 2. A
BYPASS STRUCTURE
NOT TO SCALE
=ASE
1 T n FT
NOTES:
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED
INTO THE STORM DRAINAGE COLLECTION SYSTEM.
2. PORTABLE PUMP TO BE USED TO DRAIN
SYSTEM IN CASE OF EMERGENCY.
3. BASIN TO BE HYDROSEEDED.
4. BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENT.
TOP OF EMBANKMENT ELEVATION = 1 & 0
EMERGENCY SPILLWAY ELEVATION = 17.5
3" STATE STORAGE ELEVATION = 15.5 -\7
3' STATE STORAGE VOLUME = 45,959 CF
BASIN BOTTOM ELEV. = 8.0
IVA I UKAL URUUNU 11 1 " ` v
STORAGE BASIN 2
EMBANKMENT SECTION
NOT TO SCALE
TOP OF EMBANKMENT ELEVATION = 20.0
EMERGENCY SPILLWAY ELEVATION = 19.8
J ') IA It S7UKAUE VOLUME = 46,110 CF
BASIN BOTTOM ELEV. = 1&0
I NFI L TRA TI ON BASIN 2
EMBA NKMEN T SEC TI ON
NOT TO SCALE
TARIN W=S
INFURATION BASIN 2
CALCULATION SUMMARY FOR DWO.
WATER QUALITY CONSIDERATIONS -
TOTAL AREA DRAINING TO BASIN = 367,733 SF (8.44 ACRES)
IMPERWOUS AREA BREAKDOWN:
PROPOSED BUILDING = 130,000 SF (2.98 ACRES)
PROPOSED ASHPALT = 43,306 SF (1.00 ACRES)
PROPOSED MEW/KS = 7.342 SF (17 A/` )
TOTAL IMPERVIOUS = 180,648 SF (4.15 ACRES)
PERCENT IMPERVIOUS = 49.IX
RUNOFF COEFFICIENT DETERMINATION:
Rv = 0.05 + (0.009 x 49.6)
= 0.50 IN11M
1. 5' VOLUME DE7ERMINA110N:
VOLUME = (DESIGN STORM)(Rv)(DRAINAGE AREA)
= 1.5 IN x 0.50 IN/1N x 8.44 ACRES / 12
= 0.5 ACRE -FT
1.5' VOLUME = 2Z621 CF OF REQUIRED STORAGE W/ VEG. FILTER
3' VOLUME = 45,242 CF OF REQUIRED STORAGE W/0 VEG. FILTER
STALE WATER QUAUTY CONSIDERATJONS -
3' STORAGE VOLUME REQUIRED = 45,242 CF
3' STORAGE VOLUME PROVIDED = 46,110 CF
STORAGE VOLUME DRAW DOWN 77ME = 0.5 DAYS
PUMP MODEL: TSURUMI NK2-SERIES
SEMI -VORTEX DEWATERING PUMP
SEE SPECIFICATIONS FOR ADDITIONAL DETAIL
LOCKING
EL.= 18.5 FT HATCH COVER
II -III
-III-I STEPS
DEPTH OF WELL 16"
12.0 FT
`r
DISCHARGE
ELEVATION
D EL. = 15.5 FT `•"
TO INFILTRATION BASIN
T,
SCALE: 1"= 30'
GROUND
® / EL.= 18.5 NOTE: 2' PVC ELECTRICAL PIPE
GOING FROM CONTROL PANEL TO WET WELL.
MUST SEAL BOTH ENDS OF
III -I PIPE WITH ELECTRICAL PUTTY.
2"CONDUIT REQUIRED
ELECTRIC POWER CABLE
1 1 /4"
NOTE:1/4' CHAIN
WITH 1/4" SHACKELS
d'
10 3 4"
A SIDE ELEVATION
UFTOUT CHAIN 1/4"
(STAINLESS STEEL)
1/2" GRADE 60
VIEW
a
PLAN
STEEL REINFORCEMENT
WPLASTIC
COPOLYMER
POLYPROPYLENEC.I.
FLANGE
SWNG
d
CHECK
VALVE
PUMP ON EL.= 11.4 FT
ELEVATION SECTION
A -A
I
IN LINE
PUMP OFF EL.= 10.9 FT
s
MANHOLE STEP
DETAIL
BY: -
PREFABRICATED REINFORCED
CONCRETE PIPE OR
NTS
MH
BASE ELEVATION EL.= 7.8 FT
e-ANCHOR
BOLT (2" PROJECTION)
4 FT X 4 FT PRECAST BOX
WITH STEPS
SECTION
VIEW
NTS
N TS
rZ
LICENSE C-2710
COASTAL
SITE
DESIGN, PC
ENGINEERING
LANO PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
CV
0
J co Q
V0
� o
oo,Z�
Z�Q)
CA
RO
��•F�SS7p'��y
SEAL p
:a 025483
0.
IN E
S
0 \ 0 0
od o 0 0
00
vi
w
cn
S
w U
0 Of
w ? _
0 w
J Q p m
O IL O co
0 o cn z Elf
�Z N I- of N V) �
(n0Ld Mm0MLi
z Q z Q o
F0° Q z Z Q o
JLi z 0 z w wW
U' (n ( F- !Y co
H J O M f w F_
w U o p o o 0
1 �. w
p p p LLJ
p i
N N N O CCD 0 U CCD
w Z z z z
LLJ W Ld a M
w
DA TE: 10-10- 06
HORZ. SCALE: AS SHOWN
VERT. SCALE: N/A
DRA WN B Y.- JDH
CHECKED BY: HSR
PROJECT NO.: 05--004.3
Sheet N EC3 0f EC i
i

RAD. = 20 FT
LENGTH = 13.3 FT
1,1I
�- RA` - 20 FT
LENGTH '', 27.7 FT \
RAD. = 20 FT
LENGTH = 20.3 FT
LE = 15.0
5 CY CL 11 RIPRAP
1.5 FT DEEP
44 LF 30" HDPE
WITH F.ES
-
1s0 j
NN MED �1BU
NOTES:
` \
f
20 RAD. = FT
20 FT
= LENGTH . 30.4
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED
INTO THE STORM DRAINAGE COLLECTION SYSTEM.
_ _ 2 LF 24" A
2. PORTABLE PUMP TO BE USED TO DRAIN
EMEM
SYSTEM IN CASE EMERGENCY.
STORAGE BASIN
3
®1 - - ---
DETAIL
3. BASIN TO BE HYDR OSEEDED.
SCALE: 1 "=
30'
4. BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENT.
5. INSTALL FLOATING FOUNTAIN IN STORAGE BASIN
62 FT
TOP OF EMBANKMENT
ELEVATION = 23.0
50 FT IN
/
' \l
/ ELEV. - 21.0
\ \
S TORA GE BA SIN 3
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
PLAN VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
Accm DOYEN AGYESS DOTER
cn
n
Z
V
N o
I
PLAN VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
i
31 LF 42" HQPE
WITH FE.S
RAD. = 20 FT
,-----,LENGTH = 35.8 FT
_-J 7FT
RAD. = 20 FT
222 LENGTH = 19.3 FT
3" STORMWATER FM
ASS STRUCTURE 3.A
' ,, PRE-TREATMENT DEVICE
W/ SMART MER (SEE DETAIL THIS SWEET)
RAD. = 20 FT, (2) - 4' x 4' BOXES W/ ACCESS COVER
LENGTH = 17.0 FT COVER = 23.0
- - - ' IE 42' PIPE = 15.1
/ IE J6* SS t172
IE OF BOX 31PE =
55 LF 36" HDPE
WITH F.E.S
BYPASS STRUCTURE 3A.A
PRE-TREATMENT DEVICE
W/ SMART WIER (SEE DETAIL THIS SHEET)
/ (2) - 4' x 4' BOXES W/ ACCESS COVER
COVER = 23.0
IE 30" PIPE = 15.1
/ IE 24" BYPASS PIPE = 16.0
IE OF BOX = 131
ALE 15.8
5 CY CL ll RIPRAP
1.5 FT DEEP
21.2 FT
TOP OF EMBANKMENT
ELEVATION = 24.0
20 FT
/ 1
\\ \!\%�\!�\//i�/ice
I NFI L TRA TI ON BASIN 3
EMER GEN C Y SPI L L WA Y
FRON T VIEW
NOT TO SCALE
COVE�ACCESS TOP COVE�ACCESS TOP
TOP OF GRA TE = 23.0 ELSE VV = 23.0 ELSE VV = 23.0 Tnp nF Rn x = 9 4 n
36" HDPE
TO CREEK
IE = 17.2
BOX IE= 13.1
BOTTOM OF BOX = 11.6
2.0 FT WEIR
ELEV. = 17.2
4FT
42'
HDPE
15.1
12" CONC.
2 FT SUMP
+ FOR CLEANOUT
12" CONC.
2 FT SUMP
FOR CLEANOUT
SECTION VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
JUNCTION BOX/ J. A
B YPA SS S TRUC TURF
NOT TO SCALE
/SEE DETAIL THIS
SHEET FOR
STORMWATER P.S.
DETAIL LOCATED
IN THIS BOX
=ASE
CO'
O WACCESS TOP COVE. RIACCESS TOP
TOP OF GRATE = 23.0 ELtEVV = 23.0 ELEV = 23.0 TOP nF Rnx = 9--1n
BOX IE= 13.1
BOTTOM OF BOX = 11.6
2.0 FT WEIR
ELEV. = 17.2
30"
RCP
IE=15.1
12' CONC.
2 FT SUMP
FOR CLEANOUT
4FT
24"
HDPE
IE=15.0
12" CONC.
2 FT SUMP
FOR CLEANOUT
SECTION VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
JUNCTION BOX/ 3A. A
BYPASS STRUCTURE
NOT TO SCALE
=ASE
3' STORMWAIE FM �K -_
Y y ..�.1 �' 'rid '-t-' `Y-'
71�
z
NOTES: / 1 5 CY CL II RIPRAP
1. ALL BUIL)ING ROOF DRAINS MUST BE DIRECTED I I 1.5 FT DEEP I -- -----------
INTO 7M STORM DRAINAGE COLLECTION S15TEI/. I
2. PORTABLC PUMP TO BE USED TO DRAIN I I I \ rf
SYSTEM N CASE OF EMERGENCY.
J. BASIN TC BE HYDROSEEDED. I I \
\J ,
4. BASIN TC BE PLACED IN A RECORDED
DRAINAGE EASEMENT.
I 1 I
/ I
/ ` I 104.1F7-
I I `
STORMWATER /NRORA710N BASyN \
BOTTOM ELEVA77ON- 22.0 \
19
I 1 FLOW DISTRIBUTION PIPE \
SEE DETAIL SHEET EC7 I
20 FT EMERGENCY OVERFLOW
\
3" STORAGE ELEVATION = 23.8 \
SPILLWAY EL= 23.8 SURFACE AREA = 38,320 SF 31 CY CL 1I RIP RAP
STORAGE = 64,132 CF PLACE FILTER FABRIC UNDER RIP RAP
299.7 FT I
_. __ _........... L1�
10......_�E._- --
- .....4--
. - .-..-._ ........ - ..
>-- _
... . .r-- -
_ L- _ -
- -
INFILTRATION BASIN 3 DETAIL
TARIN w"s
INRURA77ON BASIN 3
CALCULATION SUMMARY FOR DWO,
WATER QUALITY CONSIDERATIONS -
TOTAL AREA DRAINING TO BASIN = 478,571 SF (10.99 ACRES)
IMPERVIOUS AREA BREAKDOWN:
PROPOSED BUILDING = 160,000 SF (3.67 ACRES)
PROPOSED ASHPALT - 56,971 SF (1.31 ACRES)
PROPOSED SIDEWALKS = 7.755 SF (0.18 ACRES)
TOTAL IMPERVIOUS = 224,726 SF (5.16 ACRES)
PERCENT IMPERVIOUS = 47.OX
RUNOFF COEFFICIENT DETERMINATION:
Rv = 0.05 + (0.009 x 44.9)
= 0.45 IN,4N
1.5' VOLUME DETERMINATION.
VOLUME = (DESIGN STORM)(RvXDRAINAGE AREA)
= 1.5 IN x 0.45 IN/IN x 10.99 ACRES / 12
- 0.7 ACRE -FT
1.5' VOLUME = 28,273 CF OF REQUIRED STORAGE W/ VEG. FILTER
3' VOLUME = 56,545 CF OF REQUIRED STORAGE W/0 VEG. FILTER
STATE WADER QUALITY CONSIDERARONS -
3" STORAGE VOLUME REQUIRED = 56,545 CF
3" STORAGE VOLUME PROVIDED = 64,132 CF
STORAGE VOLUME DRAW DOWN TIME = 0.5 DAYS
11.2 FT
10 FT{
TOP OF EMBANKMENT ELEVATION = 24.0
EMERGENCY SPILLWAY ELEVATION = 23.8
\\/\\
3" STATE STORAGE ELEVATION = 23.8 �7
3" STATE STORAGE VOLUME = 64,132 CF
BASIN BOTTOM ELEV. = 22.0
'NATURAL GROUND
I NFI L TRA TI ON BASIN 3
EMBANKMENT SECTION
NOT TO SCALE
SCALE. 1 "= 30'
1' MIN TOP OF EMBANKMENT
ELEVATION = 23.0
2' TUCK
ELEV = 15.0
RUFCO LINER
4' CLEAN SIFTED SAND
1. RECOMMENDED LINER - RUFCO 1000 SERIES, PRODUCT 4000E
Z OVER EXCAVATE BOTTOM OF POND 4' AND FILL WITH CLEAN SIFTED SAND.
J. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE ONCE EXCAVATION
OF BASIN IS COMPLETE
4. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE WHEN FABRIC
IS BEING PLACED.
5. CLEAN SCREENED MATERIAL TO BE USED FOR BACKFILL
STORAGE BASIN 3
CROSS SECTION
NOT TO SCALE
99 n cT
TOP OF EMBANKMENT ELEVATION = 23.0
3" STATE STORAGE ELEVATION = 17.2 �\7
3' STATE STORAGE VOLUME = 59,447 CF
BASIN BOTTOM ELEV. = 15.0
NA 1 UKAL (iKUUNU
STORAGE BASIN 3
EMBANKMENT SECTION
NOT TO SCALE
PUMP MODEL: TSURUMI NK2-SERIES
SEMI -VORTEX DEWATERING PUMP
SEE SPECIFICATIONS FOR ADDITIONAL DETAIL
NOTE: 2" PVC ELECTRICAL PIPE
GOING FROM CONTROL PANEL TO WET WELL.
MUST SEAL BOTH ENDS OF
PIPE WITH ELECTRICAL PUTTY.
LOCKING GROUND
EL.= 23.0 FT HATCH COVER /EL.= 23.0
-) I I n o.� , '•'••• III -I
- I -I STEPSI-
DEPT
10.. . .
DISCHARGE
ELEVATION
EL.= 20.0 FT
TO INFILTRATION BASIN
. rr
16" 2"CONDUIT REQUIRED
ELECTRIC POWER CABLE
FEE i,
NOTE-1/4- CHAIN
MATH 1/4' SHACKELS
d
LIFTOUT CHAIN 1/4'
'
y
(STAINLESS STEEL)
C.I. FLANGE
SWING
CHECK
PUMP ON EL. = 16.1
d
VALVE
' ,
IN LINE
\
PUMP OFF EL. = 15.6
i
BASE ELEVATION
C�
= 13.1 FT
a" ANCHOR BOLT (2" PROJECTION)
4 FT X 4 FT PRECAST BOX
WITH STEPS
SECTION
VIEW
N TS
STORM WA TER PUMP STATION
OFFLINE BYPASS DETAIL 3.A
N TS
LICENSE % C-2710
COASTAL
SITE
DESIGN, PC
ENGIT,L L k ;NG
LAND PLANNII ✓G
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28-T06
[phone]
`caac
Co
1.
O
F- ag 3
0 3 _�
o�
O j~"g
J ~ oaac.
Z
nEi
!4
O. FESSIeiy
o y
Q. Y:,;L S
25483 r
F Q.
Z°5yq.?'GI NEB.����:
00
M
N_
N_
03
C)F-
�
LO
�_
0
0
0
0-
0
o
0
F
I
w
w
w
0
0
w
Z
0
Li
0
Ld
w
m
o
N
O
cn
Y
0
>
Q
U
0
Z
<
w
W
LLLJ
m G✓
O
m
CDQ
z
Om
�V2
Q
Z
Z
W
JLd
a
O
U
Z
�
F
w
O
Z
Q
Q
N
U<
w
f
O
U)
(w�
0
OW
0
0
OLil
OW
0
cD
0
Q
Q
5
Q
5
5
c
Q
wLi
U
tY
L�j
U
U
O
Z
w
DA TE: 10- 7 0- 06
HORZ SCALE., AS SHOWN
VERT SCALE: N/A
DRA WN B Y: RL W
CHECKED B Y.- HSR
PROJECT NO.: 05-0043
Snuet No. .__ _ Of __

LE = 18.2
5 CY CL II RIPRAP
1.5 FT DEEP
20 LF
3' STORMWATER FM/
.................................
RAD. = 20 Fr'
LENGTH = 33,6 FT
RAD. = 20 FT
LENGTH = 29.8 FT
BYPASS STRUCTURE 4A.A
PRE-TREATMENT DEVICE
W/ SMART IMER (SEE DETAIL THIS SHEET)
(2) - 4' x 4' BOXES W/ ACCESS COVER
COVER = 23.0
IE 30" PIPE = 16.1
IE 30" PIPE = 14.1
IE 24" BYPASS PIPE = 18.4
IE OF BOX = 12.1=_:::_.__::_-::.::_::_-;
LE = 17.9
UNNAMED TRIBUTARY �_ 12 LF 42' HDPE PIPE
_;;-WITH FES
2423FT
RAD. = 20 FT
_--------- --- __ -
k-1-
�` ` ,\ LENGTH = 19.2 FT
LE = 14.0
5 CY CL 11 RIPRAP
1.5 FT DEEP
........... _----.__._-_.-..-..-..._.._..._-
40 FT EMERGENCY OVERFLOW { ;t
SPILLWAY EL= 19.5
42 CY CL 11 RIP RAP
PLACE FILTER FABRIC UNDER RIP RAP,'
STORMWA-TER 'STURAGE
BOTTOM_fLEVATION= 14.0
3" STORAGE ELEVATION = 18.5
i. SURFACE AREA = 21,325 SF
I --STORAGE = 75,521 CF 14
15 16
17
NOTES
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED
INTO THE STORM DRAINAGE COLLECTION SYSTEM.
2. PORTABLE PUMP TO BE USED TO DRAIN
SYSTEM IN CASE OF EMERGENCY.
3. BASIN TO BE HYDROSEEDED.
4. BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENT.
5. INSTALL FLOATING FOUNTAIN IN STORAGE BASIN
STORA GE BA SIN 4 DETAIL
1' MIN TOP OF EMBANKMENT
ELEVATION = 23.0
� r-l-
2' TUCK\
V. ELE= 14.0
RUFCO LINER
4' CLEAN SIFTED SAND
1. RECOMMENDED LINER - RUFCO 1000 SERIES, PRODUCT 4000E
2. OVER EXCAVATE BOTTOM OF POND 4' AND FILL WITH CLEAN SIFTED SAND.
3. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE ONCE EXCAVATION
OF BASIN IS COMPLETE.
4. CALL MANUFACTURE REPRESENTATIVE TO INSPECT SITE WHEN FABRIC
IS BEING PLACED.
5. CLEAN SCREENED MATERIAL TO BE USED FOR BACKFILL.
STORA GE BASIN 4
CROSS SECTION
NOT TO SCALE
10 BP,..
� q.1
/GP
q.2 SIN
108P ,tip
TOP OF GRATE = 23.5
BOX IE= 12.1
BOTTOM OF BOX = 10.6
5' x 5' BOX W/ ACCESS COVER
COVER = 23.5
IE = 1&0
LF 42' HDPE PIPE
-- `
5' x 5' BOX W/ ACCESS CO VER
COVER = 23.5 \ /
IE = 18.2 , \ �l
___%
65 LF 42' HDPE PIPE
``,
19
BYPASS STRUCTURE 4.A
PRE-TREATMENT DEVICE
W/ SMART WER (SEE DETAIL THIS SHEET)
(2) - 5' x 5' BOXES W/ ACCESS COVER
COVER = 23.8
IE 42' PIPE = 14.1
IE 42' BYPASS PIPE = 18.4
IE OF BOX = 12.1
COVERIACCESS TOP COVERIACCESS TOP
EL = 7.3.5 FI = 93 S
2.0 FT WEIR
ELEV. = 18.5
42'
RCP
IE = 14.1
12' CONC.
1 2 FT SUMP
1 FOR CLEANOUT
5 FT
12' CONC.
2 FT SUMP
FOR CLEANOU
SECTION VIEW
(2) - 5 FT x 5 FT PRECAST CONCRETE BOX
6)
NC PRODUCTS 6060 OR EQUIVALENT
JUNCTION BOX/ 4. A
(2) - 5 FT x 5FTPRECAI STCONCRETE BOX BYPASS STRUCTURE
NC PRODUCTS 6060 OR EQUIVALENT NOT TO SCALE
PLAN VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
TOP OF GRATE = 23.0
SEE DETAIL THIS
SHEET FOR \
STORMWATER P.S
DETAIL LOCATED
IN THIS BOX
BOX IE= 12.1
BOTTOM OF BOX = 10.6
42' HDPE
TO CREEK
IE = 18.4
=ASE
COVEI�ACCESS TOP COVERIACCESS TOP
FL = 2.3.n 97 - 93n Tnn
2.0 FT WEIR
4 FT
ELEV. = 18.5
30'
HDPE
IE= 14.1
24'
HDPE
IE= 18.4
12' CONC
12' CONC.
1 2 FT SUM
2 FT SUMP
1 FOR CLEANOUT
i FOR CLEANOU
SECTION VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
JUNCTION BOX/ 4A. A
BYPASS STRUCTURE
NOT TO SCALE
=ASE
20 FT
43.1 FT
NOTES.•
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED
INTO THE STORM DRAINAGE COLLECTION SYSTEM.
2. PORTABLE PUMP TO BE USED TO DRAIN
SYSTEM IN CASE OF EMERGENCY.
3. BASIN TO BE HYDROSEEDED.
4. BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENT.
TAMN WOODS
INRLTRATION BASIN 4
CALCULATION SUMMARY FOR DWQ.
WATER QUALITY CONSIDERATIONS -
TOTAL AREA DRAINING TO BASIN = 675,480 SF (15.51 ACRES)
IMPERVIOUS AREA BREAKDOWN:
PROPOSED BUILDING = 133,000 SF (3.05 ACRES)
PROPOSED ASHPALT = 96,044 SF 2.20 ACRES
PROPOSED SIDEWALKS = 9,451 SF (0.22 ACRES
PROPOSED AMENITIES = 19,390 SF (0.44 ACRES)
FUR)RE ALLOCATION = 32610 SE (076 ACRES)
TOTAL IMPERVIOUS = 290,495 SF (6.67 ACRES)
PERCENT IMPERVIOUS = 43.0%
RUNOFF COEMCIENT DETERMINATION:
Rv = 0.05 + (0.009 x 49.4)
= 0.49 IN/1N
1.5' VOLUME DETERMINATION:
VOLUME = (DESIGN STARM)(RVXDRAINAGE AREA)
= 1.5 IN x 0.49 IN/1N x 15.51 ACRES / 12
= 0.8 ACRE47
1.5' VOLUME = 36,902 CF OF REQUIRED STORAGE W/ VEG. FILED?
3' VOLUME = 73,805 CF OF REQUIRED STORAGE W/O VEG. RLTER
STATE WATER QUALITY CONSIDERAAONS -
3" STORAGE VOLUME REQUIRED = 73,805 CF
3" STORAGE VOLUME PROVIDED = 75,834 CF
STORAGE VOLUME DRAW DOWN TIME = 0.2 DAYS
1.3 FT
TOP OF EMBANKMENT ELEVA77ON = 31.0
EMERGENCY SPILLWAY ELEVATION = 30.0
0 Z)/AIt SIUCAGt ELEVATION = 27.9 �7
3' STATE STORAGE VOLUME = 75,834 CF
i
\� BASIN BOTTOM ELEV. = 24.0
nn rvnnL Vnuvrvu - , • • • •-
INFIL TRA TION BASIN 4
EMBANKMENT SECDON
NOT TO SCALE
SCALE. • I"-- 30'
56.8 FT
TOP OF EMBANKMENT
ELEVATION = 23.0
ELEV. = 19.5
STORAGE BASIN 4
EMERGENCY SPILL WAY
FRONT VIEW
NOT TO SCALE
26 FT
TOP OF EMBANKMENT
20 FT ELEVATION = 31.0
ELEV. = 30
x/x\�r/\/�%
INF IL TRA TION BASIN 4
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
TOP OF EMBANKMENT ELEVATION = 23.0
3" STATE STORAGE VOLUME = 75,521 CF =
BASIN BOTTOM ELEV. = 14.0
NAIUt(AL UKOUND
S TORA GE BASIN 4
EMBANKMENT SECTION
NOT TO SCALE
ER FM
PUMP MODEL: TSURUMI NK2-SERIES
SEMI -VORTEX DEWATERING PUMP
SEE SPECIFICATIONS FOR ADDITIONAL DETAIL
NOTE: 2" PVC ELECTRICAL PIPE
GOING FROM CONTROL PANEL TO WET WELL.
MUST SEAL BOTH ENDS OF
PIPE WITH ELECTRICAL PUTTY.
LOCKING GROUND
EL.= 23.0 FT HATCH COVER IEL.= 23.0
r STEPS
DEPTH OF WELL 1 I16" 2"CONDUIT REQUIRED
9.1 FT
DISCHARGE
ELEVATION
_EL.= 20.0 FT
TO INFILTRATION BASIN
ELECTRIC POWER CABLE
NOTE:1/4' CHAIN v
WITH 1/4' SHACKELS d
LJFTOUT CHAIN 1/4'
(STAINLESS STEEL)
4
C.I. FLANGE SWING
CHECK PUMP ON EL. = 15.9
G VALVE
IN LINE
PUMP OFF EL. = 15.4
it � C7
0 BASE ELEVATION
12.1 FT
s• ANCHOR BOLT (2" PROJECTION)
4 FT X 4 FT PRECAST BOX
WITH STEPS SECTION VIEW
4 JUL. 0 5 `
NTS
STORM WA TER PUMP S TA TION e)�
OFFLINE BYPASS DETAIL 4A. A
N TS
LICENSE C-2710
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
�V
0
� co O
J N O
I-
C-)
CL
cr) 6
WCL�EC
W
0
\���111111//7V7
p,• FrcSS�'••�iti�
a o
SEAL�-
025483 -
DATE' 10-70-06
HORZ. SCALE: AS SHOWN
VERT. SCALE: N/A
DRA WN B Y.- RL W
CHECKED BY: HSR
PROJECT NO.. 05-0041
Sheet NO C5 of EC

Construction Road Stabilization
Specification 1 6.80 - Construction Specifications
1. pear roadbed and parking areas of all vegetation, roots and other
objectionable material.
2. Ensure that road construction follows the natural contours of the terrain if
it is possible
3. Locate parking areas on naturally flat areas if they are available. Keep
grades sufficient for drainage but generally not more than 2 to 31.
4. Provide surface drainage, and divert excess runoff to stable crow by using
water bars or turnouts (References: Runoff Control Measures).
5. Keep cuts and fills at 2.1 or flatter for safety and stability and to
facilitate establishment of vegetation and maintenance.
6. Spread a 6-Inch course of 'ABC' crushed stone evenly over the full width of
the road and smooth to avoid depressions
7. mare seepage areas or seasonally wet areas must be crossed, install
subsurface drains or geotextile fabric cloth before placing the crushed stone
(Practice 6.81, Subsurface Draki).
& Vegetate all roadside ditches, cuts fills and other disturbed areas or
otherwise appropriately stabilize as soon as gracing is complete (References:
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site
sedimentation.
Maintenance
Inspect construction roods and parking areas periodlcd/y for condition of
surface. Topdraw with new gravel as needed. Check road ditches and other
seeded areas for erosion and sedimentation after runoff-produekig robs
Maintain dl vegetation in a healthy, vigorous condition. Sediment -producing
areas should be treated immediately.
C Temporary Gravel Constr<rction Entrance/ fit
Specification / 6.06 - Construction Specifications
i. pea the entrance and exit area of all vegetation, roots and other
objectionable material and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans and
smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable outlet
4. Use geotextle fabrics because they improve stability of the foundation In
locations subject to seepage or high water table.
Maintenance
Maintain the gravel pad In a condition to prevent mud or sediment from leaving
the construction site. This may require periodic topdressing with 2-kith stone
After each rainfall, inspect any structure used to trap sediment and dean it
out as necessary. Immediately remove all objectionable matands sp11e4
washed, or tracked onto public roadways.
Temporary Seeding
Specification 1 6.10 - Specifications
Complete grading before preparing seedbeds and Install all necessary erosion
control practices, such as dices, waterways and basins Minimize steep slopes
because they make seedbed preparation difficult and increase the erosion hazard.
If sots become compacted during grading, loosen thern to a depth of 6-8 inches
using a ripper, harrow, or chisel plow.
Seedbed Preparation
Good seedbed preparation is assentid to successful plant establishment A good
seedbed is well -pulverized, loose and uniform. Mere hydroseedhg methods are
used, the surface may be left with a more Irregular surface of large clods and
stones.
Liming - Apply lime according to sol test recommendations If the pH (acidity)
of the sod is not known, an application of ground agricultural limestone at the
rate of 1 to 1 1/2 tons/sae on coo -se -textured soils and 2-3 tons/acres on
fine -textured sots is usually sufficient. Apply limestone uniformly and
incorporate into the top 4-6 Inches of sa. Soils with a pH of 6 or higher
need not be limed.
Fertilizer- Base application rates on soi tests Men these am not possible,
apply a 10-10-10 grade fetilizer at 700-1,000 Ib./aae Both fertilizer and
lime should be incorporated into the top 4-6 inches of soil. If a hyoiaulic
seeder is used, do not mix seed and fertilizer more than 30 minutes before
application.
Surface roughening- If recent tillage operations have resulted in a loose
surf -A additional roughening may not be required except to break up large
cods If rahfdl arouses the surface to became sealed or crusted, loosen it
Jest prior to seeding by disking, raking, harrowing, or other suitable methods
Groove or furrow slopes steeper than 3:1 on the contour before seeding (Practice
6:03, Surface Roughening).
Plant Selection
Select on appropriate species or species mixture from Table 6.10a, for seeding
in late winter and early spring, Table 6.106 for summer, and Table 6.10c for
fall.
Seeding
Evenly apply seed using a cyclone seeder (broadcast), dill, cultipacker seeder,
or hydroseeder. Use seeding rates given In Table 6.10a-6.10a Broadcast seeding
and hyraseeding ore appropriate for steep slopes where equipment cannot be
driven. Hand broadcasting is not recommended because of the difficulty In
achieving a uniform distribution. Small grains should be planted no more than 1
inch deep, and grasses and legumes no more than 1/2 inch. Broadcast seed must
be covered by raking or chain droggng, and then lightly famed with a roller or
ccdtooc ker. Hydroseeded mixtures should include a wood hoer (cellulose) mulch.
y e� The of appropriate mulch will help ensure establishment under normal
conditions and is essential to seeding success under harsh site condition
(Practice 6.14, Mulching). Harsh site conditions Include.-
-seeding in fall for winter cover (wood fiber mulches are not considered
adequate for this use),
-slopes steeper than 3:1,
-excessively hot or dry weather,
-adverse sois(shallow, rocky, or high in day or sand), and
-areas receiving concentrated flow.
If the area to be mulched is subject to concentrated waterflow, as In channels,
anchor mulch with netting (Practce 6.14, Mulching).
Land Grading
Specification / 6.02 - Construction Specifications
1.Construct and maintain all erosion and sedimentation control practices and
measures In accordance with the approved sedimentation control plan and
construction schodde
2.Remom good topsoil from areas to be graded and filled, and pr- it far
use in finishing the grading of all critical areas
ascorify areas to be topsoped to a mhknum depth of 2 inches before placing
topsoil (Practice 6.04, Topsoing).
4.C1aa and grub areas to be filed to remove trees vegetation, rootA or other
objectionable material that would affect the planned stability of the fill.
5.Ensure that fill material is free of brush, rubbish, rocks, IogA stumps
building debris, and other materials Inappropriate for constructing stable
fl11s.
6.Place all fill in layas not to exceed 9 Inches In thkknw4 and compact the
layers as required to reduce erosion, slippage, settlement or other related
problems
7.Do not incorporate frozen materiel or soft, mucky, or highly compressible
materials into iII/ slopes.
8.Do not place fit on a frozen foundation, due to possible subsidence and
slippage
9.Keep diversions and other water conveyance measures free of sediment during
dl phases of development.
10.Hande seeps or springs encountered during construction In accordance with
approved methods (Practice 6.81, Subsurface Drain).
i1.Permanentiy stabilize dl graded areas immediately after Rod grading Is
completed on each area In the grading plan. Apply temporary stabilization
measures on all graded areas when work is to be Interrupted or delayed for 30
working days or longer.
12.Ensure that topsd stodkplsA borrow aea4 and spoil areas are adequately
protected from erosion with temporary and find stabilization measuras4 hdudhg
sediment fencing and temporary seeding as necessary.
Maintenance
Periodically check all graded areas and the supporting erosion and sedimentation
control practices, especially after heavy rainfalls. Promptly remove all
sediment from diversions and other water-dlsposol practices. If washouts or
breaks occur, repair then immediately. Prompt maintenance of smdl eroded areas
before they become significant gullies is an essential pat of an effective
erasion and sedimentation control plan.
Permanent Seeding
Spechloatlons 1 6.11 - SWficatlons
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that am unsuitable
due to Inappropriate sol texture (Table 6.11a), poor drainage, concentrated
overland flow, or steepness of slope until measures have been taken to correct
these problems
To maintain a good stand of vegetation, the sod must meet certain minimum
requirements as a growth medium. The existing sal should haw these crtteia:
- Enough fine -gained (sit and day) material to maintain adequate
moisture and nutrient supply (avaloble water capacity of at least .05
inches water to I inch of sal)
- SufRdent pore space to permit root penetration.
- Sufficent depth of sal to provide an adequate root zone The depth to rock
or impermeable layers such as hardpans should be 12 Inches or more, except on
slopes steeper than 21 where the oddtion of sal is not feasble.
- A fawrable pH range for plant growth, usually 6.0-6.5.
- Freedom from large roots, branches, stones, large clods of earth, or trash of
any kind pods and stones may be left on slopes steeper than 3:1 If they are
to be hydroseeded.
If any of the above attain am not met -Le, if the existing sol is too
coarse, dense, shallow or addle to foster vegetation -special amendments are
required The sal conditioners described below may be bane" or,
preferably, topsail may be applied In accordance with Practice 6.04, Topsoing.
Sol Conditioners
In order to Improve the structure or drainage charactaistks of a spa the
following material may be added These amendments should only be necessary
where sas have limitations that make them poor for plant growth or far fine
turf establishment (see Chapter 3, Vegetathe ConsMaratlons).
Peat -Appropriate types are sphagnum moss peat, hypnum moss peat reedsedge peat
or peat humus, all from fresh -water sources Peat should be shredded and
conditioned In storage pies for at least 6 months after excavation.
Sand -dean and free of toxic materials
Vermiculite-hovrticulturd grade and free of toxic substances.
Rotted manure -stable or cattle manure not containing undue amounts of straw or
other bedding matertds
Thoroughly rotted sawdust- free of stones and debris. Add 6 1b. Of nitrogen to
each cubic }ad
Sludge -Treated sewage and Industrial sludges are available in various forms:
these should be used only In accordance with local, State and Federd
regulatkns
Spades Selection
Use the key to Permanent Seeding Mixtures (Table 6.11b) to select the most
appropriate seeding mixture based on the general site and maintenance factors.
A listing of spades, Including sdentif c names and cl arocterisstks, is given
In Appendix II02
Seedbed Preparation
Install necessary machankwl erosion and sedimentation control practices before
seeding, and complete grading according to the approved plon.
Line and fertilizer needs should be determined by sol tests Sol testing Is
performed free of charge by the North Carolina Department of Agriculture sal
testing laboratory. Directions, sample cwton4 and Information sheets are
available through county agricultural extension offices or from NCDA. Because
the NCDA sal testing lab requires 1-6 weeks for sample tum-oroun4 sampling
must be planned well in advance of find grading. Testing Is also done by
commercid laboratories.
Men soil test ore not awlable, follow rates suggested on the Individual
specification sheet for the seeding mix chosen (Tables 6.11c through 6.11v).
Applkaations rates usually fall into the following ranges:
- (round agricultural limestone
Llght-textured sandy sas; 1-1 1/2 tons/acre
Heavy textured clayey sas 2-3 tons/acre
- Fertilizer.
grasses 800-1200 Ib/acre of 10-10-10 (or the aquivenant)
Grass -legume mixtures: 800-1200lb/ocre of 5-10-10 (or the awhdent)
Apply line and fertlkar evenly and Incorporate Into the top 4-6 inches of sal
by disking or other suitable means Operate machinery on the contour. Milan
using a by roseeder, apply Ilene and fertfaer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening
Complete seedbed preparation by breaking up large cods and raking Into a
smooth, uniform surface (slope less #:+an 3 1) FN In or level depressions than
can collect water. Broadcast seed Into a freshly loosened seedbed that has not
been seeed by rahfail.
Table 6.10o - Temporary Seedng Recommendation for Late Minter and Easy *hg
Seeding mixture
Species- R*grah), Annual lespedazo (Kobe In Piedmont and Coastal Plain
Rate (ib/sae)- 120
Omft annual lespedeza when duration of temporary cover is not to extend beyond
Jinn
Seeding dates -Coastal Plop - Dec. 1 - Apr. 15.
Soi amendments- Fellow recommendations of sod tests or apply ZOOO b/acre
ground o7kulturd limestone and 750 Ib/acre 10-10-10 fertilizer.
Mulch -Apply 4,0001b/acre straw. Anchor straw by tacking with asphdt netting
or a mulch anchoring tool. A desk with blades set ready straight can be used
as a mulch anchoring toot
Ma tance - Refertiae if growth is not fuly adequate. Reseed, rofartfize
and mulch Immediately foflowhg erosion or other damage.
Table 6. lob - Temporary Seeding Recommendations for Summer
Seeding mixture
Species -German millet
Rate(Ib/acre)- 40
Seeding dates -Coastal Ptah- Apr. 15-Aug. 15
Sol amendments -Follow recommendations of soi tests or apply ZOOO b/acre
ground agriculture' limestone and 750 Ib/acre 10-10-10 fertilizer.
Mulch -Apply 4,000 lb/acre straw. Anchor straw by tacking with asphdt, netting
or a mulch anchoring tool. A disk with blades set nearly stroight can be used
as a mulch anchoring tool.
Maintenance-Refertiae if growth is not fully odaWate. Reseed refertlae
and mulch inmedfatdy following erosion or other damage.
Table 6.10c - Temporary Seeding Recommendation for Fall
Seeding mixture
Species-Rye(grain)
Rate(Ib/aae) - 120
Seeding dotes - Coastd Plain and Piedmont -Aug 15 - Dec. 30
Soi amendments - Fellow soil tests or apply ZOOO lb./sae grand agricultural
limestone and 1,000 Ib/acre 10-10-10 farther.
Mulch- Apply 4,000 b/acre straw. Anchor straw by tacking with asiI
netting, or a mulch anchoring tool. A disk with blades set nearly straight can
be used as a mulch anchoring tod.
Maintenance- Repair and refertlize damaged areas knmedi a(y. Tapdress with 50
lb/sae of nitrogen In Mach, If It is necessary to extend temporary aver
beyond ,.tone 15, overseed with 50 Ib/aae Kobe (Piedmont and Coastal Ptah)
P Outlet Stabilization Structure
Specification / 6.41 - Construction Specifications
1. Ensure that the subgrode for the titer and rorap follows the required lines
and grades shown in the plan. Compact any 1I1 required In the subg►ade to
the density of the surrounding undisturbed material. Low areas In the
subgrads on undisturbed sol may also be flied by Inaea+hg the nprop
thickness.
2 The rorap and grovel liter must conform to the specified grading limits
shown on the plans
J. Filter cloth, when used, must meet design requirements and be property
protected from punching or tearing during Installation. Repair any damage by
removing the nprao and placing another piece of After cloth over the
damaged area All connecting joints should overlap a minimum of I ft If
the damage is extensive, replace the entire fitter cloth.
4. Rioray may be placed by equipment but take are to avoid damaging the
titer.
5. The mhkmum thickness of the rJorop should be 1.5 times the maximum stone
diameter.
6. Riprap may be field stone or rough quarry stone It should be had, angular;
highly weather -resistant and well graded
6. Construct the apron an zero grade with no overfdl at the end Make the top
of the riprao at the downstream and level with the receiving area or slightly
below it
8. Ensure that the apron is propafy aligned with the receiving stream and
preferably straight throughout its length. If a curve is needed to fit site
condition4 place it in the upper section of the apron.
9. Immediately after construction, stabilize ell disturbed areas with vegetation
(Practice 6.10, Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance
Inspect riorap outlet structures after hem rams to see if any erosion wound
or below the ryra, has taken place or if stones haw been dislodged
Immediately make all needed repairs to prevent further damage.
Sf Sediment Fence (2t Fence)
Sperdflcattion 6.62 -Construction Specifications
MAIMALS
1.11m a synthetle Star fabric ar a pervious sheet of polypropylene, nyon,
polyester, or pd)eth)lene An, which is certified by the manufacturer or
supplier as conforming to the requirements shown in Table 6.62b. Synthetic
liter fabric should contain uitroviolet ray h0fim and stabilizers to
provide a mhhum of 6 months of expected usable construction life at a
temperature range of 0 to 120 F.
2Ensure that posts for sediment fences are either 4-Inch diameter pile, 2-hail
dimeter oak or 1.33 b/llhew ft steel with a minimum length of 4 ft Make
sum that steel posts haw projections to faditate fastening the fabric.
3For rabbi rcanent of standard strength After fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Table 6.62b
4edftc rtlorhs For Sediment Fence Fabric
Phyekd Property RaWkwnwts
Fitering Efficiency - 85X (mm)
Tensile Strength at Standard Strength- 30 ►b/1n In (mir)
Extra Strength- 50 1b/1ki in (mm)
Slurry now Rate - 0.3 gd/sq ft/min (min)
CONSTRUCRON
1.Construct the sediment barter of standard strength or extra strength
synthetic filter filbr(cs
2&mn that the height of the sediment fence does not exceed 18 Inches above
the grand surface. (Higher fences may Impound voiumas of water sufficient to
cruse failure of the structure.)
3.Construct the filter fabric from a continuous roll cut to the length of the
border to avoid Jokits Men Joints are necessary, securely fasten the liter
cloth any at a support post with overlap to the next post
4.Support standard strength liter fabric: by wire mesh fastened securely to the
up slope side of the posts using heavy duty wire staples at least 1 inch long,
or tie wires, Extend the wire mesh support to the bottom of the trench.
5-Man a wire mesh support fence is used space posts a maximum of 8 ft apart
Support posts should be driven securely Into the ground to a minimum of 18
hchas
6.Extra strength Star fabric with Eft post spacing does not require we mesh
support lance. Staple or wire the liter fabric directly to posts
7.Exavvte a bench approximately 4 how wile aid 8 inches deep dung the
proposed the of posts and upshpe from the ba rw (figure 6.62a).
8.8adkfll the trench with compacted sol or gravel placed over the liter
fabri.
ADO not attach liter fabric to existing iron
Maintenance
inspect sediment fences at least once a week and after each rainfall. Make any
required rgoairs Imedately.
Should the fabric of a sediment fence collapse, tear, decompose or became
heffectivm4 replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for the
next rain and to reduce pressure on the fence Take care to avoid undermining
the fence during deanout
Remove of fencing materiels and unstable sediment deposits and bring the area
to grade and stabilize it after the contributing drainage area has been properly
stabilized
Ternp2cga Sediment Trap - continued
Protection from plphg - Place liter cloth on the foundation below the rprkp
to prevent piping. An alternative would be to excavate a keyway trench caps
the nprap foundation and up the Was to the height of the dam.
Weir length and depth - Ka* the spillway weir at least 4 ft long and sized to
pass the peak discharge of the 10-yr storm. A madma flow depth of 1 ft. a
mhkum freeboard of 0.5 ft and ma dma aide slopes of 21 are recommended
Nbir length may be selected from Table 6.60a shown for most site locations h
North Carolina
Table 6.60a
Design of Spilh►ays Drahop Area Nair Langth(1)
(acres)
(ft)
1
4.0
2
6.0
3
8.0
4
fao
5
12.0
(1) Dimensions shown are minimum
Construction Specifications
I. pea; grub, and a# the area under the embankment of of vegetation and
root mat Remove ell art" sol eontahhg high amounts of organic matter and
stociple or depose of R property. Had ell objectionable material to the
di ig ated depoed area.
2 Ensure that f1 material for the enbanlkhent is troe of roots, woody
vegetation, organic matter, and other objectionable motand Place the 81 In
lifts not to exceed 9 Inches and machine compact it Over ill the embankment 6
Inches to allow for settlement
3. Construct the outlet section In the enmban mant Protect the connection
between the nary and the sol from p4ohg by using liter fobric or a keyway
cutoff trans h between the no -op structure and the sal.
(Place the fitter fabric between the rjoryo and sol. Extend the
fabric capes the spillway /ondatlon and sibs to the top of the
darn; or
(Excavate a keyway trench ding the oentarihe of the spilway
foundation extending up the s(des to the height of the darn. The
trench should be at least 2 ft deep and 2 R web with 1: I side
Slopes
4. pear the pond aroo below the elevation of the crest of the spillway to
facilitate aedinent deanout
5. AN cut and N alopes should be 21 or flatter.
6. Enere that the stone (drainage) section of the anbaiarant has a minhlum
bottom width of 3 R and maxhurn aide slopes of 1:1 that extend to the bottom of
the WNNY swum
7. Construct the minimum thished stone soil bottom width, as shown an the
plans, with 2:1 aide stapes extending to the top of the over tiled embankment
Keep the thborim of the sloes of the spill outet structure at a mhMum
of Z inai' . The weir moat be level and constructed to grade to assure design
Capacity.
8. Material used In the stone section should be a roll -graded m&bure of stone
with a d50 she of 9 Inches (class 8 erosion control stone is recmrnanded) and a
maximum stare she of 14 Inches. The stone may be machine placed and the snarler
stones walked Into the voids of the loge stones The stone should be had
angular; and higMy reotha-reeletant
9 Ensure that the stare spillway outlet section extends downstream past the
toe of the emban anent and stable conditions are reached and outlet velocity is
acceptable for the receiving strew. Keep the edges of the stone outlet section
flush with the surrounding grand and shape the center to confine the outflow
stream (Refannces: Outlet Protection)
to Direct emergency b)pasa to naturd, stable areas locate b)peea outlets so
that Now of not damage the anbanknent
It. Stabilize the anbanknent and al disturbed areas dove the sediment pod
and downstream from the bap Imedotely after con4truction (References SLrfuce
Stablizawon
12 Show the distance from the tap of the spillway to the sadimarit deanout
level (one -hail the design depth) on the pins aid mark ft in the fldd
ilahtanance
Inspect temporary sediment traps after each period of sfgniticmt rainfall
Remove sediment and restore the trap to its arighd dimensions when the
sediment has accumulated to one-half the design depth of the tray. Place the
sediment that Is removed h the designated disposal area and replace the
contaminated pat of the gro►d facing
Check the structure far damage from aroakrh Or pyhg Periodically check the
depth of the spillway to ensure It Is a mhhum of 1.5 R below the low point of
the embankment Immediately IN any settlement of the ambanbrhant to slightly
above do* grads. Any riprW doaced from the spuway must be replaced
immediately.
After d sediment -producing aeon hero been permanently stabiaed remove the
structure and di unstable sediment Smooth the area to Nand wrth the odJoknhg
areas and srtabl&e popery (References SLrlbce Stdbilzatkn).
rr9r_--t1-1. Grass -Lined C,inrnnels
SpedficaUon 16 30 - construction Spedikations
1. Remove ell trees brush, stumps, and other ob*b'oma`ie me rid from the
foundation area and dispose of properly.
2 Excavate the chmnel and shape it to neat lines and dimensions shown an the
plans plus o 0.2 R overeat arround the channel per m to to allow for &*Ing
during seedbed reparations and sod buildup.
3 Remove and aaany dkyose, of all excess sod so that surface water may
enter the channel tredy.
4. The procedure wed to establish grass in the cnand wil depend upon the
severity of the onditims and selection of species Protact the chanei
with mulch or a temporary liner sufficient to withstand anticipated
velocities drhgthe establishment period (Appendix 8.05).
Maintenance
Axing the estda'dment period check Wass -lead channels after every
rainfall. After grass is established periodically cheek file chard; theca it
after every heavy rainfaf event Immediately make reps. ft is parbalafy
knprtant to check the channel outlet and ail rood crossings for bank stability
and evidence of pyng or scour holes Remove all significant sediment
accrxnufations to rraintain the designed carrying capacity Keep the grass in a
health, vigorous anaUtion at all tiles, since it is the primary erosion
protection for the channel (Proctice 6.11, Permanent Seeding).
Table &Ila - Seeding No. 4CP for.
Nil-Dmhed Sandy bans to Dry Sands, Coastal PMh; Low to Medlurm-Care Lowns
Seeding mixture
Species - Centipedegross - Rate - 10-20 b/acre (seed) or 33 tw/ocre (sprigs)
Seeding dates - Ma. - Jane, (Sprigghg can be done through ,,Uy wham rate b
available for Irrigation.)
Sol amendments - Apply lime and fe tilizar according to sal test, or apply 300
h/aare 10-10-10.
,**Ing - Plant sprigs h furrows with a tractor -drown transplanter, or
broadcast by hand
Furrows Should be 4-6 idles deep and 2ft apart Place sprigs about 2 ft ai:�at
In the row with one and at or above ground level (Figure 6.1ld).
Broadcost at rates shown above, and press *d9a Into the top 1 1/2 inches of
sol,with a disk set straight w that sprigs am not brought bock toward the
Mulch - Do not mulch
Mohtahance - Fardtze very sparingly- 20 tb/aae nitrogen In sprnq with no
phosphorus Centaed%rass cannot tolerate high pH or excess fertiaer.
Maintenance
Table 6.11t - Seeding No, 50P for: Wall -Drained Sandy Looms to Dry Surds; Low
Seeding m&bxe
Species Rate (b/sae)
Pensacola ftlograss 50
Sekea kspedezo 30
Common Bermudogross 10
German millet 10
Seeding notes
1. Mere a neat appearance is desired omit soidow
2 Use common Bemnudograsa only an isolated apes There rt cannot become a pest
Bemudogross may be replaced with 5 In/ocre cenGpedgrass.
Seeding dates - Apr. 1 - Ady 15
Sol amencamts - Apply The and ferdizar accordhg to will testa or apply
3,000 b/sae grand agricultural limestone and 500 1b/acre 10-10-10 fertiaer,
Adrh
Apply 4,000 eb/acre grain straw or oWhdent cover of another suitable mulch.
Mow by tacking with asphalt roving and netting or by ainpng with a mulch
ancharhg tool. A dtelk with bides set nearly stroot can be used as a mulch
anchoring too.
Maintenance - Refer Ize the folowhg Apr. with 50 b/aaa nitrogen. Repeat
as growth requires May be moved any ante a year. Mare a neat appearance is
desired am# widow and now as often as needed
Table 6.11 v - Seeding 14;,. 7CP for Grass -lined panel; Coasid Plain
SpeSeething Mixture
dw - Cannon Bamudograss - Rate - 40-80 (1/2 ib/1,000 ft )
Seeding dates - Coastd Ptah; Apr - Ady
Sol anen6nents - Apply lime and fertilizer according to sal tests, or apply
3000 b/sae ground agri,%iturd limestone aid 500 Ib/sae 10-10-10 ferdizar.
Mulch - Use jute, excelsior matting, or other effective channel lining matend
to cover the bottom of dwrnsis and al The Ikhg should extend above the
highest xwlmlated depth of slow. On cannel side slopes dhow this height and
In ddnagn not requiring tamporary linings, apply 4,000 lb/aae groin straw
and wow straw by stalling netting over the tap.
MUcn and motioning materials must be allowed to wash doiwn slopes where they can
dog drainage devices.
Maintenance -A minimum of 3 weeks is required for establishment Inspect and
repair mulch frequently. Re*Utze the following Apr. with 50 blame
Refs to Appendix 8.02 for botankd names
I )
I HARDWARE CLOTH & ORA a N1LET PR07ECTKil1
5lmedfication 16.51 - Cautruction 5paci icattana
1. Uniformly grade a shc4ow depression approaching the Not
2 Drive 5 FT steel past 2 FT Into the grand summing the filet.
Spore post evenly around the perimeter of the Wet a maimm of 4 FT apart
3. Sixrond the posts wrt wire mesh hardware cloth. Secure the wire most to sted
posts at the top: mfdde, and bottom. Pacing a 2 FT flop of the wire mesh.
under the gravel for mchorhg Is recommended
4. Place dean gravel (NC DOT its or 157 atone) an a 21 sipper with a height of 16
bow wound the wn and smooth to an am grode.
5 Orm the cantrbutkg drainage area has been stabilized , remove accknu{ated
sediment and wtabiish And grading devotions.
6. Compact tiro area prapnrly and stabilized R with grand cover.
Maintenance
Inspect filets at least reaky and after each sofficant (a5 n or greater)
rahfal event pea the mesh wire of any debris or other obpcts to provide
adoWde flow for subsequent robs Take are not to damage or undercut the
wire mesh &OV semen t removd. Replace stone as needed
COMPACTED FILL OR
GRAVEL, EXTENSION
OF FABRIC AND MIRE
INTO THE TRENCH
6 F
NOTE.• 1111�
SEE NARRATIVE
FOR MORE DETAIL
ISOMETRIC VIEW
FILTER ON OF
AND WIRE
BACKFILL
MINIMUM 8"
E TRENCH
THICK LAVE
OF GRAVEL
COMPACTED
FILL
S'MINIMUM
8 "MINIMUM
FILTER
FABRIC
4'MINIMUM
SECT
sF SEDIMENT FENCE C SILT FENCE
Practice 6.62
NTS
Sediment Basin
S0edRcotions 16.61 - Construction 510edflcations
1.Site preparations -pear, grub and step topsof from areas under the
ambonli ment to remove trees, vegetation, roots and other objectionable material.
Delay clearing the pod area untl the dam is complete and than remove brush,
trees and other objectionable materials to facilitate sedhvent deanout
StocA* all tepeol or sot containing organic matter for use on the outer
shelf of the enbakmmat to faolitate vegetative establishment Place temporary
sedirnent control measures below the bash as needed
2Cut-off traodn-Excavate a cut-off trench along the centerline of the earth
fill ambonlawt. Cut the trench to stable sal materiel, but In no case make If
Ins than 2 ft deep. The cut-off trench must extend Into both abutments to at
Mat the elevation of the riser crest Make the minkhwn bottom wklth wide
enough to p"lt operation of excavation and compaction equjoment but In no case
leas than 2 fir Make aide slopes of the trench no steeper than 1: 1. Compaction
raW ements are the same as those for the embankment Keep the trench dry
during bockilhg and oanpoctkn operations
3.Embarnknemt-Toke All material from the approved auras shown on the plans It
should be dean minerd sal, free of roots, woody vegetation, rocks and other
objectionable materiel. Scarily areas on wfikh All is be placed before placing
fil, The IN material must contain sufficient moisture so it can be famed by
bond into a ball without crmblhg If water can be squeezed at of the bad, it
is too wet for proper oanpoctlon. Place All material in 6 to 8-hch
continuous layers over the entire length of the 81 area and than compact it
Canpoctkn may be obtained by routing the construction haling equipment over
the ill so that the entire surface of each layer is travemed by at least one
wheel or broad bode of the heavy equipment or a compactor may be used
Construct the embankment to on elevation 10% higher than the design hoot to
allow for settling.
4.Condult spillways -Securely attach the riser to the barrel or barrel stub to
make a watertight structural connection. Secure at connections between barrel
sections by approved watertight assemblies Place the barrel and riser on a
firm, smooth foundation of impavkus soil. Do not use pervious motarid such
as send, grovel, or gushed stone as badffi around the pioe or anti -seep
collars. Place the 1i material around the pipe spillway in 4-inch layers and
compact it under and around the pipe to at least the same density as the
adjacent enmbakaent Care must be taken not to raise the pipe tram Aim contact
with its foundation when compacting under the pipe hauncros
Place a minimum depth of 2ft. of hand -compacted baddil over the pipe spillway
before crosubg It with construction equipment Minor the now In place by
concrete or other satisfactory moms to prevent flotation. In no nose should the
pipe conaluf be Installed by cutting a trench through the dam after the
embankment is complete.
5.Emergency cup *y-hand the emergency spillway In undisturbed sol The
achie►ernant of pinned elevations; grade, design width, and entrance and exit
channel elapse are aftkd to the successful operation of emergency spillway
6.1rJeta-Discharge water Into the bash in a manna to prevent arodon. Use
dlersAw with outlet protection to dhwt sediment -laden water to the upper
end of the pod area to Improve bash bap efficiency (References: Runoff
Control Measures and Outlet Protection).
7.Eroelon conbd-Conshuct the structure so that the disturbed area is
minimized Dhert a wkw water away from bare amps Complete the embankment
before the area is cleared Stabilize the emergency spillway, embankment and al
other dahrbod areas above the crest of the principal spillway immediately
after construction (Refemneew Surface Stabilization).
&Safety-Sedinamt basins may attract chid -an and can be dangerous Avvld steep
sick slope4 and fence and mark basks with warning signs if trespassing Is
likely. Fdow all state and local requirements
Maintenance
Cheda sediment basins after periods of significant runoff. Ramove sedinent and
restore the bash to Its original dimensions when sediment accumulates to one-
half the design depth.
Chadic the embankment sp#wo)% and outlet for erosion damage, and Inspect the
embankment for piping and settlement Make aN necessary repairs amedatdy.
Remove ell trash and other debris from the riser and pod area.
OVERFILL 6" _37,
FOR SETTLEMENT �i11
4'MINIMUM
i
EMERGENCY \� a����
BYPASS 6" BELOW X�2:1 SIDE,
SETTLED TOP OF DAM /�/, ¢/SLOPE MAX.
NATURAL
GROUND
SECTION VIEW I-w-
SMINIMUM
WASHSTONE 1'
NOTE: THICK ON FACE
SEE NARRATIVE FOR FROM TOE OF DAM 5'MINIMUM
MORE DETAIL. TO WEIR.
1,800 CF / ACRE
M I2:1 SIDE
SLOPE MAX.
I M= 3
VARIES n= 0.03
9
GRASS LINED WITH CENTIPEDE
BERMUDA OR EQUILVALENT
3: 1 GRASSED CHANNEL
N.T.S
PUBLIC ROAD
CE ENTRANCE/EVE DETAIL
Practice 6.06
N TS
>C
2:1 SIDE
Ln SLOPE MAX.
CROSS SECTION
Q TEMPORARY SEDIMENT TRAP
Practice 6.60
NOT TO SCALE
19 guage hardware
4 FT Max (1/4 mesh openings;
Steel "T" Post
with projections. - - - - - - - - - - - - - - - - - - - - - - - - - - - -
(1.25 Ib/linear FT steel
minimum length 5 FT)
NCDOT #5 or #57
Washed stone
2-
11
16" l �r
I
�� �����/�)j��j��j��j��j��j� ��
Drive Posts minimum 2 F-
irto the ground.
HARDWARE CLOTH & GRAVEL
INLET PROTECTION
PRACTICE 6.51
NOT TO SCALE
AN�ER �IORTEX
EL=15.8
#57 WASHED
o 4 0
ONE
0 0�o
0 WITH
0 0�0SPACING
0 0C�
L1,1/2"HOLES
2
EL=/13.0 ,A
,
j�\�l \\\\��
-
��j��j��j��j��/��"
18" HDPE TEE �
18'HDPE OUTLET PIPE
p .
CONCRETE ANTI-
FLOTATION BLOCK
ark
a ..
TEMPORARY OUTLET
STORAGE
STRUCTURE DETAIL
BASIN 1
NOT
TO SCALE
,, �E iVOR TEX
EL=12.2
#57 WASHED
STONE
O OW0
0 0�0
O
0
1/2"HOLES WITH
A�
0 0Wo
0 0�
3" SPACING
iz
EL = 8.0
CID
18" HDPE TEE �
18"HDPE OUTLET PIPE
El
11
..,-CONCRETE ANTi-
c.
° FLOTATION BLOCK
t� .
a
a ..
TEMPORARY OUTLET
STORAGE
STRUCTURE DETAIL
BASIN 2
NOT
TO SCALE
rl_
MAY 0 A 2013
BY_'
4'
�0 0o
0 o cm o 0 o REFERENCE EROSION CONT7?C
000(00 CALCULA7ONS FOR SPECIFIC
mamooUok DIMENSIONS.
. SET PIPE DIAMETER
(Do)
d50 = REFERENCE EROSION CONTROL CALCULATIONS
dMAX = REFERENCE EROSION CONTROL CALCULATIONS
Lo = REFERENCE EROSION CONTROL CALCULATIONS
MIN. APRON THICKNESS = 4.5'
NOTE: FILTER FABRIC IS TO
BE PLACED UNDER ALL STONE
OUTLET PRZTECTION.
OUTLET PROTECTION DETAIL
NOT TO SCALE
LI(,LIVJt 13Y L-Z11U
C OASTA. L
t- ,r -r- r-
--
__1
Z ---_�
-
arz xoavOC
,
o,Sw
-4;(v
O Z
(1-1Q
:'
`y
vo-�
W
Q�
moo _
Z __J2
l
E
�
Z; J
O
� a
0
`�-
Q
ZOZ
'�, -
"y.g"
O.
Q J
Z tL
`U
N
1. �
oars
LW �O
Q
Z
-t s
oa-q
J
'< O
��
Ny
b � .o 0
:
�j`
b;Eo
c
LL.
`
L
f�
,:5
oo
FO- UO
-
V)
,.
I�oEs
-J
0
Z
Q
Z
J
U Q_�
2
o ZU
N
O
O�
c J �
to O
U
J N O
N
v-
'0ZZ
v
� U'�
h_
Zi � �
O QZ
- - - ,
Q�
z��,:
E-
O
: Z
cc 5 .:,
Q� r zo
Z
�uCL�ci_
ct oQ
Z
O�WQ1j
O
W
oo �- JZI
O
-- _)
�
- - ---
�\,k1i1111/f/
2: \\\\ N• CAofO/,,
W? SEAL 7 ',�
I >- 254 r
„
,
-, l �,*�
GNx:
/, E,\
- I
,/Z ._____�
- -1;
--
.._
_.._.l
N
sir
N
�
rn
�
r- r-
n i' h
r
0,
D
�
r\
__
O
71
4
O O
1-1C)
E
11
J
I
Q
w
!
�
Q
5
an
o
Z
<
w
I
LJ
m
a
a>:
W
M
w
o
F
O
(r
m
al
a
z
Z
Z
Q
N
O
a
:
Z
v
N
W
a-
W
3
o
W
N
O
H
K
1-
T
T
Li
Q
W
kn
cn
o
a
a¢
a
a
S
S
5
ZZ
(a
t`
tp
u7
N
I-
( -
DATE: 70-70`06
HORZ. SCALE., N/A I
VERT SCALE: N/A
LA WN B Y.-RL W
CHECKED BY: HSR
PROJEC 7 NO.. 05- 0043
>EC6' 7
Sheet No. Of _

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
coeff
Area x C
Tc
Rain
(1)
Total
flow
Cap
full
Vel
Pipe
Invert Elev
HGL Elev
GrndIRImElev
Line iO
Llne
To
Incr
Total
Incr
Total
Inlet
Syst
SIYe
Slope
On
Up
On
Up
On
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(In/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
00
1
End
31
0,00
2.96
0.00
0.00
' 1.63
0.0
8.0
7.5
13.27
25.23
2.70
30
0,32
13.20
13.30
18.18
18.21
16.50
19ZO
Outfall to JB1A
2
1
29
0.84
2.96
0.55
0,46
1.63
5.0
7.9
7`.6
13.27
32.17
4,22
24
1.72
13.30
13.80
18.21
18.29
19.50
18.30
1.A TO 13
3
2
91
0.00
2.12
0.00
0.00
1.17
0.0
7.4
T7
9.50
28.14
3.02
24
1.32
13.80
15.00
18.43
18.56
18.30
19.00
1.B TO 1.0
4
3
157
0.00
2.12
0,00
0.00
1.17
0.0
6.5
7.8
9.50
15.15
.3.02
24
0.38
15.00
15.60
18,56
18.80
19,00
20.90
1.0 TO 1.1)
5
4
51
0.24
0.39
0.55
0.13
0,21
5.0
5.6
8.0
1.75
15.93
0.99
18
1.96
15.60
16.60
18,93
18,94
20.90
20.50
1.1) TO 1..E
6
5
21
0.15
0.15
0,55
0.08
0,08
5.0
5.0
8.1
0.67
4.83
0.55
15
0.48
16.60
16.70
18.95
18.95
20.50
20.50
1 E TO 1 F
7
4
158
0.98
1.73
0.55
0.54
0.95
5.0
5.1
8.1
T75
6.40
4.39
18
0.32
15,60
16.10
18.80
19.54
20.90
20.10
1 D TO i G
8
7
21
0.75
0.75
0.55
0.41
0.41
5.0
5.0
8.1
3.36
4.83
2.74
15
0.48
16.10
16.20
19.72
19.77
20.10
20.10
1 G TO 1 H
Project File: basin_1.stm
Number of lines: 8
Run Date: 05-03-2013
NOTES: Intensity = 185.06 / (Inlet time + 28.20) ^ 0.89; Return period = 25 Yrs. ; Total flows limited to inlet captured flows. ; c = cir e = ellip b = box
Hydrallow Storm Sewers 2008 vizw
Storm Sewer Tabulation Page 1
Station
Len
Drng Area
Rnoff
coeff
Area x C
Tc
Rain
(1)
Total
flow
Cap
full
Vol
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Incr
Total
Incr
TotaF
Inlet
Syst
Size
Slope
On
Up
On
Up
On
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(In/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(tt)
(tt)
(ft)
00
1
End
49
0.00
6.72
0.00
0.00
3.41
0.0
9.6
7.3
27.80
228.5
3.93
36
10.00
8,00
12.90
16.92
16.99
12.00
18.50
OUTFALL TO 2A
2
1
86
1.55
6.72
0.70
1.09
3.41
5.0
9.2
7.3
27.80
69.69
3.93
36
0.93
12.90
13.70
16.99
17.12
18Z0
17.50
2A TO 28
3
2
238
0.45
5.17
0.45
0.20
2.33
5.0
8.2
7.5
18.96
25.92
3.86
30
0.34
13.70
14.51
17.13
17.56
17.50
19.00
2E TO 2G
4
3
23
0.40
0.40
0,45
0.18
0.18
5.0
5.0
8A
1.47
6.36
1.20
15
0.83
14.51
14,70
17.77
17.78
19.00
19.00
2G TO 2H
5
3
216
0.00
4.32
0.00
0.00
1.94
0.0
7.1
7.7
15,84
25.11
323
30
0.32
14.51
15.20
17.63
17.91
19.00
20.30
2G TO 21
6
5
82
0.53
0.73
0.45
0.24
0.33
5.0
5.6
8.0
2.68
7.95
1.51
18
0.49
15.20
15.60
18.03
18.08
20.30
19.60
21 TO 21
7
6
23
0.20
0.20
0.45
0.09
0.09
5.0
5.0
8.1
0.73
4.61
0.60
15
0.43
15.60
15.70
18.11
18.11
19:60
19.60
2J TO 2K
8
5
132
0.52
3.59
0.45
0.23
1.62
5.0
6.5
7.8
13.16
13.49
4.19
24
0.30
15.20
15.60
17.91
18.29
20.30
19.50
21 TO 2M
9
8
23
0.24
0.24
0.45
0.11
0.11
5.0
5.0
8.1
0.88
4.61
0.72
15
0.43
15.60
15.70
18.55
18.56
19.50
19.50
2M TO 2L
10
8
143
0.00
2.83
0.00
0.00
1.27
0.0
5.8
' 8.0
10.38
12.96
3.30
24
0.28
15.60
16.00
18.39
18.65
19.50
20.40
2L TO 2N
11
10
80
0.96
1.46
0.45
0.43
0.66
5.0
5.3
8.1
5.35
6.97
3.03
18
0.37
16.00
16.30
18.67
18.85
20.40
19.90
2N TO 20
12
11
23
0.50
0.50
0.45
0,23
0.23
5.0
5.0
8.1
1.83
4.61
1.49
15
0.43
16.30
16.40
18.96
18.98
19.90
19.90
20 TO 2P
13
10
108
0:63
1.37
0.45
0.28
0.62
5.0
5.2
8.1
5.02
6.92
2.84
1.8
0.37
16.00
16.40
18.69
18.90
20.40
19.80
2N TO 20
14
13
23 1
0.74
0.74 1
0.45
0.33
0.33 1
5.0
5.0
8.1
2.71
4.61
2.21
15
0.43
16.40
16.50
i
18.95 �
18.99
11
19.80
19.80
2Q TO 2R
BASIN-2
Number of lines: 14
Run Date: 05 03.2013
NOTES: Intensity
= 185.06 / (inlet time+ 28.20) ^ 0.89; Return period = 25 Yrs. ; Total flows limited to inlet captured flows. ; c = cir e = ellip b = box
Hydraflow Storm Sewers 2008 v12.01
Storm Sewer Tabulation Page 1
Station
Len
Drng Area
Rnoff
Area x C
To
Rain
Total
Cap
Val
Pipe
Invert Elev
HGL Elev
Grnd / Rim Eiev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Incr
Total
inlet
Syst
Size
Slope
On
Up
On
Up
On
Up
i
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(In/hr)
(cfs)
(cfs)
(ft/9)
(in)
(%)
00
(ft)
00
(ft)
(ft)
(ft)
1
End
31
0.00
8.20
0.00
0.00
3.69
0.0
9.3
7.3
26.99
41.04
3.82
36
0.32
15.00
15A 0
18.49
18.53
20.00
23.00
OUTFALL TO 3.A
2
1
185
0.95
8.20
0.45
0.43
3.69
5.0
8.5
7,5
27.50
44.44
3.92
36
0.38
15.20
15.90
18.53
18.78
23.00
22.00
3,A TO 3.8
3
2
137
1.00
1,92
0.45
0.45
0.86
5.0
5.1
8.1
7.01
6.87
3,97
18
0.36
17.00
17.50
18.78
19.30
22.00
21.60
3.6 TO 3.0
4
3
23
0,92
0.92
0.46
0.41
0.41
5.0
5.0
8A
3.37
4.61
2.75
15
0.43
17.50
17.60
19.43
19.48
21.60
21.60
3.0 TO 3.D
5
2
1.1
0.92
5.33
0.45
0.41
2.40
5.0
8.5
7.5
17.89
42.37
3.65
30
0.91
15.90
16.00
18.81
18.83
22.00
22.00
3.6 TO 3.E
6
5
287
0.85
3,17
0.45
0.38
1.43
5.0
7.1
7.7
11.00
12.94
3.50
24
0.28
16.00
16.80
18.85
19.43
22.00
19.90
3.E TO 31
7
6
23
0.41
0.41
0.45
0.18
0.18
5.0
5.0
8.1
1.50
4.61
1.23
15
0.43
16.80
16.90
19.59
19.60
19.90
19.90
3.F TO 3.G
8
6
190
0.53
0.92
0.45
0.24
0.41
5.0
5.3
8.1
3.34
6.91
1,89
18
0.37
16.80
17.50
19.56
19.72
19.90
21.00
3.F TO 3.1­1
9
8
23
0.39
0.39
0.45
0.18
0.18
5.0
5.0
8A
1.4.3
4.61
1.17
15
0.43
17.50
17.60
19.76
1977
21.00
21.00
3.1­1 TO 3.1
10
6
124
0.00
0.99
0.00
0.00
0.45
0.0
6.1
7.9
3,53
7.22
2.00
18
0.40
16.80
17.30
19.55
19.67
19.90
20.30
3.G TO 3.J
11
10
59
0.81
0.99
0.45
0.36
0.45
5.0
5.6
8.0
3.57
6.62
Z02
18
0.34
17.30
17.50
19.67
19.73
20.30
20.00
3.JTO3.K
12
11
20
0.18
0.18
0,45
0.08
OM
5.0
5.0
8.1
0.66
4.95
0,54
15
0.50
17.50
17.60
19.79
19.79
20.00
20.00
3.K TO 31
13
5
100
0.58
1.24
0.45
0.26
0.56
5.0
5.2
8.1
4,52
6.23
3.13
18
0.30
17.60
17.90
18,83
18.97
22.00
21.40
3.E TO 3.M
14
13
23
0.66
0:66
0,45
0.30
0:30
5.0
5.0
8.1
2.42
4.61
2,09
15
0.43
17.90
18.00
19,07
19.08
21.40
21.40
3.M TO 3.N
Project File: Basin_3.stm
Number of lines: 14
Run Date: 05-03-2013
NOTES: Intensity = 185.06 / (Inlet time + 28.20) A 0.89; Return period = 25 Yrs. ; c = cir e = ellip b = box
TEMPORARY SEDIMENT TRAP SUMMARY:
MIN. TRAP VOL - Z700 CF/ACRE DISTURBED AREA (25 YEAR STORM)
(SEDIMENT MUST BE REMOVED TWICE A YEAR)
10 YR
SEDIMENT DISTURBED MINIMUM TRAP
WEIR
DEPTH
FLOW
MIN. SURFACE
LENGTH
WIDTH
IBAE AREA_(ACRE% YOLUME (Go LENGTH
(En
=
L=
AREA(M
im
�m
1 0.73 1,971
4
5
1.78
775
39
20
2 0.20 540
4
5
0.49
213
11
20
3 0.72 1,944
4
5
1.76
787
39
20
4 0.44 1,188
4
5
1.08
470
24
20
5 0.29 783
4
5
0.71
309
16
20
TEMPORARY SEDIMENT BASIN SUMMARY:
MIN. TRAP VOL - 2,700 CF/ACRE DISTURBED AREA (25 YEAR STORM)
CFS - (0.3)(9.7)(AREA)
(SEDIMENT MUST BE REMOVED TWICE A YEAR)
10 YR
SEDIMENT DISTURBED
MINIMUM BASIN
VOLUME
FLOW
MIN. SURFACE
SURFACE AREA
BAN AREA CR'ESi
VOLUME (W PROVIDED
(CFy
L=
AREA (50
PROVIDED (S
1 3.46
9,342
20,919
10.06
4,382
6,892
2 7.32
19,764
45,959
21.30
9.278
10,124
3 10.15
27,405
59,454
29.54
12,868
29,427
4 13.92
37,584
74,005
40.51
17,648
23,897
Hydfafiow Storm Sewers 2006 v12.01
Storm Sewer Tabulation Page 1
Statlon
Len
Drng Area
Rnoff
coeff
Area x C
To
Rain
(1)
Total
flow
Cap
full
Vol
Pipe
Invert Elev
HGL Elev
Grnd /Rim Elev
Line ID
Line
To
Line
Incr
Total
Incr
Total
inlet
Syst
Size
Slope
On
Up
On
Up
On
Up
(tt)
(ac)
(ac)
(C)
(min)
(min)
(In/hr)
(cfs
(cfs)
(ft/9)
(1n)
(%)
(ft)
(ft)
(ft)
(tt)
(tt)
(ft)
1
End
44
0.00
2.63
0.00
0.00
1.14
0,0
7.0
7.7
8,83
21.18
1.80
30
0.23
15.00
15.10
18.49
18.51
20.00
23.00
OUTFALL TO 3A.
2
1
197
0.00
2.63
0.00
0.00
1,14
0.0
6.4
7.9
8.98
10.87
5.08
18
0.91
15.10
16.90
18.51
19.73
23.00
22.00
3A.A TO 3A.B
3
2
119
0.30
0.85
0.45
0.14
0.38
5.0
5.2
8.1
3.10
6.60
1.75
18
0.34
16.90
17.30
20.09
20.18
22.00
21.40
3A.6 TO 3A.0
4
3
23
0.55
0.55
0.45
0.25
0.25
5.0
5.0
8.1
2.02
4.61
1:64
15
0.43
17.30
17.40
20,18
20.20
21.40
21.40
3A.0 TO 3A.D
5
2
150
0.95
1.78
0.45
0.43
0.76
5.0
5.2
8.1
6,16
6.57
3.49
18
0.33
16.90
17,40
19.95
20.39
22.00
20.90
3A.8 TO 3A.E
6
5
23
0.83
0,83
0.40
0.33
0.33
5.0
5,0
8.1
2.71
4.61
2.20
15
0.43
17.40
17.50
20.50
20.53
20.90
20.90
3A,E TO 3A.F
Basln_3A
Number of lines: 6 Run Date: 05-03-2013
NOTES: Intensity = 185.06 1 (inlet time + 28.20) ^ 0.89; Return period = 25 Yrs. ; C = cir e = ellip b = box
Storm Sewer Tabulation
Hydraflow Storm Sewers 200802.01
Page 1
Station
Len
Dmg Area
Rnoff
coeff
Area x C
Tc
Rain
(1)
Total
flow
Cap
full
Vol
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
7ncra)l
Incr
Total
Inlet
Syst
Size
Slope
On
Up
On
Up
On
Up
(tt)
(C)
(min)
(min)
(In/hr)
(cfs)
(cfs)
I
End
31
0.00
12.00
0.00
0.00
5.33
0.0
12.3
6.8
36.32
57.15
3.78
42
0,32
14.00
14.10
19.96
20.00
20,00
23.80
OUTFALL TO 4.A
2
1
16
0.12
12.00
0.45
0.05
5.33
5.0
12.3
6.8
36.38
79.53
3.78
42
0.62
16.10
16.20
20.00
20.02
23.80.
24.20
4.A TO 4.8
3
2
34
0.26
0.26
0.45
0.12
0.12
5.0
5.0
8.1
0.95
4.95
0.78
15
0.59
16,20
16.40
20.23
20.24
24.20
24.20
4.6 TO 4.0
4
2
73
0.00
11.62
0.00
0.00
5.15
0.0
11.9
6.9
35.46
49.96
3.69
42
0,25
16.20
16.38
20.03
20,12
24.20
24.00
4.0 TO 4.13
5
4
200
0.23
9.12
0.45
0A0
4.10
5.0
10,9
7.0
28.92
60.37
3.06
42,
0.36
16.38
17.10
20A9
20.34
24.00
23.20
4.0 TO 4.D(2)
6
5
34
0.68
0.68
0.45
0.31
0.31
5.0
5.0
8.1
2,49
17,51
2.47
15
7,35
17.10
19.60
20.42
20.43
23.20
23.20
4.D TO 4,E
7
5
83
0.00
8.21
0.00
0.00
3.69
0.0
10.5
7.1
26.25
40.10
3.71
36
0.36
17A 0
17.40
20.34
20.47
23,20
23.70
4. D TO 4.17
8
7
114
0.51
3.25
0.45
0.23
1.46
5.0
7.8
7.6
11.08
12.57
3.53
24
0.26
17.60
17.90
20.49
20.72
23.70
22.40
4. F.1 TO 4. P
9
8
23
0.24
0.24
0.45
0.11
0.11
5.0
5.0
8.1
0.88
4.61
0.72
15
0.43
17.90
18.00
20.91
20.91
22.40
22.40
4.1? TO 4.0
10
8
121
0.00
2.50
0.00
0.00
1.13
0.0
7.1
7.7
8.68
14.09
2.76
24
0.33
17.90
18.30
20.80
20.95
22.40
23.50
4.P TO 4.R
11
10
138
0.43
2.50
0.45
0.19
1.13
5.0
6.3
7.9
8.86
11 :42
2.82
24
0.22
18.50
18.80
20.95
21.13
23.50
22.10
4.R.1 TO 4.S
12
11
19
0.85
0,85
0.45
0.38
0.38
5.0
5.0
8.1
3.12
5.08
2.54
15
0.53
18.80
18.90
21.15
21.19
22.10
22A0
4.STO4,T
13
11
178
0.00
1.22
0.00
0.00
0,55
0.0
5.5
8.0
4.42
4.06
3.60
15
0.34
18.80
19.40
21 A3
21.84
22.10
23.20
4.S TO 4.0
14
13
64
0.62
1.22
0.45
0,28
0.55
5.0
5.2
8.1
4,45
3.93
3.63
15
0.31
19.60
19.80
21.84
22.10
23.20
22.90
4. U.2 TO 4. V
15
14
19
0.60
0.60
0.45
0.27
0.27
5.0
5.0
8.1
2.20
5.08
1.79
15
0.53
19.80
19.90
22.25
22.27
22.90
22.90
4. V TO 4. W
16
7
192
0.50
4.96
0.45
0.23
2.23
5.0
9.6
7.3
16.21
22.67
4.12
30
0.26
18.50
19.00
20.51
20.75
23.70
22,80
4.R3 TO 4.G
17
16
34
0.88
0.88
0.45
0.40
0.40
5.0
5.0
8.1
3.23
5.37
2.63
15
0.59
19.00
19.20
20.95
21.02
22.80
22.80
4.G TO 4.1­1
18
16
95
0.70
3.58
0.45
0.32
1.61
5.0
9.2
7.3
11.81
17.78
4.38
24
0.53
19.00
19,50
20.83
20.95
22.80
23.40
4.G TO 4.G1
19
18
81
0.85
2.88
0.45
0.38
1.30
5.0
8.8
7.4
9.60
14.91
3.66
24
0.37
19.50
19.80
21.18
21.26
2140
22.90
4.G TO 4J
20
19
34
0.70
0.70
0.45
0.32
0.32
5.0
5.0
8.1
2.57
5.37
2.09
15
0.59
19.80
20.00
21.43
21.47
22.90
22.90
4.1 TO 4.J
21
19
199
0.00
1.33
0.00
0.00
0.60
0.0
7.5
7.6
4.57
6.25
2.71
18
0.30
1980.
20.40
21.39
21.68
22.90
24,70
4.1 TO 4,K
22
21
67
0.31
0.76
0.45
0.14
"0.34
5.0
5.4
8.1
2.76
10.77
2.36
18
0.90
20.40
21.00
2177
21.76
24.70
23.80
4.K TO 41
5.0
5.0
8.1
1.65
5.37
2.61
15
0.59
21.00
21.20
21.76
21.76
23.80
23.80
4.LTO4.M
23
22
34
0.45
0.45
0.45
0.20
0.20
24
21
90
0.42
0.57
0.45
0.19
0.26
5.0
6.3
7.9
2.02
6.57
1.34
18
0.33
20.40
20.70
21.76
21,78
24.70
23.80
4.K TO 4.N
25
24
34
0.15
0.15 :.
0.45
0.07
0.07
5,0
5.0
8.1
0.55
5.37
0.53
15
0.59
20.70
20.90
21.80
21.80
23.80
23.80
4.N TO 4.0
26
4
50
2.50
2.50
0.42
1,05
1.05
5.0
5.0
8.1
8.56
11.08
2.72
24
0.24
16.38
16.50
20.22
20.29
24.00
24.00
Pipe26
Project
File:
Basin_4:stm
Number
of lines: 26
Run Date:
05-03-2013
NOTES: Intensity = 185.06 / (Inlet time + 28.20) ^ 0.89; Return period = 25 Yrs. c = cir e = ellip b = box
Storm Sewer Tabulation
Hydraflow Storm. Sewers 2009 v12.01
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vol
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
coo"
(1)
flow
full
Line ID
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
On
Up
On
Up
On
Up
Line
00
(ac)
(ac)
(C)
(min)
(min)
(In/hr)
(cfs)
(cfs)
(f /s)
(In)
(%)
00
(ft)
ft
()
(ft)
(ft)
(ft)
1
End
33
0.00
3.13
0.00
0.00
1.41
0.0
8.7
7.4
10,45
22.58
2.13
30
0.30
14.00
14.10
19.96
19.98
0.00
23.00
OUTFALL to 4A.
2
1
176
0.00
3.13
0.00
0.00
1,41
0.0
7.4
7.7
10.79
40.33
2.25
30
0.97
16.10
17.80
19.98
20.09
23.00
23.50
4A.A to 4A.D-2
3
2
116
0.00
1,93
0,00
0.00
0.87
0.0
6.9
7.8
6.74
12.71
4,63
18
1.47
18.30
20.00
20.09
20.99
23.50
25.50
4A.D-2 to 4A.D-1
4
3
152
0.63
1.46
0.45
0.28
0.66
5.0
5.2
8.1
5.32
6.02
3.01
18
0.33
20,00
20.50
21.69
22.08
25.50
24.00
4A.D to 4A.B
5
4
34
0.83
0.83
0.45
0.37
0.37
5.0
5.0
8.1
3.04
4.93
2.48
15
0,58
20.50
20.70
22.13
22.20
24.00
24.00
4A.8 to 4A.0
6
3
61
0.24
0.47
0.45
0.11
0,21
5.0
5.8
8.0
1.69
11.25
3.94
18
1.15
22.60
23.30
22.99
23.80
25.50
27.00
4A.G-1 to 4A.G
7
6
34
0.23
0.23
0.45
0.10
0.10
5.0
5.0
8.1
0.84
4.95
1.54
15
0.59
23.30
23.50
23.99
23.99
27.00
27.00
4A.G to 4A.H
8
2
112
0.71
1.20
0.45
0.32
0.54
5.0
5.3
8.1
4.37
628
2.47
18
0.36
17.80
18.20
20.09
20.28
23.50
21.90
4A.D-2 to 4A.E
9
8
23
0.49
0.49
0.45
0.22
0.22
5.0
5.0
8.1
1.80
4.26
1.46
15
0.43
18,20
18.30
20.35
20.36
21.90
21.90
4A.E to 4A.F
Basin_4A
Number of lines: 9
Run Date: 05-03-2013
NOTES: Intensity = 185.06 / (Inlet time + 28.20) ^ 0.89; Return period = 25 Yrs. c = cir e = ellip b = box
Hydra lm Storm Sewers 2008 v12.01
STORM DRAIN
DESIGN COMPUTA77ONS
LOCA77ON
RUNOFF
PIPE DESIGN
FROM
POINT
TO
POINT
PIPE
LENGTH
(ft)
D.A.
INCR
(ACRES)
D.A.
TOTAL
(ACRES)
RNOFF
COEFF
(C)
'mCA
INCR
mCA
TOTAL
TC
RAIN
(in/hr)
DISCH.
Q
(fps)
CAP.
(cfs)
VEL.
(fps)
DIA.
(in)
LOPE
%)
IN
UP
(ft,)
IN
DOWN
(ft)
HGL.
UP
(ft)
HGL.
DOWN
(ft)
GRND/RIM ELEV
LIP
(ft)
GRND RIM ELEV
DOWN
(ft)
INLET
TIME
DESIGN(I)
TIME
CULVERT 2
79
186.96
186.96
.35
65.44
65.44
40
40
4.3
-
280.64
9.40
54
0.51
15.4
15.0
19.18
19.00
25.1
25.1
CULVERT 3
64
53.97
53.97
.40
21.59
21.59
40
40
4.3
-
92.59
7.09
36
0,39
18.0
17.8
20.66
20.41
25.60
25.60
CULVERT 4
62
215.05
215.05
.35
75.27
75.27
50
50
3.8
-
285.73
8.08
60
0.32
13.2
13.0
17.34
17.22
22.2
22.2
CULVERT 5
72
216.47
216.47
.35
75.76
75.76
50
50
3.8
-
287.62
8.13
60
0.37
12.3
12.0
16.31
16.22
20.1
20.1
CULVERT 7
58
147.39
14739
.30
44.22
44.22
35.0
35.0
4.6
-
202. 95
7.19
54
0.38
13.5
13.2
16.93
16.93
20.3
20.3
NOTES: 1. ALL STORM DRAINAGE PIPE TO BE CLASS 111 OR IV RCP UNLESS OTHERWISE SPEC'-r=G.
2. CULVERTS 2-6 SIZED FOR DOUBLE CULVERTS.
BOLT BOXES TOGETHER AND CUT
OUT OPENING BETWEEN THE TWO BOXES
A A
6' a 6"
1
SECTION VEW
A - TO BE SIZED PER INLET PIPE COMING INTO BOX
BOXES TO MEET NCDOT STD 840.02 REQUIREMENTS.
TO BE USED AT INLET 1.B, 2.8 AND 4.G
DOUBLE INLET
NOT TO SCALE
6" PERFORATED PLASTIC
PIPE CULT IN HALF ANCHORED
TO BASIN BOTTOM
STEEL ANCHORS/TIES
FLOW DISTRIBUTION MECHANISM
MECHANISM DETAIL
NOT TO SCALE
SILT FENCE W/ WIRE BACKING
(STAKE SPACING 3 FT ON CENTER)
2 FEET MIN TOP AREA
TEMP EARTHEN BERM
�-10 Z SETTLEMENT
2 FT ABOVE FLOW
T,O.B ..
• �q T.O.B EXIST DITCH TO
t
^�•.�.....................................•..•.•.•.•.•.•..... BE FILLED IMMEDIATELY
1 _ 20 FT MIN WIDTH
GENERAL NOTES FOR TEMP. PLUG DETAIL
1. BUILD RIDGE HIGHER THAN DESIGN AND COMPACT WITH
WHEELS OF CONSTRUCTION EQUIPMENT. COMPACTED RIDGE
MUST BE AT OR ABOVE DESIGN GRADE AT ALL POINTS.
2. LEAVE SUFFICIENT AREA TO PERMIT CLEAN OUT AND REGRADING.
3. CONSTRUCT SILT FENCE ON DOWNSTREAM SIDE OF BERM.
4. MIN. PLUG LENGTH OF 25' TO PREVENT BLOWOUT.
5. IMMEDIATELY DIVERT WATER AWAY FROM PLUGS TO APPROPRIATE
DEVICES TO PREVENT PLUG BLOWOUT.
6. PLUGS NEED TO BE INSTALLED PRIOR TO ANY RAIN EVENT.
TP TEMPORARY PLUG DETAIL
NTS
OUTFALL
RIP RAP
DIMENSIONS
L X W X D
CLASS
QUANITY
CULVERT 2
20' X 14' X 1.5'
11
15 CY
CULVERT 3
14' X 9' X 1.5'
11
10 CY
CULVERT 4
22' X 15' X 1.5'
11
20 CY
CULVERT 5
22' X 15' X 1.5'
ll
20 CY
CULVERT 7
20' X 14' X 1.5'
II
15 CY
FM BASIN 1
7' X 4' X 4.5'
II
5 CY
FIN BASIN 2
7' X 4' X 4.5'
I!
5 CY
FM BASIN 3
7' X 4' X 4.5'
11
5 CY
BASIN 4
7' X 4' X 4.5'
11
5 CY
EL=17.2
ANIkTF#OR TEX
#57 WASHED
ONE
O OHO O
0 0�0 0"HOLES
WITH
0 0UJ0SPACING
k3"
0 0Q
EL=15.OA
ro
18" HDPE TEE �I I 18 hIDPE OUTLET PIPE
CONCRETE ANTI -
FLOTATION BLOCK
A
TEMPORARY OUTLET STRUCTURE DETAIL
STORAGE BASIN 3
NOT TO SCALE
INF# �IORTEX
EL=18.4
#57 WASHED
�1 1, STN
,
x
%i %%ii112"HOLES WITH
+
41
%i �•iiii
020
18'HDPE OUTLET PIPE
18" HDPE TEE
-CONCRETE ANTI-
( ° FLOTATION BLOCK
A"
TEMPORARY OUTLET STRUCTURE DETAIL
STORAGE BASIN 4
NOT TO SCALE
It
' LICENSE # C-2710 "
COASTAL
SITE
DESIGN, .PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
N
U O�
J cc C)
J N O
F
U
O�Z�
U O
1- 02 Z o�
W Q
O
CIARO��% ..
��0�•FF'8S�•'•��y- ?�O SEAL 7► '�
025483 '
F�'at NEE♦ •.`�\
00
O
CV
N
�
00
OJ
NLIJ
-
0
0
to to
0
00
CN
O
00
\
t0
O
�
n
O
O
W
O
Q
Z
a
Y
Q
a
Cif
Q
12
z
.Z
z
L�
:2
w
CO
N
wof
I-
w
t
Q
0
Q
o;n
Q
Z
Z
0
U
a
X
w
�
w
_
0
w
X
7Q
O
0
U)
0
0
IY
0
(�
(n
(n
m
V))
U`)nn(nn
(`
Z
Z
Z
Z
0_
�
af
0
0
0
U
00
In
d
r7
cV
�
O
O
Z
j
w
DA TE: 10-10- 06
HORZ. SCALE: N/A
VERT. SCALE: N/A
DRAWN BY.• RL W r
CHECKED B Y. HSR
PROJECT NO.: 05-0043
EC7 EC
Sheet No. Of

10 FT
D.E.
DEED BOOR; 2561, PAC/ 63
CLARK AND SONS LLC
DEED BOOK 9907, PAGE 996
LEGEND
DRAINAGE PIPE
AND RIP RAP
LOT LINE
CENTERLINE OF RIGHT OF WAY
21CONTOUR LINE & ELEVATION
II
-I I- 30' DRAINAGE EASEMENT
II
I- 15'
I I
CLARK AND SONS LLC
DEED BOOK 9907, PAGE 996
INLET I ACREAGE
LB
0.84
1.E
0.24
11
0.15
1.G
0.98
1.H
0.74
2.B
1.55
2.G
0.45
2.H
0.4
2.J
0.53
2.K
0.2
21
0.24
2.M
0.52
2.0
0.96
2.P
0.50
2.Q
0.74
2.R
0.63
3.0
1.0
3D
0.92
31
0.85
3.G
0.41
3.11
0.53
3.1
0.39
3.K
0.81
31
0.18
3.M
0.58
3.N
0.66
INFILTRATION BASIN 1
(SEE SHEET EC 2)
6.
C! o
K I WILSON
DEED BOOK 1902. PAGE 294
J `
1
1
STORAGE BASIN 1
Q (SEE SHEET EC 2) � r
2D
/ 20 / 1 S--
G, 'in
1
•
/ \
`�
\ �t9
\
` \ V
SCALE IN FEET: 1"= //
INLET
ACREAGE
3A.0
0.3
3A.D
0.55
3A.E
0.95
3A.F
0.83
4.8
0.12
4.0
0.26
4.D
0.68
4.E
0.23
4.G
0.59
4.H
0.88
4.1
0.85
4.J
0.7
41
0.31
4.M
0.45
4.N
0.42
4.0
0.15
4.P
0.51
4.0
0.24
4.S
0.43
4. T
0.85
4. V
0.6
4. W
0.62
41
1. 76
4A.B
0.63
4A.0
0.83
4A.E
0.72
4A.F
0.49
4A.G
0.24
4A.H
0.23
S =5:4
�Jr
r
qq
•
LICENSE ,� C-2710
COASTAL
SITE
DESIGN PC
ENC/NEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
Z
Q
U�
Q
30 'z
v J
z
LQ
U
�
W
o�
p
C-
C�
ti T
Z
Z
-_j
DATE: 10-10- 06
HORZ SCALE: 1"= 100'
VERT. SCALE. N/A
DRA WN E JSM
CHECKED E� Y: HSH
PROJECT NO.: 05-0043
Sheet No.

Is
BASIN ACREAGE
1 4.55
2 8.40
3 10.99
��4 15.51
EXHIBIT MAP "C"
NOTES:
I. TFIE BUILT UPON AREA (BUA) FOR EACH LOT MUST BE LOCATED
IN THE AREAS DELINEATED FOR EACH LOT.
00 50 0 100 200 300
/I
LICENSE j C-2710
COASTAL
SITE
DESIGN P-C
ENGINES RING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
krrJpgy oii, NC 28406
[phone]
p
A
U
O
Q..
Zi
C
�.
W
M
w
Q
'
z
c�
N
w
0
N
'
'W
F
Z
w
I
�
a
Q
z
m
iw
o
�
w
Q
'w
a
z
LLJ
5
W
0
z
W
DA TE. 11-27-06
HORZ SCALE: 1 100'
DER r SCALE: NIA
DRA WN B Y.• RL W
CHECKED B Y.• HSR
PROJECT NO.: 05— 004J
Sheet No Of 7
J�

LOCATION MAP
0)
�t-
N �
NOT TO SCALE
IE = 18.0-
10 CY CL 1I RIPRAP
CULVERT 3--
(2)-58 LF 36" CL III RCP S
IE= 17.8--'_'_
10 CY CL 11 RIPRAP ,
h�
1 •1.
.v 1, ` � �✓'i
75 t%
.•„ P,
DEED BOOK 2561, PAGE 63
IE = 15.4-
15 CY CL II RIPRAP
CULVERT 2
(2)-78 LF 72" CL Ill RCP'S
BURIED 20%
IE = 15.0'
15 CY CL II RIPRAP
LEGEND
DRAINAGE PIPE
AND RIP RAP
LOT LINE
CENTERLINE OF RIGHT OF WAY
21 CONTOUR LINE & ELEVATION
I I
-� �- 30' DRAINAGE EASEMENT
I- 15'
I I
NOTE WELL: 1.
ANY AREAS ON SIZE WITHOUT AC77WTY WITHIN 21
CALANDER DAYS SHALL BE TEMPORARILY STABILIZED AS PER
PER THE SPECIRCA71ONS FOLLOWING ANY PHASE OF GRADING
2.
THIS PLAN TO BE UTILIZED AND REVIEWED ONLY IN CONJUNCTION
WiTH THE WRITTEN NARRATIVE, WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT CONTROL PLAN.
J.
ALL SLOPES SHALL BE 3:1 OR FLATTER.
4.
ALL ROOF DRAINS TO BE DIRECTED TO STORM DRAINAGE
SYSTEM.
5.
NO WETLANDS EXIST ON SiTE
6.
BOUNDARY AND TOPOGRAPHY SURVEY PERFORMED BY
GEOINNOVATiONS SURVEY SOLUTIONS, PLLC.
7.
ALL STORAGE AND 1i1,17LTRATiON BASINS TO BE RECORDED
IN DRAINAGE EASEMENTS
8. SITE ADDRESS: 1200 LT CONGLETON ROAD
66
IP
I TARN MS 00
III
INnLT
F- ULA I ,'ASIN I BASIN
CAL1- D Wa TION SUMMARY FOR 1 •
WA TV? I I SrERA 1' ER QUALI TY CONSIDERA1
TOTALDRAINING TO BASIN 198,207 AREA DRAINING TO f
IMPERVIOUS r 1144PERVOUS AREA BREAKDOYW:
PROPOSED BUILDING = 52,000 + PROPOSED BUILDING ffPROPOSEDPROPOSED r ACRES)•-I•Iv1 SF l:
PROPOSED I
TOTAL IMPERVIOUS 78,742
'PERCENT IMPERVIOUS J9.7X �ACRES)
RUNOFF COEFFICIENT i 1 E..-
/ Ill• x 39.7)
RUNW COUnCIENT DETERMNATION.1 ,. I f ,:
f
(DESIGN/' r•. F • rear 1• tAREA)
r
'41 55 ACRES I I ' ACRES
0.2 ACRE -FT 0.5 ACRE -FT
10,097 CF OF REQUIRED STORAGE• / 733 CF OF REQUIREI• t
20,195 CF OF REQUIRED STORAGE W10 WG. FL 7t MLLW 45,46 5 CF OF REQUIRETORAGE I
STAX E• QUALITY 1, 1 X' 1STME WMER QUAUTY CONSDO71ONS
STORAGE• REQUIRED 1,195 CF 3' STORAGE VOLUME- • r ..
STORAGE CF
• PROVIDED I• •_.VOLUME ..• r r
STORAGE CF
• r- • rr r r STORAGE • r- • r• 0.5 r
AYS
N �O �° A • '
-�%a
�S
re >s,a
�'o?'v,: gaa;;a ►�' i�S°�°s�°,'o°rrB�F"B'$� � -
FF'• J "`• Or' recto °°
® psno®n /
504
o F r F ere
AW
off;�,, Z
r
_ `` �/
IP
f FT\Y evJe
�` °.mil 09 /�/ / V • ':+�° rho+°�'o°s�9� �e r'
TARIN WOODS
INFILTRATION BASIN 3
CALCULATION SUMMARY FOR DWQ:
WATER QUALITY CONSIDERATIONS -
TOTAL AREA DRAINING TO BASIN = 500,519 SF (11.49 ACRES)
IMPERIOUS AREA BREAKDOWN:
PROPOSED BUILDING = 160,000 SF (3.67 ACRES)
PROPOSED ASHPALT = 56,971 SF (1.31 ACRES)
PROPOSED SIDEWALKS = 7,755 SF (0.18 AM)
TOTAL IMPERVIOUS = 224,726 SF (5.16 ACRES)
PERCENT IMPERVIOUS = 44.9%
; 4INDFr COEFFICIENT DETERMINATION:
R v = 0.05 + (0.009 x 44.9)
= 0.45 IN/IN
✓OLUME DETERMINATION:
VOLUME = (DESIGN STORM)(Rv)(DRAINAGE AREA)
= 1.5 IN x 0.45 IN14N x 11.49 ACRES / 12
= 0.7 ACRE -FT
5' VOLUME = 28,410 CF OF REQUIRED STORAGE W/ VEG. FILTER
3' VOLUME = 56,820 CF OF REQUIRED STORAGE W/0 VEG. FILTER
STATE WATER QUALITY CONSIDERA TTONS -
3" STORAGE VOLUME REQUIRED = 56,820 CF
3" STORAGE VOLUME PROVIDED = 60,314 CF
STORAGE VOLUME DRAW DOWN TiME - 0.5 DAYS
CULVERT 6N
(2)-68 LF 84- CL NI RCP S
BURIED 20%
IE = 10.3
20 CY CL 11 RIPRAP
•.� T�Bg •1,6
'Wa
F
jSO
a4�°ti°,a
4' Sri
r
I1 -,'.\,' i�+_��I � � ' I ?fie°$�a �r o®�B�S� J/a• e / � 3Q ,SFe�i% I�® \
60 °
® l '.: i1 I ° >`a�•`s'�'eQ '�'F ®'s�' . 4'1 ' • / � ® • , w®�'>'°�'e•°s`.,'.��� :®1
®�ay
'� [N:� l:I "�I �Py Ra � '•"<r�OJP°°°�4:a� � r� � � � • �1�Oitie� e/
� /i•e1 � 7 �Se��4e ���' � ri�'j i o��d�ii:�'o /i � I /".
®.�oore \O°+y'o� iiiiYl c •/ a�>� oL°ice ./ /
�_�- act.s�s�<.te:?�'•a�A����>.i•°����ov=�asas�,°'4...�♦®'.��':®�`�:��".-gFoao-..�
R
¢:� a ;iF• ss,: 4 sr •r a'�<a v''<;a®d•�,y o- ^v v- o,�.®��<-� `�; ' �[!�{►� ,..:F�\ � !•' ��°®��,y�a�
b
rJ "ad .. �`�<..�t A't�bfbrf���✓P.�e:�..o +I:ds '�i�:�i''.a��.. ' �.@a�r: � f ! .>,- fs � � o, '� ,!i �°�f; 1 � \°®®?a®. d�°a°ems. fa . f' � � OA��oo`�¢r. ,�y r���°�®��•�® i.:
® t.x® dead 4a`? s. a. • 1 ear V ✓ "le> �i ��•'} �� <
i1V
II
0 UF "I"',
03
.yv
•'a\
\�ir ras`P4�Pa
r.
Od s b,
T� 1p -
ANY
�8°®JeoFo�
�8o:8Qd'�9,. Flal. �• � t
:o o:
i
�. `';':F4 °l�o o-�.g-.pn °`Owi'�_ ��.ys F�►s?r„-.sdS3.�
\TOP � e <0 'T `61®V.4. w0 � �y �y '�i'.T!'-'• P�. �1.•
��1011�\\\� � e. AO °ai��i°°�°:$ �z :+� e� txYiN-�.s- � 4i • �//S�
INFILTRATION BASIN 4!
(SEE SHEET EC 5) -"
(DRAINAGE EASEMENT)
IE = 27.7
5 CY CL II RIPRAP
CULVERT 1
55 LF 18" CL ill RCP
IE = 273
5 CY CL Il RIPRAP
TARIN WOODS
INFILTRATION BASIN 4
CALCULATION SUMMARY FOR DW'Q:
WATER QUALITY CONSIDERATIONS -
TOTAL AREA DRAINING TO BASIN = 588,192 SF (1350 ACRES)
IMPERVIOUS AREA BREAKDOWN:
PROPOSED BUILDING = 185,000 SF (4.25 ACRES)
PROPOSED ASHPALT = 96,044 SF (2.20 ACRES)
PROPOSED SIDEWALKS = 9,451 SF (0,22 ACRES)
TOTAL IMPERVIOUS = 290,495 SF (6.67 ACRES)
PERCENT IMPERVIOUS = 49.4%
RUNOFF COEFFICIENT DETERMINATION:
Rv = 0.05 + (0.009 x 49.4)
= 0.49 IN/IN
1.5' VOLUME DETERMINATION:
VOLUME = (DESIGN STORM)(Rv)(DRAINAGE AREA)
= 1.5 IN x 0.49 INAN x 13.50 ACRES / 12
= 0.8 ACRE -FT
1.5' VOLUME = 36,357 CF OF REQUIRED STORAGE W/ VEG FILTER
3' VOLUME = 72,714 CF OF REQUIRED STORAGE W/O VEG• FILTER
STATE WA TER QUALITY CONSIDERATIONS -
3" STORAGE VOLUME REQUIRED = 72,714 F
3" STORAGE VOLUME PROVIDED = 75,203 CF
STORAGE VOLUME DRAW DOWN TiME = 0.4 DAY!3
r
% 15 CY a 11 RIPRAP
INFILTRATION BASiN 1
(SEE SHEET EC -2h
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
O 1• TEMPORARY
Practice R6 GRAVEL CONSTRUCTION ENTRANCE
Shall be installed at the entrances to the project
from an existing roadway. Drainage should be away from
the road and erosion will be controlled with downstream
practices. During wet weather it may be necessary to wash
truck tires at these locations.
2. LAND GRADING
Practice 6.02
Grading should be limited to areas as shown on the
Plans. Cut and fill slopes shall be 3.1 or flatter except
where specifically indicated. Care shall be taken during
land grading activities not to damage existing trees that
are identified as 'to be preserved".
O 3. SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the
Plan, to delineate and protect wetlands and specified areas,
and around any temporary stockpile areas as necessary to
prevent any graded interior areas from eroding onto adjacent
lands or roadway, or into inlets, or as directed by Engineer
or New Hanover County Erosion Control personnel.
O 4. GRASS -LINED CHANNELS
Practice 6.30
All overflow swales to be graded to design
configuration seeded,
and stabilized if necessary with
temporary s{raw-netliners to collect and convey site water
as shown on Plan. After final project stabilization, swales to
be re -graded and cleaned of siltation as needed to establish
original design contours for stormwater conveyance.
OP 5• OUTLETSTABILIZATION
.41
Rpprop aprons will be located at the downstream end of
all discharge pipes to prevent scour.
6. CONSTRUCTION ROAD STABILIZATION
Practice 6.80
Upon reaching final grade and after utilities have been
installed, roadway areas are to be stabilized by placing
sub -base course of approved 4" marl stone or 6" ABC, as shown
in the typical street cross-section detail on the Plan, to
reduce erosion and dust during the remainder of building
construction.
O 7. TEMPORARY SEDIMENT TRAP
Practice 6.60
Sediment traps are to be installed as indicated on plan
at the downstream end of swales as shown.
SB 8• SEDIMENT BASIN
Practice 6.61
The Sediment Ba ' is to be constructed first (see
Construction Schedule) and is the primary Practice to
prevent sediment from leaving the site. Detailed design and
spillway configurations are specified in the detail sheet.
�P 9. INLET PROTECTION
Practice 6.52
Storm sewer inlet barriers of silt fencing or block and
gravel ,Inlet protection are to be constructed to help
prevent sediment from entering the storm sewer system.
O 10. TEMPORARY PLUG
Reference Temporary Plug detail on sheet EC7.
Vl ,l
(DRAINAGE EASEMENT) 5'���6'•
��� �\ i 6� q� CONSTRUCTION SCHEDULE -
°F®Q®•e
Fmg �eeFi
°y,!Z`«•,�0�>���
00 �
CJ
20
O
e l
\+ � '°�®°OOA, •<<ro •°OS'° sAW>'F®.°A®a'.®��A<<.®°°° ®��7'e?°°.:�' �
° 0° ey.'�•� - d�ay<0 ®e`0r°e� ®i-�' ®,e•.F< Q.4:<o 3A�
® � �r0� \ Oo`0a®sovpo�o ?,��• � ' - i �h rsro Q0t rr:,.
®< ,r
® o•b ® gFeP
°O
>o <�sesror • • o
w .
�p•�4`®,e Q °P���a�t®v®epo°' .�S "� i� � 4FsO�p "�,$'
�:.:,� .F Vj� ��,a•F • .��
�,,•' �Q � awe � °mor an/�,-F�po
OP OJY �G: •ems P° <?O�°FO°� � „ry<.
A.a°R..�9®°OS=a.®raa°°s�+'b•da�'�'.a^a'r�•'s0 ae°,.�yor®e�.,.,e�..
' t�±e°i•��r oK Son�sr yF<ti r�'FB.r�O r.
/
1Ngg.
CLARK AND SONS LLC
LIMITS 9F DISTURBANCE
= 49.154 ACRES
r
PROPERTY OWNER CERTIFICATION:
"I HEREBY CERTIFY THAT I AM THE CURRENT OWNER OF THE PROPERTY AND THAT
UPON RECEIPT OF "AUTHORIZATION-TO-CONSTRUCT"ANY CLEARING, GRADING, CONSTRUCTION
OR DEVELOPMENT, WILL BE PERFORMED IN ACCORDANCE WITH THIS PLAN AND THAT THE
APPLICABLE ORDINANCES AND RULES OF NEW HANOVER COUNTY, THE STATE OF NORTH
CAROLINA AND THE FEDERAL GOVERNMENT AND ITS AGENCIES WHICH ARE HEREBY MADE
PART OF THIS PLAN. AS THE OWNER, I ACCEPT FU SPONSIBILITY FOR THE CONSTRUCTION
AND OPERATION AND MAINTENANCE OF THE PROP ED F)ACILIIES. I WILL NOT ATTEMPT TO
TRANSFER THIS RESPONSIBILITY WI N UTH IZATiON OF NEW HANOVER COUNTY.
SIGNATUIR . r
PRINTED NAME AND TITLE: fx�� SV v��ov'
M_e_V- %
DATE: t ©- L - 0 (o
V^
Vy 1. Obtain approval of Plan and any necessary permits, and hold
QP K I WiLSON a pre -construction conference prior to commencing any work.
DEED BOOK 1902, PAGE 2P2. Flag work limits and stake -out roads and storm drainage
preliminary grading.
P Y9 . 9
B1.G structures for 19 3. Install Gravel Construction Entrances.
VF 4. Install sediment basins and silt fenching as shown on plan prior to
clearing and grubbing site.
� In •� 5. immediately fill ditches that will be affected by lots and roads
C 0 111 ..y prior to any rain event.
J 6. Consturct grasss lined channels, sediment traps
� and cny other sediment control practices shown, prior to
rough grading roadways, site and stockpiling topsoil as necessary.
O 17 , 7. Install utilities in roadway, establish final road grades
Z and stabilize road with stone base course.
1 rn -1 8. Final grade, install non -municipal utilities as needed, and
- vegetatively stabilize areas where building construction Is
I not imminent.
JB1.D 16 SF 9. All erosion and sediment control Practices are to be
inspected weekly and after any rainfall, and repaired as
necessary.
�- • ;�, 10. Upon completion of construction, the roadway is to be paved,
CB1.B - .r' curb & gutter installed, and all areas permanently
15 vegetatively stabilized. After site stabilization, temporary
IP measures are to be removed
r� f MAINTENANCE PLAN -
1. All measures to be inspected weekly and after any rainfall
\ STORAGE BASIN 1, event and needed repairs made immediately.
(SEE SHEET EC 2),\ 2. Sediment Bqsin to be cleaned out when the level of sediment
(DRAINAGE EASEMENT) k" reaches 1.5 below oriface opening. Riser structure to be
cleaned If excess water above design surface no longer
SB �01 drains properly.
3. Sediment to be removed from swales when they are approximately
�JZ�FZS 10 F ` 509 filled or sediment level is with 1 of top of ditch bank.
4. Sediment to be removed from behind any Silt Fence and
QP " - \ inlet protection devices when it becomes 0.5' deep. Fencing
and inlet protection to be repaired as needed to maintain a
barrier.
\ 5. All seeded areas shall be fertilized mulched, and re -seeded
as necessary, according to specifications provided, to
maintain a suitable vegetative cover.
6. Construction entrance to be maintained in such a manner as to
prevent mud or sediment from leaving the construction site.
Periodic topdressing with 2-inch stone may be required.
NO WETLANDS EXIST ON SITE Inspect after each rainfall and immediately remove all
objectionable materials spilled, washed, or tracked onto
public roadways.
7. Bypass Junction boxes to be inspected twice a year. Sediment
to be cleaned out from basin bottom when sediment level reaches V-
507. of design depth. 0
I
DESIGNER'S PLAN CERTIFICATION:
"I HEREBY CERTIFY THAT THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH
THE LATEST NEW HANOVER COUNTY ORDINANCES AND STORMWATER DESIGN MANUAL."
SIGNATURE:
PRINTED NAME AND TITLE: 44ou"o-- oe5, ; l
DATE:
REGISTRATION NUMBER: Z5
8. Inspect temporary sediment traps after each period of significant
rainfall. Remove sediment and restore the trap to its original
dimensions when the sediment has accumulated to 112 the design
depth of the trap. Place the sediment that is removed in the
designated disposal area and replace the contaminated part of the
gravel facing. Check the structure for damage from erosion or
piping. Periodically check the depth of the spillway to ensure It
is a minimum of 1.5 ft below the low point of the embankment.
Immediately fill any settlement of the embankment to slightly above
design grade. Any riprap displaced from the spillway must be
replaced immediately. After all sediment producing areas have
been permanently stabilized, remove the structure and all unstable
sediment. Smooth the area to blend with the adjoining areas .and
stabilize properly. CFTV �D I
VEGETATIVE PLAN - JAN 3 1 7007
1. Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and
Design Manual", Section 6.11, latest version. See Sheet EC6.
00
100 50 0 100 200 300
SCALE /N FEET• 1 "- 100'
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDEN77AL
P.O. Box 4041
Wilmington, NC 28406
[phone]
Z
O � �
o aZ
E.
QQOQZ
�oZ?o
Z Q ^
oZ
Q SEAL
�+C _
AL
025483 -
y/ GIT4 S,
i'i' l (a-7
^o
O
O
`a
N
CO
O
^
Q
H
W
c�
w
of
a
3
0
w
a-
(n
z
(n
3
m
<
O
H
PP
W
Q
L`
Z
LU
w
r
Fes-
W
Z
en
LU
w
U
LLJ
d
z
U)
W
a
z
�
o
o
w
_LLJo
in
W
0
W
Q:
Q
tr
CO
Z
M
N
w
DATE.• 10-10-06
HORZ. SCALE. 1'= 100'
VERT. SCALE. N/A
DRAWN BY- RL W
CHECKED B Y.• HSR
PROJECT NO.: 05-0043
Sheet No. EC 1 Of EC7

10FTD.E
RAD. 15 FT
LENGTH 24,1 FT
40 FT EMERGENCY OVERFLOW
SPILLWAY EL= 18.0
REQUIRED 3" STORAGE ELEVATION = 15.8
SURFACE AREA = 9,753 SF I STORMIMATER SIVRAGE BASIN
STORAGE = 20;61 CF I BOTTOM ELEVATION= 13.0
~'
i
PROVID€D 3' STORAGE ELEVATION = 170 ` I
SURFACE AREA - 12,126 SF
STORAGE = 34,825 CF \
RAD. = 15 FT
= 9.9 FT
NOTES:
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED
INTO THE STORM DRAINAGE COLLEC7ION SYSTEM.
2. PORTABLE PUMP TO BE USED TO DRAIN
SYSTEM IN CASE OF EMERGENCY.
3. BASIN TO BE LINED WITH CEN7IPEDE SOD.
4. BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENT.
5. INSTALL FLOA7ING FOUNTAIN 1N STORAGE BASIN
RAD. = 14 FT
LENGTH = 34.2 FT
RAD. = 14 FT
LENGTH = 22 FT
85.0 FT
Y CL H RIPRAP
1.5 FT DEEP RAD. = 1 FT
= 26 FT LE = 13.0 LENGTH 22
= 4a8 FT
42 LF 30' CL 111 RCP
\, WITH FE.S
......_..
3' STORMWATER FM
STORAGE BASIN 1 DETAIL
SCALE: III_
64 FT
TOP OF EMBANKMENT
ELEVATION = 22.0
STORAGE BASIN 1
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
22.4 FT
TOP OF EMBANKMENT
ELEVATION = 21.0
INFIL TRA TION BASIN 1
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
LE = 16.8
5 CY CL It RIPRAP
1.5 FT DEEP
' LINER MUST HIVE A HYDRAULIC CONDUC77WTY LESS THAN 1 X 10-4CM/SEC
TOP OF EMBANKMENT
ELEVATION = 22.0
r\ I I TOP OF GRATE = 20.0
�= II
N O
ti
30' RCP
TO BASIN
ACCM COWR INV = 13. 7
BOX IE= 11.7
BOTTOM OF BOX = 70.2
TRIES
7 ocvz, IN me nL; MEMBRANE
OR. EQUIVALENT TO BE
PLACED 24'
STORAGE BASIN 1 FINISHED SURFACE BENEATH
CROSS SECTION
NOT TO SCALE
COVER/ACCESS TOP COVERIACCESS TOP
ELEt = 20.0 ELEV = 20.0 TOP OF BOX = 2111)
2.0 FT WEIR
ELEV. = 17.1
4 FT
12' CONC.
2 FT SUMP
FOR CLEANOU
30'
RCP
IE = 14.1
12' CONC.
l 2 FT SUMP
1 FOR CLEANOUT
I
30' RCP SEE DETAIL THIS
TO BASIN AC= 00WR SHEET FOR
STORMWA TER P.S.
DETAIL LOCATED
INV = 13.7 IN THIS BOX
24' RCP
TO DITCH
INV= 17.1
=ASE
i
SECTION VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
PLAN VIEW JUNCTION BOX/ 1 A
Q (2) NC PRODUCTS 4848 OR EQUI ALZ? T BOX •
BYPASS STRUCTURE
NOT TO SCALE
z
BYPASS STRUCNRE / 1.A
PRE-TREATMENT DEVICE
_
SMART WIER (SEE DETAIL THIS SHEET)
IW/
(2) - 4' x 4' BOXES W/ ACCESS COVER
COVER =20.0
IE 30' PIPE = 14.1
IE 30' PIPE = 13.7 (S)
IE 24' BYPASS PIPE = 17.1
IE OF BOX = 12.1
TOP OF EMBANKMENT ELEVA7ION = 22.0
EMERGENCY SPILLWAY ELEVA71ON = 1&0
3' STATE STORAGE ELEVA71ON = 15.8 p
NAIUKAL UKUUNU
S TORA GE BA SIN 1
EMBANKMENT SECTION
NOT TO SCALE
/Y
.t
l"
, r
• %, ,, Y„y, A y�J
I!'►�/�1c1� ,.ky
��{il'Ii
''I 1\
�'. ' "-+,,": ,t':; Y ~ 1.%•,'Ki ,k'- ;yam � \.� '
-
` 1
'b
31.
67.1 FT FT
\ \ .sue �F •�\\\ \ \
5 CY CL 11 RIPRAP
1.5 FT DEEP \
1 FT _ Wit�, \\\ ,
i SIO MWAIER INRLMAnav BASIN"'\
BOTTOM-,ELEVATFON= 19.0 \ ` \ \
3' STORAGE ELEVA71ON = 20.6
I SURFACE' AREA = 14,625 SF
J STORAGE = 21,095 CF FLO DIS7RIBU710N PIPE
SEE DE7i11�SHEET EC7 `
8.4 FT \.
�?10.7 FT
% 11.3 FT
20 FT EMERGENCY OVERFLOW
SPILLWAY EL= 20.6
NOTES:
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED
INTO THE STORM DRAINAGE COLLECTION SYSil:M.
2. PORTABLE PUMP TO BE USED TO DRAIN
SYSTEM IN CASE OF EMERGENCY.
3. BASIN TO BE LINED WITH CENTIPEDE SOD.
4, BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENT.
I NFI L TRA TI ON BASIN 1 DE TA I L
SCALE: 1 "= 30'
i
PUMP MODEL: TSURUMI NK2-SERIES
SEMI -VORTEX DEWATERING PUMP
SEE SPECIFICATIONS FOR ADDITIONAL DETAIL
EL.= 20.0 FT
DEPTH OF WELL
7.9 FT
DISCHARGE
ELEVATION
EL.= 17.0 FT
TO INFILTRATION BASIN '
LOCKING
HATCH COVER
n n,`V01-
STEPS
16"
_ oar
GROUND
®f EL.= 20.0 NOTE: 2' PVC ELECTRICAL PIPE
GOING FROM CONTROL PANEL TO WET WELL
MUST SEAL BOTH ENDS OF
III_ PIPE WITH ELECTRICAL PUTTY.
0
2"CONDUIT REQUIRED
ELECTRIC POWER CABLE
NOTE:1/4' CHAIN
'
1ITH 1/4' SHACKELS
d
LIFTOUT CHAIN 1/4'
(STAINLESS STEEL)
'
4
C.I. FLANGE
SWING
CHECK
PUMP ON EL.= 14.4 FT
d
VALVE
IN LINE
PUMP OFF EL.= 13.9 FT
'
PREFABRICATED REINFORCED
'
CONCRETE PIPE OR MH
I t
BASE ELEVATION EL.= 11.7 FT
B�ANCHOR
BOLT (2" PROJECTION)
4 FT X 4 FT PRECAST BOX
WITH STEPS
SECTION
VIEW
N TS
NTS
e M
00 1 1/4-
SIDE ELEVATION
1/2" GRADE 60
®STEEL REINFORCEMENT
COPOLYMER
POLYPROPYLENE
PLASTIC
ELEVATION SECTION A -A
MANHOLE STEP DETAIL
NTS
L
Lu
® C2
`'7 �
_�50 ..
CC
�9 a rr uj
z
r3 ° I 1 N07
COASTAL
SITE
DESIGN, PC
ENGINEER/NG
LAND PLANNING
COMMERCIAL /RE
SIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
r
E
a
mot
-M A
JIB,
$gas
B
µWCARO,
b
0
0
07
O
O
t0
3
3
3
V)
w
0
0
0
Y
E
E
S
W
Z
F
H
0_
:D
m
z
w
z
w
z
w
V)
p
O
U
o
U
O
U
3
O
0-
Q.
a
L_
o
o
0
0
o
a
5
w
w
5
w
Of
5
w
w
z
M
N
•-
w
0_
DA TE: 10-10- 06
HORZ. SCALE. AS SHOWN
VERT. SCALE. N/A
DRAWN BY- RL W
CHECKED B Y.• HSR
PROJECT NO.: 05-0043
Sheet No C2 Of EC7

X
NOTES:
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED
INTO THE STORM DRAINAGE COLLECTION SYSTEM.
2. PORTABLE PUMP TO BE USED TO DRAIN
SYSTEM IN CASE OF EMERGENCY.
J. BASIN TO BE LINED WITH CENTIPEDE SOD.
4. BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENT.
5. INSTALL FLOATING FOUNTAIN IN STORAGE BASIN
J�
A�
RAO = 264 FT y�
LENGTH = 71.1 FT / �C
��16.OFT�,3S
/ NGTH = FT
s0.8
14 15
9 10z1` 0„j 71 12-�1??13
LE = 8.0
5 CY CL II RIPRAP
1.5 FT DEEP
STORMWATER STORAGE BASIN
BOTTOM ELEVA710N= 8.0
3" STORAGE ELEVATION = 12.2
SURFACE AREA = 14,106 SF
STORAGE = 46,713 CF
20 FT EMERGENCY OVERFLOW
\, SPILLWAY EL= 14.5
Fjj3; �• ��
STORAGE BASIN 2 DE TA I L
SCALE. 1 ''= '0'
23 FT
TOP OF EMBANKMENT
ELEVATION = 15.0
20 FT
ELEV. = 14.5
STORAGE BASIN 2
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
21.2 FT
TOP OF EMBANKMENT
ELEVATION = 20.0
20 FT
ELEV. = 19.8
INFILTRATION BASIN 2
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
0
30" RCP
TO CREEK
IN = 12.2
BYPASS STRUCTURE 2.A
PRE-TREATMENT DEVICE
W/ SMART WIER (SEE DETAIL THIS SHEET;
(2) - 4' x 4' BOXES W/ ACCESS COVER
COVER = 18.5
IE 36' PIPE = 13.1
IE 36" PIPE = 8.8
IE 30' BYPASS PIPE = 12.2
IE OF BOX = 6.8
1
I.E = 12,0
5 CY CL II RIPRAP
1.5 FT DEEP
29 LF 30" CL III RCP
WITH F.E.S
26 LF 36" CL III RCP
W►TH F.ES
' LINER MUST HAVE A HYDRAULIC CONDUCTIVITY LESS THAN 1 X 10-4CM/SEC
TOP OF EMBANKMENT
ELEVATION = 15.0
TOP OF GRA TE = 18.5
SEE DETAIL THIS
SHEET FOR
STORMWATER P.S.
DETAIL LOCATED
IN THIS Box
BOX LE= 6.8
BOTTOM OF BOX = 5.3
3ERIES
�g GEOSYNTHETIC MEMBRANE
OR EQUIVALENT TO BE
PLACED 24'
STORAGE BASIN 2 FINISHED SURFACE BENEATH
CROSS SECTION
NOT TO SCALE
COVER ACCESS TOP COVFR/ACCESS TOP
LEV = 18.5 ELEV. = 18.5 TOP OF ROY = 1 R 5
z SECTION VIEW
Q (2) - 4 FT x 4 FT PRECAST CONCRETE BOX
�o II (2) - 4 FT x PLAN
PRECAST CONCRETE 80X NC PRODUCTS 4848 OR EQUIVALENT
NC PRODUCTS 4848 OR EQUIVALENT
JUNCTION BOX/ 2. A
B YPASS STRUCTURE
NOT TO SCALE
30' PIPE
INV= 12.2
=ASE
tTn C7
NOTES:
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED
INTO THC STORM DRAINAGE COLLECTION SYSTEM.
2. PORTABLE PUMP TO BE USED TO DRAIN
SYSTEM IN CASE OF EMERGENCY.
3. BASIN TO BE LINED W7H CENTIPEDE SOD.
4. BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENT.
TOP OF EMBANKMENT ELEVATION = 15.0
3" STATE STORAGE ELEVATION = 12.2
3' STATE STORAGE VOLUME = 46,713 CF
BASIN BOTTOM ELE'/ = &0
NAIUKAL UTCUUNU . .. I I " 1 `' " "
STORAGE BASIN 2
EMBANKMENT SECTION
NOT TO SCALE
INFILTRATION BASIN 2 DETAIL
SCALE. 1 "= 30'
PUMP MODEL: TSURUMI NK2-SERIES
SEMI -VORTEX DEWATERING PUMP
SEE SPECIFICATIONS FOR ADDITIONAL DETAIL
LOCKING
EL.= 18.5 FT HATCH COVER
=I I =I STEPS `R
DEPTH OF WELL 16"
7.4 FT
GROUND
® /EL.= 18.5 NOTE: 2" PVC ELECTRICAL PIPE
f GOING FROM CONTROL PANEL TO WET WELL
MUST SEAL BOTH ENDS OF
-_ PIPE WITH ELECTRICAL PUTTY.
j 1-11 r
2"CONDUIT REQUIRED
ELECTRIC POWER CABLE
DISCHARGE
ELEVATION
EL.= 15.5 FT
TO INFILTRATION BASIN
NOTE: 1 /4' CHAIN
-72
WITH 1/4' SHACKELS
d'
UFTOUT CHAIN 1/4"
(STAINLESS STEEL)
4
C.I. FLANGE
SWING
CHECK
PUMP ON EL.= 9.8 FT
G
VALVE
IN LINE
\
PUMP OFF EL.= 9.3 FT
PREFABRICATED REINFORCED
'
CONCRETE PIPE OR MH
4'
r' ^Xj�.
O
BASE ELEVATION EL.= 6.8 FT
"ANCHOR
8BOLT (2" PROJECTION)
4 FT X 4 FT PRECAST BOX
WITH STEPS
SECTION
VIEW
NTS
N TS
:�'
ao 1 1/4-
SIDE ELEVATION
1/2" GRADE 60
STEEL REINFORCEMENT
COPOLYMER
POLYPROPYLENE
PLASTIC
ELEVATION SECTION A -A
MANHOLE STEP DETAIL
NTS
lk
JAN 311 2007
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
O
v�
J
o
O
z
o
3
QOlt
Z
Z
Q
z
J
CL O
_�
z
U
cr
Qti O
z Z
°Oaf
Q O
O
Q W U
t`
oZz_o
� ••► z
Z L
, j C
QA�FIp���-9
i
SEAL®
y 0 2
}� p9
8
151
s ,•
J01417
1
oo��o
O
Q
FEE
3
w
0
In
0
V)
O-
2
M
Y
zz
<
M
Z
z
Z
It
m
w
w
W
p
O
U
O
U
O
U
3
W
W
W
W
0
U1
0
N
0
N
0
o
5
w
S
w
5
w
O
M
N
r
Z
W
of
DATE: 10-10- 06
HORZ. SCALE- AS SHOWN
VERT. SCALE.' N/A
DRA WN B Y.- JDH
CHECKED BY- HSR
PROJECT NO.: 05-0043
Sheet N EC3 0, EC/

' RAD. = 20 FT
LENGTH = 13.3 FT
`'� i '
------------- -- -
i
i
253.2 FT
23
gg
22
20 FT
21
7.7 FT
20
19
t8
172Q17®,-��
15
A I f;
5 CY CL II RIPRAP
,
1.5 FT DEEP-
40, FT EMERGENCY OVERFLOW
'
SPILL Y ELF 21.0
%' STORMWATER SWRAGE BASIN '
i 1'1
\
(
%" BOTTOM ELEVA770N= 15.0 /
GE ELEVATION 2 a T7.2.._-_.._.._.._._.._.__.______.---
AREA = 29,427 SF .............
= 59,454 CF
31 LF 42' H�PE
WITH F.E.S
RAD. = 20 FT
LENGTH = 35.8 FT
�3.7FT
RAD. = 20 FT
Z fT LENGTH = 19.3 FT
3' STORMWATER FM
BYPASS STRUCTURE 3.A
PRE-TREATMENT DEVICE
W/ SMART WIER (SEE DETAIL TNJS SHEET)
RAD. = 20 FT, (2) - 4" x 4' BOXES W/ ACCESS COVER
LENGTH = 17.0 FT COVER = 23.0
IE 42" PIPE = 15.1
IE 36" BYPASS PIPE = 17.2
IE OF BOX = 13.2
LE = 15.0
�0
60 LF 36' HOPE
5 CY CL If RIPRAP
'`
WITH FES
1.5 FT DEEP
I.E = 16.8
''
RAD. = 20 FT',''`,
CY CL II RIPRAP
LENGTH = 20.3 FT',
1.5 FT DEEP
\
44 LF 30" HOPE
WITH F.ES
-- ==
___ ,_;
NOTES,
` -;_`- = = RAD. = 20 FT
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED LENGTH - 30.4 FT _
INTO THE STORM DRAINAGE COLLECTION SYSTEM. -_ '2 LF 24' HOPE
�_ _
:. -WITH F.ES
2. PORTABLE PUMP TO BE USED DRAIN S TORA GE BA SIN 3 DE
SYSTEM IN CASE OF EMERGENCY.
3. BASIN TO BE LINED WITH CENTIPEDE SOD.
4. BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENTSCALE: 1 "= 30'
5. INSTALL FLOATING FOUNTAIN IN STORAGE BASIN
�o
PLAN VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
ACCESS COVER
ACCESS COWR
II aA
z�
Z�
Cn
No I
PLAN VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
_-= BYPASS STRUCTURE 3A.A
PRE-TREATMENT DEVICE
W/ SMART W1ER (SEE DETAIL THIS SHEET)
/ (2) - 4' x 4' BOXES W/ ACCESS COVER
I.E = 15.8 COVER = 23.0
IE 30' PIPE = 15.1
IE 24" BYPASS PIPE = 16.0
IE OF BOX = 13.1
CY CL !I RIPRAP
1.5 FT DEEP
COVE_ f�ACCESS TOP COVE.EV ACCESS TOP
TOP OF GRATE = 23.0 ELE . = 23.0 EL = 230 TOP OF BOX = 23.0
M' HOPE
TO CREEK
IE = 17.2
BOX IE= 13.1
BOTTOM OF BOX = 11.6
2.0 FT WEIR
ELEV. = 17.2
4FT
42'
HOPE
15.1
12" CONC.
2 FT SUMP
+ FOR CLEANOUT.
12" CONC.
2 FT SUMP
FOR CLEANOUT
.;::
.1. : ;.:
`.
I
SECTION VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
JUNCTION BOX/ 3. A
BYPASS STRUCTURE
NOT TO SCALE
TOP OF GRATE = 23.0
BOX IE= 13.1
BOTTOM OF BOX = 11.6
SEE DETAIL THIS
I
SHEET FOR
STORMWATER P.S.
DETAIL LOCATED
IN THIS BOX
=ASE
CCVWACCESS TOP COVE. ACCESS TOP
E = 23.0 E = 230 TOP OF BOX = 23.0
2.0 FT WEIR
4 FT
ELEV. = 17.2
30'
24'
RCP
HOPE
IE = 15.1
IE = 16.0
12' CONC.
12' CONC.
2 FT SUMP
2 FT SUMP
FOR CLEANOUT
+ FOR CLEANOU
SECTION VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
JUNCTION BOX/ 3A. A
BYPASS STRUCTURE
NOT TO SCALE
=ASE
3° STORMWATE FM
/
NOTES.•
1. ALL BUi=, 1�3 ROOF DRAINS MUST BE DIRECTED
INTO TFE -TORM DRAINAGE COLLECTION SYSTEM.
2. PORTA6 ?UMP TO BE USED TO DRAIN I
SYSTEM ;ASE OF EMERGENCY. I
J. BASIN T., LINED WITH CENTIPEDE SOD.
4. BASIN TC 5: PLACED IN A RECORDED I
DRAINAGE EASEMENT.
62 FT
TOP OF EMBANKMENT
ELEVATION = 23.0
50 FT
ELEV. = 21.0
S TORA GE BA SIN 3
EMERGENCY SPILL OVA Y
FRON T VIEW
NOT TO SCALE
11.2 FT
TOP OF EMBANKMENT
_ __ ELEVATION = 24.0
INFILTRATION BASIN 3
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
FLOW DISTRIBUTION PIPE
SEE DETAIL SHEET EC7
STO MWATER INRLTRATION BASIN
BOTTOM ELEVA770N= 22.0
3' STORAGE ELEVATION = 23.7
SURFACE AREA = 38,016 SF
STORAGE = 64,132 CF
299.7 FT
104jPT
20 FT EMERGENCY OVERFLOW
SPILLWAY EL= 23.8
INFILTRATION BASIN 3 DETAIL
SCALE: 1 "= 30'
LINER MUST HAVE A HYDRAULIC CONDUCTIVITY LESS THAN 1 X 10-QCM/SEC
TOP OF EMBANKMENT
ELEVATION = 23.0
;FRIES
GT vLw )1Y me nL; MEMBRANE
OR EQUIVALENT TO BE
PLACED 2 BENEATH
STORAGE BASIN 3
FINISHED SUU RFACE
CROSS SECTION
NOT TO SCALE
TOP OF EMBANKMENT ELEVATION = 23.0
EMERGENCY SPILLWAY ELEVATION = 21.0
3' STATE STORAGE ELEVATION = 17.2 `7
3' STATE STORAGE VOLUME = 59,454 CF
i\\
\\ �\
BASIN BOTTOM ELEV. = 15.0
NAIUKAL UKUUNU
STORAGE BASIN 3
EMBANKMENT SECTION
'SOT TO SCALE
PUMP MODEL: TSURUMI NK2-SERIES
SEMI -VORTEX DEWATERING PUMP
SEE SPECIFICATIONS FOR ADDITIONAL DETAIL
NOTE: 2" PVC ELECTRICAL PIPE
GOING FROM CONTROL PANEL TO WET WELL
MUST SEAL BOTH ENDS OF
PIPE WITH ELECTRICAL PUTTY.
LOCKING GROUND
EL.= 23.0 FT HATCH COVER /EL.= 23.0
1 1 1-I STEPSl l l l l l
DEPTH OF WELL
10.1 FT
DISCHARGE
ELEVATION
EL.= 20.0 FT
TO INFILTRATION BASIN '
.100000
16"
2"CONDUIT REQUIRED
ELECTRIC POWER CABLE
NOTE:1/4' CHAIN '
WITH 1/4- SHACKELS d
LIFTOUT CHAIN 1/4- m
(STAINLESS STEEL) S=t
C.I. FLANGE SWING
CHECK PUMP ON EL. = 16.1
d VALVE 9�
IN LINE
' \ PUMP ON EL. = 15.6 '°
' \ <14
..
' , Q BASE ELEVATION
= 13.1 FT
n o n o n
sr ANCHOR BOLT (2" PROJECTION)
4 FT X 4 FT PRECAST BOX I�ECFIVh"
WITH STEPS SECTION VIEW JAN 3 1 ZOO?
NTS
STORM WA TER PUMP STA TI
OFFLINE BYPASS DETAIL 3.A
N TS
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone] J
z
CL O
_ �
n U
z
Qzo
Z Z
o Q o
� a
_j �z
Q
U
Q
w
OZ?p
z
cc
U
cs
M
jR co
O_w v)
�YZ20
cn Q � o o it
J
W
O
� V¢t%A GARO,
� g
SEAL a
M
O
N
Q
3
3
3
w
Y
0
a
0
0
0
cy-
Q
z
E
LE
ff
_2
LLI
O
F
f2
p
H
`
m
w
w
w
0
0
0
0
3
a
a
a
2
W
rn
U)
CO
0
0
5
w
Ir
5
w
0
5
w
O
z
w
(If
DA TE.• 10-10-06
HORZ. SCALE.• AS SHOWN
VERT. SCALE.- N/A
ORA WN B Y_ RL W
CHECKED B K HSR
PROJECT NO.: 05-0043
Sheet No C4 Of eC7j

3" STORM WATER
LE = 18.0
5 CY CL ll RIPRAP
1.5 FT DEEP
1_.....�.__. _ _. _..._.__
UNNAMED TRIBUTARY
it
RAD. = 20 Fr/
LENGTH = 33,6 FT
RAD. = 20 FT
L£NG714 = 29.8 FT
WITH F.E.S
BYPASS STRUCTURE 4A.A
PRE-TREATMENT DEVICE
W/ SMART MER (SEE DETAIL THIS SHEET)
(2) - 4' x 4' BOXES W/ ACCESS COVER
LE = 18.6
COVER = 23.D
5 CY CL 11 RIPRAP
IE 30' PIPE = 16.1
1.5 FT DEEP
IE 30" PIPE = 16.1
1E 24 BYPASS' PlI? = 2Q 0
JE 9F :BOjE 1,4
12 LF 42" HDPE PIPE -
-_ WITH F.ES
2423FT
5' x 5' BOX W/ ACCESS COVER
COVER = 23.5
IE = 18.7
�
40 LF 42' HDPE PIPE "= =~
-
5 x 5' BOX W/ ACCESS COVER
J ,�7 COVER = 23.5
1E = 18.8
65 LF
7 42' HDPE PIPE
22 LF 30 HDPE `\ RAD. = 20 FT -
WITH F.ES �-- \\� LENGTH = 19.2 FT �
-- ---
LE = 16.0 40 FT EMERGENCY OVERFLOW_� \
5 CY CL 11 RIPRAP SPILLWAY EL= 20.2
1.5 FT DEEP , - 65 LF 42" HDPE PIPE
... _ _ STARMWATER; S70RAGE 'SA \
;\\
_1-
�\ 5 LF 4 " HDR,E
W1 FE.`$ \
..... _..... _..... ..__....... __........... __.... ......... .......- \
3' STORAGE ELEVA7ION = 19.7
1... ✓
SURFACE AREA = 23,897 SF
STORAGE = 74,005 CF \;\
NOTES•
1. ALL BUILDING ROOF DRAINS MUST BE DIRECTED
INTO THE STORM DRAINAGE COLLEC71ON SYSTEM.
2. PORTABLE PUMP TO BE USED TO DRAIN
SYSTEM IN CASE OF EMERGENCY.
J. BASIN TO BE LINED WITH CEN7IPEDE SOD.
4. BASIN TO BE PLACED IN A RECORDED DRAINAGE EASEMENT.
5. INSTALL FLOA77NG FOUNTAIN IN STORAGE BASIN
161
42�P \N
Z0
7.20_-
21
277.2 FT
23
STORAGE BASIN 4 DETAIL
TOP OF GRATE = 23.5
BOX IE= 14.1
BOTTOM OF BOX = 12.6
BYPASS STRUCTURE 4.A
PRE-TREATMENT DEVICE
W/ SMART WER (SEE DETAIL THIS SHEET)
(2) - 5' x 5' BOXES W/ ACCESS COVER
COVER = 23.5
IE 42' PIPE = 16.1
IE 42" BYPASS PIPE = 19.0
lE OF BOX = 14.1
COVE_ VACCESS TOP COVE, IIACCESS TOP
E v = 23.5 ELEV = 23.5 TOP OF BOX = 23.5
2.0 FT WEIR
ELEV. = 19.7
42'
RCP
IE = 16.1
12" CONC.
2 FT SUMP2
FOR CLEANOUT
5 FT
12' CONC.
FT SUMP
+ FOR CLEANOU
tN� I
SECTION VIEW
(2) - 5 FT x 5 FT PRECAST CONCRETE BOX
NC PRODUCTS 6060 OR EQUIVALENT
JUNCTION BOX/ 4. A
PLAN E
(2) - 5 FT x 5 FT PRE A/ST CONCRETE BOX BYPASS STRUCTURE
NC PRODUCTS 6060 OR EQUIVALENT NOT TO SCALE
n
I
�
ACCESS CODER ACCESS COAX
U
u
no Z
PLAN VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS MM OR EQUIVALENT
COVE_ IfACCESS TOP
TOP OF GRATE = 23.0 ELtV = 23.0
2.0 FT WEIR
ELEV. = 19.7
24'
HDPE
IE = 20.0
12' CONC.
2 FT SUM.
BOX IE= 14.1 FOR CLEANOL
IOTTOM OF BOX = 12.6
42' HDPE
TO CREEK
IE = 19.0
=ASE
COVE&ACCESS TOP
ELI�t
►►�� = 23.0
TOP OF BOX = 23.0
4 FT
30"
HDPE
IE = 16.1
SEE DETAIL ]HIS
SHEET FOR
STORMWAIER P.S.
DETAIL LOCATED
12" CONC.
IN THIS BOX
2 FT SUMP
FOR CLEANOU
SECTION VIEW
(2) - 4 FT x 4 FT PRECAST CONCRETE BOX
NC PRODUCTS 4848 OR EQUIVALENT
JUNCTION BOX/ 4A. A
BYPASS STRUCTURE
NOT TO SCALE
=ASE
-� A 20 FT
t`✓ TH = 43.1 FT
\\J
26 FT
NOTES
1. AI_ BUILDING ROOF DRAINS MUST BE DIRECTED
INi'O THE STORM DRAINAGE COLLECTION SYSTEM.
2. PORTABLE PUMP TO BE USED TO DRAIN
SYSTEM IN CASE OF EMERGENCY.
J. BASIN TO BE LINED W17H CENTIPEDE SOD.
4. B/ ",N TO BE PLACED IN A RECORDED DRAINAGE EASEMENT.
TOP OF EMBANKMENT
ELEVA7ION = 31.0
INFILTRATION BASIN 4
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
INFILTRATION BASIN 4 D�TAIL
SCALE: 1 "= 30'
56.8 FT
TOP OF EMBANKMENT
ELEVATION = 2J.0
40 FT
ELEV. = 20.2 �1\\\
STORAGE BASIN 4
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
TOP OF EMBANKMENT
ELEVATION = 230
i
/\\/�\/,
\ \\/\\�\\ ELEV. = 16.0
RUFCO 1000 SERIES
24' GEOSY NTHE7TC MEMBRANE
OR EQUIVALENT TO BE
STORAGE BASIN 4PLACED FINISHED2SURFACEEATH
CROSS SECTION
NOT TO SCALE
TOP OF EMBANKMENT ELEVA77ON = 23 0
EMERGENCY SPILLWAY ELEVA 17ON = 20.2
3' STATE STORAGE ELEVATION = 19.7 �7
3' STATE STORAGE VOLUME = 74,005 CF
j\\
BASIN BOTTOM ELEV. = 16.0
IVAIUKAL UKUUNU '
STORAGE BASIN 4
EMBANKMENT SECTION
NOT TO SCALE
TER FM
PUMP MODEL: TSURUMI NK2-SERIES
SEMI -VORTEX DEWATERING PUMP
SEE SPECIFICATIONS FOR ADDITIONAL DETAIL
NOTE: 2" PVC ELECTRICAL PIPE
GOING FROM CONTROL PANEL TO WET WELL
MUST SEAL BOTH ENDS OF
PIPE WITH ELECTRICAL PUTTY.
LOCKING GROUND
EL.= 23.0 FT HATCH COVER f EL.= 23.0
I Fill
STEPS
� ` '�`� III -Ili-
DEPTH OF WELL
I 9.1 FT
DISCHARGE
ELEVATION 77
-EL.= 20.0 FT
TO INFILTRATION BASIN
NOTE:1 /4" CHAIN
WITH 1/4' SHACKELS
LIFTOUT CHAIN 1/4"
(STAINLESS STEEL)
C.I. FLANGE
4
SWING
CHECK
Q VALVE
IN LINE
. &Mr
16"
2"CONDUIT REQUIRED I
ELECTRIC POWER CABLE
!`
PUMP ON EL. = 17.6 ,
APUMP OFF EL. - 17.1
Pw
O BASE ELEVATION
= 14.1 FT
s ANCHOR BOLT (2" PROJECTION)
4 FT X 4 FT PRECAST BOX REC�1F IVE-L.._..
WITH STEPS SECTION VIEW Jac 31 z007
NTS
STORM WA TER PUMP STA � ``
OFFLINE BYPASS DETAIL 4A.A
NTS
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERC/AL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
pit
sti.1
� s
� U
O O.S
a
sad
fli b
i0i
Ev $
�13E1;
�J
SEAL
O '
l( D allG
o
tM
0)F-
O
N
10
Z
Q
3
3
3
w
A
a
Y
0
0
0
Q
Z
O
�
L
w
MZZZ
m
w
w
Li
(nn
p
O
0
O
C)
O
U
3
ui
cL
a
a
cn
(n
V)
0
Laa
�
O
z
•-
LIJ
DA TE.• 10-10- 06
HORZ. SCALE, AS SHOWN
VERT. SCALE: N/A
DRAWN BY- RL W
CHECKED BY.• HSR
PROJECT NO.: 05-004J
Sheet No C5 01EC

Construction Road Stabilization
SpedBaatim 16.80 - Construction Specifications
1. pear roadbed and parking areas of all vegetation, roots and other
objectionable material
2 Ensure that road construction follows Me naturd contours of Me terrain if
it is posswe
J. Locate parking areas on naturally Hat areas If they am avulabla Keep
Fades sufficient for drainage but generally not more Man 2 to 31
4. Provide surface drainage; and divert excess runoff to stable arws by using
water bars or turnouts (References: Runoff Control Measures).
5 Keep cuts and His at 21 or flatter for safety and stability and to
focfitate estabiishment of vegetation and maintenance.
6. Spread a 6-inch course of ABC' gushed stone evenly over Me AN width of
the road and smooth to avoid depressions.
7. More seepage seas or seasonally wet areas must be aossed, Instal
subsurface drains or geotextie fabric cloth before placing the gushed stone
(Practice 6.81, Subsurface Drain).
& Vegetate al roadside ditches, cuts; hills and other disturbed areas a
otherwise appropriately stabilize as scan as grading is complete (References:
Surface Stabilization).
9 Provide appropriate sedhnent control measures to prevent off -site
sedimentation.
Maintenance
inspect construction roads and poking asks parlay for condition of
surface. Topoim with new gravel as needed prodk road ditchas and other
seeded seas for aaalon and sedimentation after runoff -producing robs.
Maintain ell vegetation In a hedthy, vigorous condition. Sedknent-pmdkdng
seas should be treated Immedktdy
Temnorary Gravel Construction Entrance/Exit
CE Specification 16.06 - Construction SpedHcations
1. pea the entrance and exit area of all vegetation, roots and other
objectionable material and properly grade it
2 Place the gavel to the specitic grade and dimensions shown on the plans and
smooth it
J. Provide daoge to carry water to a sediment trap or other suitable outlet
4. Use geotextfe fabrics because they hmprove stability of the foundation In
locations subject to seepage or high water table,
Maintenance
Maintain the growl pad In a aandttion to prevent mud or sediment from leaving
the construction site This may require periodic fWdwskmg with 2-Inch stone.
After each rainfall, inspect any structure used to trap sedknent and dean It
out as necessary. Immediately remove all objectionable materials spllet
washed, or tracked onto public roadways:.
Temndxary Seeding
Spacilkation 16.10 - 4)edHcations
Complete grading before preparing seedbeds and Install all necessary erosion
control proctkes, such as dikes, waterways and bash& Minimize steep slopes
because they make seedbed pmparotlm difficult and Increase the erosion hazard.
H soils become compacted during grading loosen Mom to a depth of 6-8 Inches
using a roar; harrow, or chisel plow.
Seedbed Preparation
Good webbed preparation is essential to successful plant establishment A good
seedbed is well -pulverized, loose and uniform. Mom hydrossedhg methods are
used the surface may be left with a more hnsg*da surface of loge clods and
stones.
Lining - Apply Ilene occrdng to soil test recommendation& if the pH (addty)
of the soil is not known, an applkoli m of ground agricultural limestone at the
rate of 1 to 1 1/2 tons/acre on coarse -textured sots and 2-3 tons/saes on
the -textured sans is usually suffkdant Apply limestone umthxndy and
incorporate Into the top 4-6 intros of mi. Sots with a pH of 6 or higher
need not be ihrod
Fodder- Base gpplkdW rates on mi tests MMen these are not poss6k
apply a 10-10-10 grade AwtiTzer of 700-1,000 b./sae. Both fatfizer and
line should be Incorporated Into Me tap 4-6 kndros of mi. If a by r uak
seeder Is used, do not mix seed and "Lear mare than 30 minutes before
opplkation.
Surface roughening- If recent tllor operations have resulted In a loose
surface, additional roughening may not be r@WW except to break up large
dads. If rohidl causes the surfaos to become NOW or crusted, loosen it
just prior to seeding by disking raking harrowing or other suitable methods,
Ghoove or furrow slopes steeper than 3:1 on the contour before seeding (Practice
6.4 Surface Roughening).
Plant Selection
Select an appropriate spades or specks mbdure from Tame 6.10a, for seeding
in late winter and ealy Wh% Tame 6.10b for summer, and Table 610c for
1d1.
Seeding
Evenly apply seed using a cyclone seeder (broadcast), drill, cul4mc ker seeder,
or hydroseeder. Use seeding rotes given In Table 610o-610c. Broadcast $eeding
and hyroseedhg are approprate for steep dopes where equllrrm-t cannot be
driver. Hand broadcasting is not recommended because of the difficlty in
achieving a uniform dstrbutkxn. Smdl grabs should be planted no more Mon I
inch deep, and grasses and legumes no mom Man 1/2 heh. Broadcast seed must
be covered by raking or chain dragging and then I100Y fumed with a rafter ar
cul4maer. Hyfoseeded mixtures should kmdudef a wood Aber (celkrlose) mulch.
Mulchin
7he useof appropriate mulch w8 h* ensure establishment under normal
conditions and Is essential to seeding success under harsh ate condtim
(Practice 6.14, Mulching). Harsh site conditions indude:
-seeding in fall for winter cover (wood fiber muldm are not considered
adequate for this use),
-slopes steeper than 3:1,
-acesavdy hot or dry weather,
-adverse sds(shdow, rocky, or high In day or sw4 and
-areas rw"g concentrated flow.
If the area to be mulched is subject to concentrated waterHow, as In channels,
anchor mulch with netting (Practice 614, Mulching).
Land Gradlna
S)»dRkwtion 16.02 - Constructive 5pedficotims
1.Consbuct and maintain d erosion and sedimentation control practices and
measures In accordance with the opproved sedmentation control plan and
construction schedule
2Remove good topsoil from areas to be graded and Mod, and pmseve It for
use in finishing the grading of all adticd areas.
.1Scarify areas to be topsded to a mioImum depth of 2 hd►es before placing
toped (Practice 6.04, Topeoling).
4.Cfew and grub areas to be Mod to remove trees, vegetation, roots, or other
objectionable material that would affect the planned stability of the HI.
5.F•nsure Mot d material is flee of Mush, rubbish, racks, logs, stumps,
building do& and other materiels kngpropriate for constructing stabs
AfI&
6.Pface all All In layers not to exceed 9 inches In thickness, and compact Me
layem as required to reduce erosion, sloM settlement or other related
p warm&
7.1)o not Incorporate frozen material or soft, mucky, or highly compressible
materials Into N slope&
&Do not place N on a frozen foundation, due to possible subsidence and
stoage.
9Keep diversions and other water conveyance measures Area of sedment during
d phases of development
lailands seeps or airings encountered during construction In accordance WM
approved methods (Practice 6.8f, Subsurface Drain).
11.Permanently stabilize d graded areas Immediately alter find Fooling Is
completed on each area In the grading plan. Apply temporoy stabilization
measures on all Faded am when wok in to be htampted or dtda)W for 30
waking days or longer.
12.Dwre that toped stocples, borrow area; and spa areas am adequately
protected from erosion with temporary and 8nd stablizatim measurer, Including
sedinent fencing and temporary seeding as necessary.
Maintenance
Periodkaly, check d graded areas and the suppofthg erosion and sedmentatim
control proathoes, especially after heavy rohfdls Promptly remove all
sedment from dversAms and other water-dlepaed practices. If washouts or
breaks occur, repair them Immediately. Prompt maintenance of smd/ eroded areas
before they become dFlikant gullies Is an essential part of an effective
erosion and sedimentation control plan.
Permanent Seeding
Sped6catlons 16.11 - 5fedficattais
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that am unsuitable
due to khgproprMe soil future (Table 6.11a), poor drohogs, concentrated
overland flow, or steepness of slope until measures haw been taken to correct
these problems.
To maintain a good stand of vegetation, the soil must meet certain mhimum
requirements as a growth medFxn. The existing soil shoukf haw these cflerda
- Enough fine-grained (sit and day) material to maintain adequate
moisture and nutrient supply (avaidle water eg)adty of at least .05
Inches water to I Inch of soil).
- Sufficient pore space to permit root penetration.
- Suuftklent depth of soil to provide an adequate mot zone. The depth to rock
or h*wmeabk layers such as har*ans should be 12 Inches or more, except an
stapes steeper than 21 where the addtim of soil is not feasible.
- A favorable pH range for plant growth, usually 6.0-6.5.
- Freedom from lags roots, brono m stones, large dodo of earth, or trash of
my kind Clods and stones may be left on slopes steeper than 31 If they are
to be hydrosseded.
ft any of the above criteria are not met -La, If the existing soil Is too
coarse, dense, "low or acidic to foster vegetation-specid amendments are
raWked The sal condboners described blow may be bweRetd or,
preferably, topsoil may be opplfed In accordance with Practice 6.04 Tapdoing.
Soi conditkx►ers
In order to Improve Me structure or drainage dwwterMtks of a sot the
fallowing material may be added Mass amendments should ady be necessary
wirer» soil have limitations that moue them pow far pint growth or for fie
trf establishment (see Chapter d Vegetative Conslderotkxns).
Peat -Appropriate types we sphagnum MOSS peat, hyprwxn mass Peat readeedge peat
or peat humus, all from fvsh-water sources Peat should be shredded and
conditioned in storage plan for at newt 6 months after excavation.
Said -dean and free of took materlds
Vamkufite-horthadturd grade and free of took substances.
Rotted manure -stable or cattle manure not containing undue amounts of straw or
other bedding mateids
Thoroughly rotted sawdust- free of stones and debris. Add 6 b. Of nitrogen to
each cubic )Q'd
Sludge -Treated sewage and hdustnld sludges are awiable In various famms:
Mere should be used ody in occarclance with ked, State and Federd
regulations
Spades Selection
Use Me key to Permanent Seeding Mbrtuues (Table 6.11b) to select the most
appropriate seeding mbdure based on the general site and maintenance factors
A listing of species Including scientific names and cha►acterbilm b glwn
In Appemilx &02
Seedbed Preparation
Instal necessary mechanical erosion and sedimentation control proctk a before
seeding, and complete grading according to the approved pkn.
Line and fertilizer needs should be detamhed by son tests. Sol testing Is
performed free of charge by Me North Carolina Department of Agriculture soil
testing laboratory. Directions, sanple cartonsi and hfamaMw sheets am
available through county agricultural enktenslon offices a fiam NWA. Because
the NCDA ad testing lab requires 1-6 weeks for sample fir n-around sampling
must be planned well In advance of find gadng. Testing is also done by
commercial laboratories.
Man soil feet are not avdalable, klow rates suggested on the indvidud
spedHcaUon sheet for the seeding mbx chosen (Tables 6.11c through 611v).
Appikwtions rates usually fdl Into the follawhg ranges:
- Around oFiculturd limestone
Light-texturg sandy sots; 1-1 1/2 tons/sae
Heavy textwet ddayey sots 1-3 ,one/acre
- Fertilizer
(gasses 800-1200 Ib/acre of f0-10-10 (a the equhdant)
Gnass-legume mkhree: 800-1200 lb/acre of 5-10-10 (a the equhabnt)
Appfy Ilene and fertilizer evaWy and howporate Into the top 4-6 Indw of sal
by disking or other suitable mean& Operate machinery on the contour. Man
using a hydoseedw, gply lime and fertiftm to a rough, loose surface.
Roughen surfaces according to Pmcilce 6.0.E Surface Roughening.
Complete seedbed preparation by &ad* up urge dads and raking Into a
smooth, uniform surface (dope Ives than 11) IN In or level depressions than
can collect water. Broadcast seed '-into a freshly loosened seedbed that has not
been seded by rainfall.
Table 6.10b - Temporary Seeding Recommendation for Late Minter and Eaty Spring
Seeding mlxtwe
Spades- Rye(grala), Annual lespedaw (Xcbe In Piedmont and Coastal Pfau
Rate (Ib/acro - 120
Omit annud lespedaza when duration ore` tenporay cover Is not to extend beyond
,erne
Seeding dates -Coastal Plain - Deg. 1 - Apr. 15
Sol amendments- Fdlow recommendations of mi tests or apply Z000 6/mm
Found agricultural limestone and 750lb/bare 10-10-10 ferUaer.
Mulch -Apply 4,00pb/acre straw. Mchw straw by hocking wfM asphalt netting
or a mulch anchoring too, A aisle wfth blades set nearly straight can be used
as a mulch andhorkhg foal
Maintenance - Refertlize N growth B not fully adequate Reseed refertiize
and madeh knmedlotdy Wowing erasion or other damage
Table 6.i0b - Temporary Seeing Recomimandatkns for Simmer
Seeding mixture
Spedea-Garman mitt
Rafe(Ib/ass)- 40
Seeding dates -Coastal Plain- Apr. 15-Au4 15
Sol amandments-Fdkw reconmendatins of s>l tests or apply 2000 IIfame
Found agrloultud limestone and 750 lb/ore 10-10-10 fertilizer.
Mulch -Apply 4,000 ib/aae straww. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tod. A disk with blades set Marry straOt can be used
as a match anchahg tool
Mdntenahx-Refatiae If growth is not Wy adapuate, Reseed, ref lea,
and mulch Inmediately following erosion or other damage
Table 6.10c - Temporary Seeding Raomnandatim for Fdl
Seeding mixture
SPedes-Rye(gaim)
Rate(iblwq) - 120
Seeding dates - Coastal Ptah and Piedmont -Aug 15 - Dec. 30
Sod amendments - Fallow mi tests or xpPly Z000 lb./ocre ground oFloul urd
lirratane and 1,0o0 b/acre 10-10-10 father.
Mulch- Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt
netting, or a mulch w4h ring tod. A d1sk with blodes set nearly straight can
be used as a mulch ondnaring tod.
Maintenance- Repair and re*dtze damaged areas immediately T**m with 50
Ib/acre of nitrogen ion Marco, If It is roes ary to extend to rponry cover
beyond tune M ovrseed with 50 b/are Kobe (PAso nont and Coastal Ptah)
Outlet Stabilization Structure
Spedflcotiw 16.41 - Construction Spedfiaatims
1. Ensure that the subgrode for the titer and Trap follows the required Iher
and Bodes shown in Me plan. Compact my All requred in Me subgode to
the denslty of tine surrou ndhg undisturbed materfd low areas In the
subgrads on unfabrbad mi may also be Mad by rww ro g the rilrgp
thickness.
2 The rjorap and gravel After must conform to the spedHed goring limits
shown on the plans
3. Filter doth, when used mot meet design reWrements and be properly
protected from pundnknf or toerN during midiabon. Repair any damage by
removing the rWrap and placing another pow of After cloth over the
damaged area Al connecting pots should ow* a mhImum of I It if
the damage is extensive, replace Me entire After doth.
4. ROW may be placed by equipment but take cars to avid damaging the
After.
5 The minhxm Midanew of the rWrap should be 1.5 tines the maxImum stone
diameter.
6. Rprap may be field stow or rough quarry stone. it should be hat-4 mgWar,
highly weaMa-msrstant and wef graded
6. Construct the apron an zero grade with no overfill at the end Make the tap
of the romp at Me downstream and level with the receiving area or siody
below It
6 Ensure Mat the apronn is prapety dfgW writs the receiving stream and
preferably shot throughout b Mngth. if a curve is needed to fit Me
conditions; place ft in the upper section of the apron.
9. immediately after construction, stabilize ell disturbed areas with vegetation
(Practice 610, Ternperay Seeding and 6.11, Permanent Seeding).
Maintenance
inspect roW outlet structures after heavy rains to see if my erosion around
or below the roW has taken place or If stones have been dislodged
immedately make d needed repairs to prevent father damage.
SFSediment Fence (Silt Fence)
Specification 6.62 - Construction Spe d6oatims
MAIDIIALS
1.Use a s)nMetk titer fabric or a pavious sheet of pdyprop)lena nylon,
polyaster, or poi}ethylene yam, which is certHled by the mawfactwv or
supplier as conkrmhg to Me requirements shown In Table 6.62b. Synthetic
Altar fabric should contain ultraNdet my Inhibitors and stabilizers to
provide a minimum of 6 months of expected usable constuctm /he at a
Imparatre range of 0 to 120 F.
2Fnsrro Mat posts for sediment fences are a ion, 4-" diameter pine; 2-inch
diameter oak or 1.331b/►hear If steel r M a mvkwm length of O ft Make
sum that steel posts haw projections to facilitate fastening the fabric.
5For rainkreement of standard strength After fabric; use wire hence with a
mhhurn 14 gauge and a maxkwm mesh spacing of 6 Indro&
Table 662b
SpedfioaBons For Sedinent Fence Fabric
Phyekd Property Requirements
Fiterhg Ef deny - 85X (mm)
Tensile Strength at Standard Strength- 301bAki in (min)
Extra Strength- 50 b/Ih in (mm)
Slurry flow Rate - Q3 gd/sq It/min (min)
CONSiRUC710H
(.Construct the sediment barker of standard strength or extra strength
synthetic After fabrics
2tnsure that the height of the sediment Rance does not exceed 18 hdnat above
Me groand surface. (Higher fences may Ipou►d volumes of water sufficient to
curse failure of the structure)
lConstruct the ater fabric from a continuous roll cut to the length of the
barrier to avold Joints. Men joints are necessary, securely fasten the After
cloth only at a support post with ovdwr* to the next post
4.Sapport standard strength After fabric by wire mesh fastened securely to the
W slope side of Me posts using heavy duty wine staples at bast 1 halo kng,
or be wires. Extend the wire mesh support to the bottom of the trench.
S.Mhen a wire mesa awpport fence is used space posts a maxhwm of 8 ft apart
Support posts should be then securely into the ground to a minimum of 18
iodine&
6.Extra strength Alter fabric with 6ft post spacing does not require wire mesh
support fence. Staple or wire the After kbrk directly to pasts
ZE cawte a trench approxhlately 4 inches wide and 8 how deep along the
proposed the of posts and upsope from the barrier (figure 6.62a).
&6ockti the trench with compacted soil or Fravel placed over the After
fabric.
9.Do not attach After fabric to eAdbg trees
Maintenance
inspect sentiment fences at least once a week and after each rahfdL Make my
rewired repairs hmme"ally.
Should the fabric of a sediment fence cdgmse tea, decompose or became
heffecit* replace it promptly. Replace budop every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for the
next rain and to reduce pressure on the fence. Take are to avoid undermining
the fence during deanout
Remove of faking materials and unstable sedimant deposits and Draag the raw
to grade and stabilize 4 after Me contdbuthg drainage am has been properly
stabilized
&=ffrY Sediment Trap - continued
Protection from piing -Place After cloth an the foundation below the mini
to prevent pok4 M alternative would be to excavate a keyway trench across
the nprap foundation and up the sibs to tiro height of the don.
Main length and depth - Keep the spillway weir at Most 4 ft long and sized to
pose the peat* discharge of the 10-yr storm. A me rxum How depth of 1 ft a
mhhnanm 6eeboad of (15 ft and maxhmun aide dopes of 21 are noon mendsd
Moir length may be selected from Table 6.6W sham for most site locations in
North Carolina
Table 6.60a
Design of Swbilwoys Dmalnage Area Mai, Length(i)
(ate) 010
1 4.0
2 6.0
3 8.0
4 iao
5 120
(1) Dimensions dawn are minimum
Construction Vadfcations
1. pea; grub, and str p the asa under the embankment of al vegetation and
root mat Remove d1 •rt= soil containing high anoints of agmb matter and
stodyle or depose of it properly. Hal di objectionable matadd to the
daioxnfed dbpoed area
2 Ensure that pill material far the embankment is free of roots; woody
vegetation, organic matter, and other obJeetlonable mat&14 Piece the N In
lifts not to exceed 9 Inches and machine compact It Over 2 the embankment 6
hones to allow for settlement
J. Construct the outlet section In the er0mlanent Protect the connection
between the rjorrp and be mi from p4*g by using After fabric or a ke)mY
cutoff tmndh between the 47rop structure and the mi.
(Place the titter fabric between the *W and soli Extend the
fabric across the spilwway fandatkn and sides to the top of the
don; or
(Excavate a keyway trench dong the centerline of the spiway
foundation extending W the odes to the height of the dam. The
trench would be at least 2 ft deep and 2 ft wide whh k I side
dope&
4. pea the pond arso below the elevation of the crest of the spillway to
facilitate sediment demout
5 Ai art and hM slopes should be 21 or Hatter.
6 Ensure that the stone (alai►age) section of the anbarkio nent has a minimum
bottom width of 3 ft and maximum ode napes of 1: i that extend to the bottom of
Me spillway section.
7. Construct the mhImum finished stone spillway bottom width, as shown on Me
plans, vet 21 ode •lapse extending to the top of Me over /iced embdnkrnent
Keep the thickness of the aides of the spNway outset structure at a minimum
of 21 hoes the weir must be kW and constructed to grade to assure deign
cola -fly.
IL Material used In the stone section should be a wdi-Foaled mbrture of stone
with a d50 size of 9 hales (dam B erosion control stone is recommended) and a
maxkmrn stone size of 14 homes. The stone may be mochhe placed and the smote,
stones worked Into the ►oida of the larger stone& the stone should be hard
mgn, and hWy weather -resistant.
9. Ensure that the stone spillway outlet section extends downstream past the
toe of the •nbanianent untl stable candttives are reached and outlet velocity is
acceptable for the receiving staan. Keep the edges of the stone outlet section
Huth wIM Me srroandding ground and shape the center to confine the outflow
abeam (Refs avow Outlet Protection).
10. Direct emergency bypass to naturd, stable areas. Locate bypass outlets so
Mat flow wil not damage the embankment
It. Stabilize the arr"A meat and of disturbed areas above the sediment pool
and downstream tom the trap hmedhately after construction (References: Surface
Stalikative).
12 Show the distance from the tap of the spillway to the sediment deanout
level (one-half the design depth) on the pions and mark It In the field.
Inspect temporary sedknent trips after each period of agmlfk-t r*ha .
Remove sediment and restore ths bV to its mod dimmo w when the
sedtiment has accumulated to ** half the design depth of the trap. Place the
sediment that is removed to Ma designated Aposd area and replace the
contaminated port of the gravel facing.
Chadic the structure for damage from erosion or p0#4 Periodically check the
depth of the spillway to ensure it is a mknhnm of 1.5 ft below the low point of
the embankment hhmedlotely N any settlement of the embankment to slightly
above design grade. Any 4wW displaced ham Me spillway must be replaced
Immediately.
After d sedIment-produehg ones haw bee► permma * stabllzd4 remove Me
structure and all unstable astimsot Smooth the area to biend with the adfohhg
areas and stabilize property (References: Sirfacs Std 1Zzr ion).
GC Grass -Lined Channels
Specification 16.30 - Construction *eaflcatians
1. Remove all trues, brush, stamps, and other objectionable material (ram the
foundation area and dhpose of property.
2 Frcavote the chapel and shops It to neat linear and dfrnenaons shown on Me
plans plus a Q2 ft overcut around the crowd perimeter to allow for &"g
during sombed preparations and sod buildup.
3. Remove and property dispose of ell excess soil so that sdufoce outer may
enter the channel hdy.
4. the procedure used to establish grass in the channel will depend upon the
severfty of the conditions and selection of specla& Protect Me channel
with mulch or a temporary liner sufficient to withstand andcodad
velocities duhg Me establishment parkd (Appw& 8.05).
Maintenance
AAg Me estabfidhment perig check grass-Ihed channels after every
rainfdl. After grass is sstoblisha4 periodically chat* the chard; check it
after every heavy rahfd event Immediately make repairs. It is particularly
Important to check Me ohm* outlet and d road crossings for bank stability
and evidence of pphg or scour hales Remove ell significant sediment
accumulations to maintain the deslg W carybg capacity. Keep the grass in a
health, vigorous cmdtim at all thus, slice it is Me primary erosion
protection for Me dnamrol (Practice 6.11, Permanent Seeding).
Table 6.11s - Seeding No, 4CP for.
W-Droned Sandy !owns to Dry Smds, Coostd Plan; Low to Medkrn-Coe Lawns
Seeding mixture
Spades - C04"degrass - Rate - 10-20 b/are (seed) or 33 bu/wra ( )
Seeding dates - Mar. - Am (Sprigging can be done through July where water is
avalabfe for higatim.)
Sol amendments - Apply lIme and ferilher according to soil test, or gpply 300
b/acre 10-10-10
*l9g1ng - Pint sprigs In furrows with a tractor-okown transplanter, or
broadcast by hand
Furrows should be 4-6 how deep and 2ft spat Place sprigs about 2 It We
In the row with one and at or above ground Mvel (Figure 6.11d).
Broadcast at rotes shown above, and press sprigs into the top 1 1/2 indw of
sol oft a disk set sk*t so that a; alp are not brought back toward the
Mulch - Do not mulch
Mahtenance - Fertlae very spwlagly- 20 b/ace nitrogen in spring wa no
phosphorus Centbedegross coot tolerate NO pH or excess fatiker.
Maintenance
Tabu 6.11t - Seeding M% 5CP for: Mali-DroW Sandy Looms to Dry Sands; Low
Seeding mixture
Suedes Rate
(!b/sae)
Pensacola Bahiagrass
50
Serkao lespedem
30
Caron Bamudagoss
10
German millet
10
Seeding notes
I. Mare a neat gppeafmce Is desired omit serkea
2 Use common Bermu6ograss any an Isolated sites whore If cannot became a pest
Swmudogoss may be replaced with 5 b/acre centrpedFass.
Seeding dates - Apr. I - ,Ady 15
Soil amendments - Ap'ply lime and ferti¢er according to soi tests, or apply
3,000 Ib/aae ground o7oc Mural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 b/ace Fah straw or equhdent cover of another suitable mulch.
Anchor by too *wilt! asphalt roving and netting or by groping with a mulch
anchorN tool A disk with bkrdes set nearly straight can be used as a mulct
anchoring tool
Maintenance - Refixdae Me fo%wing Apr. with 50 6/sae nitrogen. Repeat
as growth movies May be moved only once a yea. Mare a neat appearance is
dawned omit serkao and now as often as needed.
Table 6.1ifv - Seedhn'!c. 7CP for: Gras -fined amann k Cooed PbIn
Seeding ilbdure
Species -• Common Bemudogass - Rate - 40-M (112115/1,000 If )
Seeding dotes - Caasttn °bin Apr - duly
Sol amendments - Aaly lime and fertilzer accoraGmg to mi teats, or q*y
IWO blare Found . ulhurd Ihmestone and 500 b/acre 10-10-10 fertl¢a.
Mich - Use Jute, exdalaar matthg, or other effective c ann l Inning material
to cover fine bottom of channels and dtdmes. The Ihhg should extend above the
highest calculated depth of Now. On c onnal side dopes above this height and
In damages not requkka tempa wy lhinq% apply 4,000 IB/age groin straw
and anchar straw by s,*Jnq netting over the top.
Adch and anchoring mdadds must be allowed to wash down slopes where they, can
dog drainage devices
Maintenance -A mhhxim of 3 weeks is required for establishment Inspect and
repair mulch fmquanMy Rwfertiae the following Apr. vet 50 B/care
Refer to Appendix 8.02' for botanical names
ID Black and Ginyl unfit Frotecilan
r SpedBcati n 16.5.'. - ConshcUve Specifications
I. Lay one Nod u: each side of the structure on Its side In the bottom row to
allow pod danoge. The foundation should be excavated at bast 2 indies below
Me cent of Me storm doh. Pierce the bottom row of the blocks og2nst the edge
of the storm drarh for lateral support and to av ld washouts when ovr&v ocoum
If needed give lead support to subsequent rows by placing 2 x 4 wood studs
&m* black cparhp
2 Carefuiy fit hardware doeh or comparabie We mesh with i12-inch openings
over d block comings to hold gravid In plom
J. Use de- gravel, 3/4- to 1/2-Inch In daneter, placed 2 how below the top
of the block on a 21 &*a or Hatter and smooth It to an even gads. hwoT
157 washed stone Is recommended
A If only stone ax' yovel are used keep the dope toward the hiet no steeper
Man 11. Leave a mhhmum 1-ft wide level stow area between the structure and
around the kdeet to prevent gavel from anteing klet On Me slope toward Me
Inlet use stem 3 how in diameter of krger. On the slope away cram the
use 1/2 - 3/4-rin gavel (NCIUT 157 weed stake) at a mhknwn Mkdmess of 1 ft
Maintenance
Inspect the fabrk barley after each rah and mike repars at needed
Remove sediment from the pod area as necessary to provide odepfate storage
volume for the next rain.
Man Me contrDutrrg drainage area has bear odequafdy stabiaed remove dI
materiels and any unstable sediment and depose of Man properly. Br rg the
defrbed area to the grade of the drop InMt and smooth cad compact t
Appropriately stdbias d bare avers around the r 4t
COMPACTED FILL OF
GRAVEL, EXTENSION
OF FABRIC AND Win :
INTO THE TRENCH
FILTER
FABRIC
MINIMUM 8"
THICK LAYER
OF GRAVEL
8'MINiMUM
�-TRENCH
6 FT. ULNTER
1• 1' I
•„ C / a a'
sF SEDiMENT FENCE ( SILT FENCE
Pract'ce 6.62
Sediment Basin
Speedflcations 16.61 - CdnatnucUm Specifications
I -Site preparations -pear, grub and s4 topsoil from areas under the
embankmat to remove trees, vegetation, roots and other objectIonable material
Delay dowbg fine pod area until Me dam Is complete and then remove brush,
Imes and other objectionable materials to facilitate sedment demout
Stodple all Nadal or wall containing organic matter for use on the outer
shelf of Me emmbanament to facilitate vegetative establishment Place tanpanry
sediment control measures below Me basin as needed
20d-off trenc-Excavats a cut-off tra►dn dung Me centerline of the earth
N embankment Cut Me trench to stable soil material, but In no case make it
hens Man 2 ft deep. fie cut-off trench must extend into both abutments to at
host Me devotion of the riser nest Make the minimum bottom width wide
enough to permit operation of excavation and compaction sW omwt but In no can
lees than 2 ft. Make side slopes of the bendn no steeper Man 1.1. Corpacton
requirements are the some as those for the embankment, Keep Me trench dry
during badkfilhg and compaction operations.
3Fmbmkrrnent-Take N material from Me gVmwd areas shown on the plans, It
should be dew mineral soq On of roots, woody vwgetatiox rocks and other
objectionable moterd Scatty areas on which N Is be placed before placing
All. Rae fir material must contain suffident moisture so it can be famed by
hand Into a bail without crumbling If water can be squeezed out of the bat, It
Is too wet for proper compaction. Pierce 9 moteufd In 6 to 8-hoh
continuous la)wv over the entire length of the Hi area and then compact it
Compaction may be obtained by routing the construction hauling aqua wont over
the fiI so Mat the entire surface of each layer is frawsed by at least one
wheel or traod track of the heavy a%fonent or a wMactor, may be used
Construct the embanianent to an elevation IOX higher than the design height to
slow for settling.
AConduR spiwaya-Sac rely attach the riser to Me barrel or barrel stub to
make a watertight structure connection. Secure d connections between barrel
sections by gftvW watertight assemWks Place the bard and riser on a
firm, smooth kundaMm of Impervious soil. Do not use pervious material such
as =4 gavel, or aushed stone as bodkHl around the pipe or anti -seep
coins Place the fir motarlal around the po spilway In 4-hah layrs and
crrpact It under and around the pot to at least Me some density as the
adjaoent embankment Care must be taken not to raise the p{oe from firm contact
with its foundation when compacting under Me pipe haurtcmes.
Place a mhhrum depth of 2ft. of hand-canpocted badclil over Me pipe *IhW
before aoeahg It with constructive equpxment Anchor the riser in place by
cnaste or other satisfactory means to prevent flotation. In no pose should the
Am candult be Installed by cutting a trench thrauglm Mine don after the
ambankmant Is completa
5Emergency spllwar4wtol the emergency, sMlwaY in undstrbed sail The
achievement of planned elevations, grade, design width, and entrance and exit
ahaxrol skies are altkd to Me successful operation of emergency spillway
6-I lets-Dled►age water Into Me bash In a mater to prevent erasion. Use
dverekns with outlet protection to avert sedinent-fallen water to Me upper
and of the pod area to improve bash bW of Clancy (References: Runoff
Control Measres and outlet Protection).
7.Eroskn contrd-Construct Me structure so that Me disturbed area is
minimized Divert surface water away from bare area& Carpiete the embankment
befog fine area is dewed Stabilize Me emergency gpNwoy embankment and of
other disturbed am above be ant of Me pri4d so tway mmedately
after construction (Rehre cew Surface Stabfizatim),
rlSafety-Sedinent basks may attract children and can be dangerous Avoid steep
side sdpm and fence and mark basks with waning signs If truing is
May: Follow ell state and local requirements
Maintenance
Chedk sediiment basins after periods of slgrd/kmt runoff. Remove w*nmt and
restore the bash to lob origfnd dmanaons when sediment accumulates to one-
half the design depth.
Check the embankment * rays, and outlet for erosion dkmaga and Inspect the
anbankment for piping and settlement Make at necessary repars kmmediately.
Remove all bash and other debris from the riser and pool area.
I M= 3
_ VARIES n= 0.03
3 �1
GRASS LINED WITH CENTIPEDE
BERMUDA OR EQUiLVALENT
3: 1 GRASSED CHANNEL
N. T. S
PUBLIC ROAD
GRAVEL CONSTRUC77ON
ENTRANCE, KIDTH
AS REQUIRED
CE ENTRANCE/EXIT DETAIL
Practice 6.06
NTS
OVERFILL 6"
?r1
FOR SETTLEMENT
4'MINIMUM
EMERGEN6 Y \
BYPASS BELOW
�j/
G �2;1, SIDE��
SETTLED TOP OF DAM
Q j SLR E MAX.
NATURAL
GROUND
/� FILTER
/\��FABRIC
\�
- - - - X
SECTION VIEW
3'MINIMUM
WASHSTONE I'
NOTE:
THICK ON FACE
SEE NARRATIVE FOR
FROM TOE OF DAM 5'MINIMUM
MORE DETAIL.
TO WEIR.
1,800 CF / ACRE
X
Q
ri
2:1 SIDE 2:1 SIDE
SLOPE MAX. in SLOPE MAX.
CROSS SECTION
Q TEMPORARY
SEDIMENT TRAP
Practice 6.60
NOT TO SCALE
,IATELR�IORTEX
EL=15.8
#57 WASHED
STONE
0 0�0
0
0
0 0 0
1/2'HOLES WITH
0 0�
0 oq
3" SPACING
itz
EL=13.0
Xl
„
18 HOPE TEE
18 HDPE OUTLET PIPE
_._-CONCRETE ANTI-
FLOTATION BLOCK
TEMPORARY OUTLET
_STORAGE
STRUCTURE DETAIL
BASIN 1
NOT
TO SCALE
La
4'
�000
00000o4L REFERENCE EROSION CONTRC
ono°o° CALCULATIONS FOR SPECIFIC
mam*m*mamama DIMENSIONS.
OUTLET PIPE DIAMETER o°°°
(DO)
d50 = REFERENCE EROSION CONTROL CALCULATIONS
dMAX = REFERENCE EROSION CONTROL CALCULA7IONS
Lo = REFERENCE EROSION CONTROL CALCULATIONS
MIN. APRON THICKNESS = 4.5'
NOTE: FILTER FABRIC IS TO
BE PLACED JNDER ALL STONE JAN 3 ZOO
OUTLET PROTECTION. I
OUTLET PROTECTION DETAIL
NOT TO SCALE
COASTAL
SITE
DESIGN, PC
ENGINEER/NG
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
OW
LU �
Q L
O
Q
ZOQ
O
� 0 CL
.0 ¢
�_
30
�2
�OV
Z
Q
Z U ti
U W� J(n
o �U ZW!
to Q LLJ co tq- r")
Qti0 Wt~r Q)
U tt- I
o Z ZO h- Z I co
CL
ZW �WO Iyj�zO�
�Z LU �Z r�, �k
q s O
q Q wY
w a s
rd 10
0-1
�, �pf�SS+4pi
q �
0 EAL
2
o
W
Q
�
(n
Y
Q
W
lY
a
�++
J
wo
A8
5
W
Ix
O
C4
.-
Z
W
DA TE.• 10-10- 06
HORZ. SCALE. N/A
VERT. SCALE. N/A
DRAWN BY- RL W
CHECKED BY' HSR
PROJECT NO.: 05-004J
Sheet No EC6 pf4 C7

STORM DRAIN DESIGN COMPUTA77ONS
I LOCA7]ONE RUNOFF I PIPE DESIGN
FROM TO
POINT POINT
PIPE D.A. D.A.
LENGTH INCR TOTAL
(ft) (ACRES) (ACRES)
RNOFF � CA
COEFF INCR
(C)
m CA
TOTAL
Tc RAIN DISCH.
INLET DESIGN N Q
TIME TIME (in/hr) ( fps)
CAP.
(cfs)
VEI_.
(fps)
DIA.
(in)
LOPE INV.
UP
(9) (ft)
IN V.
DOWN
(ft)
HGL.
UP
(ft)
HGL.
DOWN
(ft)
GRND/RIM ELEV GRND/RIM ELEV
UP DOWN
(ft) (ft)
1.A
OUT
32.0
0.00
3.34
0.00
1 0.00
1.50
0.0
8.7
7.4
1 12.25 76.04
1 2.50
30
3.44
14.10
13.0
17.45
17.42
20.00
20.00
1.B
1.A
41.0
0.38
3.34
0.45
0.17
1.50
5.0
8.4
7.5
12.25 28.64
2.50
30
0.49
14.30
14.10
1749
17.45
19.80
20.00
1. C
1. B
23.0
0.19
0.19
0.45
0.09
0.09
5.0
5.0
8.1
0.70
6.92
0.39
18
0.43
14.40
14.30
17.58
17.58
19.80
19.80
1.D
1.B
70.0
0.00
2.77
0.00
0.00
1.25
0.0
7.9
7.6
10.16
26.85
2.07
30
0.43
14.60
14.30
17.56
17.52
20.00
19.80
1.E
1.D
198.0
0.66
1.14
0.45
0.30
0.51
5.0
5.4
8.1
4.18
12.45
1.33
24
0.30
15.20
14.60
17.67
1760
19.10
20.00
1.F
LE
23.0
0.48
0.48
0.45
0.22
0.22
5.0
5.0
8.1
1.76
6.92
1.00
18
0.43
15.30
15.20
17.68
17.68
19.10
19.10
1.G
1.D
222.0
0.77
1.63
0.45
0.35
0.73
5.0
5.2
8.1
5.98
13.58
1.90
24
0.36
15.40
14.60
17.72
17.57
18.50
20.00
1. H
1. G
23.0
0.86
0.86
0.45
0.39
0.39
5.0
5.0
8.1
3.15
6.92
1.78
18
0.43
15.50
15.40
17.75
1773
18.50
18.50
2.A
OUT
26.0
0.00
7.09
0.00
0.00
3.19
0.0
10.2
7.2
26.00 117.0
3.68
36
3.08
8.80
8.0
13.40
13.36
18.30
16.70
23
2.A
14.0
0.07
7.09
0.45
0.03
3.19
5.0
70.1
7.2
26.00 56.37
6.75
36
0.71
13.20
13.10
15.051
14.53
18.20
18.30
2.0
23
23.0
0.23
0.23
0.45
0.10
0.10
5.0
5.0
8.1
0.84
6.92
0.48
18
0.43
13.30
13.20
15.55
15.55
18.20
18.20
2.D
2.B
134.0
0.00
6.79
0.00
0.00
3.06
0.0
9.5
7.3
24.90
36.44
4.82
36
0.30
13.60
13.20
15.57
15.36
18.60
18.20
2.E
2.D
122.0
0.72
6.53
0.45
0.32
2.94
5.0
8.9
7.4
23.94
26.26
5.83
30
0.41
14.10
13.60
16.01
15.60
18.00
18.60
2. F
2.E
23.0
0.65
0.65
0.45
0.29
0.29
5.0
5.0
8.1
2.38
6.92
1.35
18
0.43
14.20
14.10
16.54
16.53
1 & 00
18.00
2.G
2.E
150.0
0.40
5.16
0.45
0.18
2.32
5.0
8.3
17.5
18.92
23.58
4.32
30
0.33
14.60
14.10
16.58
16.33
18.10
18.00
2. H
2• G
23.0
0.45
0.45
0.45
0.20
0.20
5.0
5.0
8.1
1.65
6.92
0.93
18
0.43
14.70
14.60
76.89
16.89
18.10
18.10
2.1
2.G
188.0
0.00
4.31
0.00
0.00
1.94
0.0
7.3
7.7
15.80
23.17
3.89
30
0.32
15.20
14.60
16.97
16.74
20.10
18.10
2. J
2.1
112.0
0.20
0. 73
0.45
1 0.09
0.33
5.0
15.3
8.1
2.68
6.28
1.51
18
0.36
15.60
15.20
17.29
17.22
19.50
20.10
2. K
2. J
23.0
0.53
0.53
0.45
0.24
0.24
5.0
5.0
8.1
1.94
6.92
1.10
18
0.43
15.70
15.60
17.32
17.31
19.50
19.50
2.L
2.1
110.0
0.24
3.58
0.45
0.11
1.61
5.0
6.9
7.8
13.13
13.64
4.53
24
0.36
15.60
15.20
17.30
16.98
19.40
20.10
2.M
2.L
23.0
0.52
0.52
0.45
0.23
0.23
5.0
5.0
8.1
1.91
6.92
1.08
18
0.43
15.70
15.60
17.62
1761
19.40
19.40
2. N
2. M
114.0
0.00
2.82
0.00
0.00
1.27
0.0
6.3
7.9
10.34
13.40
3.86
24
0.35
16.00
15.60
17.50
17.30
20.20
19.40
2.0
2.N
153.0
0.50
1.45
0.45
0.23
0.65
5.0
5.2
8.1
5.32
6.00
3.01
18
0.33
16.50
16.00
18.00
17.62
19.50
20.20
2.P
2.0
23.0
0.95
0.95
0.45
0.43
0.43
5.0
5.0
8.1
3.48
6.92
1.97
18
0.43
16.60
16.50
18.09
18.07
19.50
19.50
2. Q
2. N
169.0
0.74
1.37
0.45
0.33
0.62
5.0
5.3
8.1
5.02
6.26
2.89
18
0.36
16.60
16.00
17.99
17.64
19.30
20.20
2. R
2. Q
23.0
0.63
0.63
0.45
0.28
0.28
5.0
5.0
8.1
2.31
6.92
1.33
18
0.43
16.70
16.60
18.09
18. o8
19.30
19.30
2. S
2.D
46.0
0.20
0.26
0.45
0.09
0.12
5.0
8.1
7.5
0.95
6.92
0.54
18
0.43
13.80
13.60
15.96
15.96
18.30
18.60
2.T
2.S
23.0
0.06
0.06
0.45
0.03
0.03
5.0
5.0
8.1
0.22
6.92
0.12
18
0.43
13.90
13.80
15.97
15.97
18.30
18.30
3.A
OUT
38.0
0.00
8.05
0.00
0.00
3.62
0.0
9.6
7.3
22.66
51.61
2.41
42
0.26
15.10
15.00
18.35
18.34
23.00
20.00
33
3.A
203.0
0.95
8.05
0.45
0.43
3.62
5.0
8.2
7.5
22.66
59.08
2.77
42
0.34
15.90
15.20
18.41
18.35
22.00
23.00
3. C
3.8
138.0
0.53
1.53
0.45
0.24
0.69
5.0
5.3
8.1
5.61
6.32
3.18
18
0.36
16.40
15.90
18.81
18.41
21.60
22.00
3. D
J. C
23.0
1.00
1.00
0.45
0.45
0.45
5.0
5.0
8.1
3.67
14.91
1.17
24
0.43
16.50
16.40
18.95
18.94
21.50
21.60
3.E
33
8.0
0.92
5.57
0.45
0.41
2.51
5.0
8.1
7.5
17.05
45.85
3.49
30
1.25
16.00
15.90
18.42
18.41
22.00
22.00
3.F
3.E
254.0
0.85
3.41
0.45
0.38
1.53
5.0
7.1
7.7
12.50
12.69
3.98
24
0.31
16.80
16.00
19.20
18.42
19.80
22.00
3.G
3.F
23.0
0.41
2.56
0.45
0.18
1.15
5.0
7.0
7.7
1 9.39
6.92
5.31
1 18
0.43
16.90
16.80
19.38
19.20
19.80
19.80
3.H
3.G
190.0
0.39
0.92
0.45
0.18
0.41
5.0
5.3
8.1
3.37
5.90
1.91
18
0.32
17.50
16.90
19.96
19.77
20.90
19.80
3.1
3. H
23.0
0.53
0.53
0.45
0.24
0.24
5.0
5.0
8.1
1.94
6.92
1.10
18
0.43
1760
17.50
20.01
20.00
20.90
20.90
3. J
3. G
117.0
0.00
1.23
0.00
0.00
0.55
0.0
6.0
7.9
4.51
6.14
2.55
18
0.34
17.30
16.90
19.94
19.72
20.40
19.80
3. K
3. J
16.0
1.02
1.23
0.45
0.46
0.55
5.0
5.9
8.0
4.51
8.30
2.55
18
0.63
17.40
17.30
19.97
19.94
20.10
20.40
3. L
3. K
23.0
0.21
0.21
0.45
0.09
0.09
5.0
5.0
8.1
0.77
6.92
0.44
18
0.43
17.50
1740
20.07
20.07
20.10
20.10
3.M
3.E
127.0
0.66
1.24
0.45
0.30
0.56
5.0
5.3
8.1
4.55
5.89
2.57
18
0.31
16.30
15.90
18.75
18.51
21.60
22.00
3.N
3.M
23.0
0.58
0.58
0.45
0.26
0.26
5.0
5.0
8.1
2.13
6.92
1." 0
I 18
0.43
16.40
16.30
18.84
18.83
21.30
21.60
3A. A
OUT
44.0
0.00
2.77
0.00
0.00
1.25
0.0
7.9
7.6
10.16
19.55
2.,,-7
30
0.23
15.10
15.00
18.37
18.34
23.00
20.00
3A.B
3A.A
197.0
0.00
2.77
0.00
0.00
1.25
0.0
6.9
7.8
10.16
12.38
3.23
24
0.30
15.69
15.10
18.76
18.37
22.00
23.00
3A. C
3A. B
134.0
0.55
0.85
0.45
0.25
0.38
5.0
5.6
8.0
3.12
5.75
1.76
18
0.30
16.09
15.69
19.00
18.88
21.30
22.00
3A.D
3A.0
23.0
0.30
0.30
0.45
0.14
0.14
5.0
5.0
8.1
1.10
5.75
0.62
18
0.30
16.16
16.09
19.04
19.04
21.30
21.30
3A.E
3A.B
154.0
0.89
1.92
0.45
0.40
0.86
5.0
5.2
8.1
7.04
5.75
3.98
18
0.30
16.15
15.69
19.46
18.76
20.80
22.00
3A.F
3A.E
23.0
1.03
1.03
0.45
0.46
0.46
5.0
5.0
8.1
3.78
5.75
2.14
18
0.30
16.22
16.15
19.66
19.63
20.80
20.80
4.A
OUT
31.0
0.00
9.04
0.00
0.00
4.07
0.0
12.1
6.9
33.15
57.14
3.45
42
0.32
16.10
16.00
20.26
20.23
23.50
20.00
4.B
4.A
16.0
0.12
9.04
0.45
0.05
4.07
5.0
12.1
6.9
33.15
79.54
3.45
42
0.63
16.20
16.10
20.28
20.26
23.80
23.50
4.0
4.B
34.0
0.48
8.92
0.45
0.22
4.01
5.0
11.9
6.9
32.71
54.56
3.40
42
0.29
16.30
16.20
20.32
20.29
23.80
23.80
4. D
4. C
269.0
0.68
8.44
0.45
0.31
3.80
5.0
10.5
7.1
30.95
54.87
3.22
42
0.30
17.10
16.30
20.59
20.34
23.00
23.80
4. E
4. D
34.0
0.23
0.23
0.45
0.10
0.10 1
5.0
5.0
8.1
0.84
5.70
0'_48
18
0.29
17.20
17.10
20.75
20.75
23.00
23.00
4. F
4. D
106.0
0.00
7.53
0.00
0.00
3.39
0.0
10.0
7.2
2761
40.97
3'. 91
36
0.38
17.50
17.10
20.77
20.59
23.70
23.00
4. G
4. F
169.0
0.88
4.30
0.45
0.40
1.94
5.0
9.2
73
15.77
24.44
3.21
30
0.36
18.10
17.50
21.10
20.85
22.70
23.70
4.H
4.G
34.0
0.59
0.59
0.45
0.27
0.27
5.0
5.0
8.1
2.16
5.70
1.22 1
18
0.29 1
18.20
18.10
21.25
21.24
22.70
22.70
4.1
4. G
249.0
0.70
2.83
0.45
0.32
1.27
5.0
7.9
7.6
10.38
12.82
3.30
24
0.32
18.90
18.10
21.62
21.10
22.40
22.70
4. J
4.1
34.0
0.86
0.86
0.45
0.39
0.39
5.0
5.0
8.1
3.15
5.70
1.78
18
0.29
19.00
18.90
21.77
21.74
22.40
22.40
4. K
4.1
10& 0
0.00
1.27
0.00
0.00
0.57
0.0
7.2
7.7
4.66
6.39
2.64
18
0.37
19.30
18.90
21.90
21.68
23.00
22.40
4. L
4. K
78.0
0.42
0.70
0.45
0.19
0.32
5.0
6.0
7.9
2.57
6.51
1.45
18
0.38
20.0
19.70
22.02
21.97
22.30
23.00
4.M
4.L
34.0 1
0.28
0.28
0.45
0.13
0.13
5.0
5.0
8.1
1.03
5.07
0.58
18
0.29
20.10
20.00
22.05
22.05
22.30
22.30
4.N
4.K
112.0
0.15
0.57
0.45
0.07
0.26
5.0
5.7
8.0
2.09
6.28
1.18
18
0.36
19.70
19.30
22.03
21.98
22.70
23.00
4.0
4. N
34.0
0.42
0.42
0.45
0.19
0.19
5.0
5.0
8.1
1.54
5.70
0.87
18
0.29
19.80
19.70
22.04
22.04
22.70
22.70
4. P
4. F
144.0
0.24
3.23
0.45
0.11
1.45
5.0
8.0
7.5
11.84
24.17
2.41
30
0.35
18.00
17.50
21.04
20.92
22.30
23.70
4. Q
4. P
23.0
0.51
0.51
0.45
0.23
0.23
5.0
5.0
8.1
1.87
6.92
1.06
18
0.43
18.10
18.00
21.12
21.11
22.30
22.30
4.R
4.P
100.0
0.00
2.48
0.00
0.00
1.12
0.0
7.5
7.6
9.09
12.39
2.89
24
0.30
18.30
18.00
21.20
21.04
22.80
22.30
4. S
4. R
118.0
0.85
2.48
0.45
0.38
1.12
5.0
6.8
7.8
9.09
13.17
2.89
24
0.34
18.70
18.30
21.39
21.20
22.10
22.80
4. T
4. S
19.0
0.41
0.41
0.45
0.18
0.18
5.0
5.0
8.1
1.50
7.62
0.85
18
0.53
18.80
18.70
21.51
21.51
22.10
22.10
4. U
4. S
170.0
0.00
1.22
0.00
0.00
0.55
0.0
5.7
8.0
4.47
6.24
2.53
18
0.35
19.30
18.70
21.73
21.42
22.20
22.10
4. V
4. U
63.0
0.60
1.22
0.45
0.27
0.55
5.0
5.2
8.1
4.47
5.92
2.53
18
0.32
19.50
19.30
21.84
21.73
22.90
22.20
4. W
4. V
19.0
0.62
0.62
0.45
0.28
0.28
5.0
5.0
8.1
2.27
7.62
1.29
18
0.53
19.60
19.50
21.93
21.92
22.90
22.90
4A.A
OUT
28.0
0.00
2.96
0.00
0.00
1.33
0.0
10.9
7.0
10.85
24.51
2.21
30
0.36
16.10
16.00
20.25
20.23
22.00
23.20
4A. B
4A. A
180.0
0.63
2.96
0.45
0.28
1.33
5.0
9.5
7.3 1
10.85
23.68
2.21
30
0.33
16.70
16.10
20.38
20.25
23.30
22.00
4A. C
4A. B
34.0
0.83
2.33
0.45
0.37
1.05
5.0
9.3
7.3
8.54
12.27
2.72
24
0.29
16.80
16.70
20.42
20.38
23.30
23.30
4A. D
4A. C
138.0
0.00
1.50
0.00
0.00
0.68
0.0
8.6
7.4
5.50
6.32
3.11
18
0.36
17.30
16.80
20.80
20.42
25.40
23.30
4A. E
4A. D
258.0
0.49
1.21
0.45
0.22
0.54
5.0
5.3
8.1
4.44
5.85
2.51
18
0.31
18.10
17.30
21.32
20.86
21.80
25.40
4A.F
4A.E
23.0
0.72
0.72
0.45
0.32
0.32
5.0
5.0
8.1
2.64
6.92
1.49
18
0.43
18.20
18.10
21.39
21.38
21.80
21.80
4A.G
4A.D
63.0
0.14
0.29
0.45
0.06
0.13
5.0
6.8
7.8
1.06
5.92
0.60
18
0.32
17.50
17.30
20.95
20.95
26.60
25.40
4A. H
4A. G
34.0
0.15
0.15
0.45
0.07
0. 07
5.0
5.0
& 1
0.55
5.70
0. 31
18
0.29
17.60
17.50
20.96
20.96
26.60
26.60
CULVERT 1
55
2.13
2.13
.50
1.07
1.07
10.0
10.0
7.2
7.66
8.96
5.70
18
0.73
27.7
27.3
28.77
28.37
30.0
30.0
CULVERT 2
78
93.48
93.48
.45
42.07
42.07
30.0
30.0
4.9
207.8
186.5
10.58
60
0.51
15.4
15.0
20.5
20.0
24.0
24.0
CUL VERT 3
58
26.99
26.99
.45
12.15
12.15
25.0
25.0
5.4
65.0
39.16
9.2
36
0.34
1 & 0
i 7.8
21.35
20.8
24.67
24.67
CULVERT 4
68
107.53
1075
.45
48.39
48.39
35.0
35.0
4.6
222.1
144.7
11.31
60
0.31
13.21
13.0
18.5
18.0
22.0
22.0
CULVERT 5
78
108.24
108.2
.45
48.71
48.71
35.0
35.0
4.6
223.6
142.3
7.91
72
0.38
12.3 1
12.0 1
18.74
18.0
19.5
19.5
CULVERT 6
68
122.36
122.4
.45
55.06
55.06
45.0
45.0
4.0
221.7
-777-t
152.4
7.84
72
0.44
10.3
10.0
16.64
16.0
18.2
18.2
STORM DRAIN
DESIGN COMPUTA7701VS
LOCA 77ON
/y RUNOFF
fY� A. =. RNOFF MLA MCA TcAN
LENGTH INCR TOTAL COEFF y.^a INLET DESIGN (i)
(ft) (ACRES) (ACRES) (C) TOTAL 77ME TIME (inAri
59 56.89 56.89 .45 2: 5 25.6 30.0 30.0 4.9
PIPE DESIGN
FROM
POINT
^'0lNT
DISCH.
Q
(fps)
CAP.
(cfs)
VEL.
(fps)
DIA.
(in)
LOPE
(Y)
INV.
UP
(ft)
INV.
DOWN
(ft)
HGL.
UP
(ft)
HGL.
DOWN
(ft)
GRND/RIM ELEV
UP
(ft)
GRND/RIM ELEV
DOWN
(ft)
CULVERT 7
126.5
102.4
10.06
48
0.51
13.5
13.2
1766
17.2
19.5
19.5
CULVERT 8
68
16.75
15 -
45
4
754
_
20.0
35.0
5.5
4,65
44.05
757.2
36.17
185.7
6.23
10.62
36
60
0.29
0.51
17.6
12.0
174
11.7
20.7
15.52
20.4
15.23
21.4
19.0
21.4
19.0
CUL VER T 9
59
76.13
7c . ' ?
0.45
34.26
34.26
2 f
CULVERT
2 2
100.2
1 G .:. 2
0.45
45.10
45.10
3
30.0
4.9
222.3
175.6
11. 35
60
0.451
14.9
14.8
19. 96
19.8
21.0
21.0
CUL VER T ' '
_
105.9
105. 0 1
0.45
47.581
47.68
_ -
35. 0
4.6
2' 8. 8
? 94.1
11.15
60
0.56
13.40
13.30
18.401
18.30
21.0
21.0
N'CT=S, 4LL STORM DRAINAGE PIPE TO BE CLASS ll! OR ✓ RCP UNLESS OTHERWISE SPECIFIED.
2. JLVERTS 2-11 SZED FOR DOUBLE CULVERTS. HALF OF DRAINAGE AREA USED FOR CALCULATIONS.
TEMPORARY
MIN. TRAP
SEDIMENT BASIN SUMMARY:
VOL - 1,800 CF/ACRE DISTURBED A)'CA (10 YEAR STORM)
(SEDIMENT
MUST BE REMOVED TWICE A YEAR)
10 YR
SEDIMENT
DISTURBED MINIMUM BASIN VOLUME
FLOW
MIN. SURFACE
SURFACE AREA
BASIN
AREA (ACRESI VOLUME ((a &SMULM
AREA (So
PROVIDED (SFl
1
4.55 81190 20.612
7.09
3,089
9,753
1
8.40 15,120 46,713
9.94
4,330
14,106
1
11.49 20,682 59.454
13.94
6,073
29,427
1
13.50 24,300 74,005
20.44
8,904
23,897
TEMPORARY SEDIMENT TRAP SUMMARY,•
MIN. TRAP VOL - 1,800 CF/ACRE DISTURBED AREA (10 YEAR STORM)
(SEDIMENT MUST BE REMOVED TWICE A YEAR)
10 YR
SEDIMENT DISTURBED MINIMUM TRAP
WEIR
DEPTH
FLOW
MIN. SURFACE
LENGTH
WIDTH
IS& AREA (A2= VOLUME (M LENGTH
(E
(M
AREA (Z
k
1 0.73 1.314
4
5
1.58
689
35
20
2 0.20 360
4
5
0.43
188
10
20
3 0.72 1,296
4
5
1.58
680
35
20
4 0.44 792
4
5
0.95
414
21
20
5 0.29 522
4
5
0.63
275
14
20
6 0.18 324
4
5
0.39
170
9
20
OUTFALL
RIP RAP
DIMENSIONS
L X W X D
CLASS
QUANITY
CULVERT 11
9' X 6' X 4.5'
11
5 CY
CULVERT 2
25' X 18' X 8'
II
15 CY
CULVERT 3
12' X 9' X 4.5'
If
10 CY
CULVERT 4
25X 18' X 8'
11
15 CY
CULVERT 5
29' X 21' X 10'
II
20 CY
CULVERT 6
29' X 21' X 10'
II
20 CY
CULVERT 7
22' X 15' X 8'
11
10 CY
CULVERT 8
12' X 9' X 4.5'
11
5 CY
CULVERT 9
25' X 18' X 8'
11
15 CY
CULVERT 101
25' X 18' X 8'
11
15 CY
CULVERT 111
25' X 18' X 8'
11
15 CY
FM BASIN 1
7' X 4' X 4.5'
11
5 CY
FM BASIN 2
7' X 4' X 4.5'
11
5 CY
FM BASIN 3
7' X 4' X 4.5'
11
5 CY
BASIN 4
7' X 4' X 4.5'
N
1 5 CY
6" PERFORATED PLASTIC
PIPE CULT IN HALF ANCHORED
TO BASIN BOTTOM
ANCHORS TIES
FLOW DISTRIBUTION MECHANISM
MECHANISM DETAIL
NOT TO SCALE
SILT FENCE W/ WIRE BACKING
(STAKE SPACING 3 FT ON CENTER)
2 FEET MIN TOP AREA
TO.B EXIST DITCH TO
X
TEMP EARTHEN BERM
10
SETTLEMENT
2 FT ABOVE FLOW
'��.•.•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:�.�:•:•:•:•::•:•:•:•:•:•:•:•:•�9f BE FILLED IMMEDIATEL
SOLID TOP SOLID TOP
V/�i, �7 -
/X\//\\//\ f \,�\//\/ STORM STORM
\\�\\/\\/ \/\\/\\/ PIPE PIPE
9 FT
8 FT
STORM PIPE
STORM PIPES .STORM PIPES
STORM WATER FM
STORM STORM STORM
PROP. STORM PIPE
PIPE PIPE
PROP. STORMWA TER FM
SIDE VIEW FRONT VIEW
PLAN VIEW
21 FT X 9 FT X 8 FT BOX TO BE BUILT ON SI TE
INTERFERENCE STRUCTURE 1
NOT TO SCALE
SOLID TOP
SIDE WEW
STORM
PE
'ttUt'. 31 UKMWA I LK FM
STORM PIPE
STORM PIPE
SOLID TOP
PIPE 21 FT
=ASE
FRONT VIEW
1
21 FT X 9 FT X 8 FT BOX TO BE BUILT ON SITE
INTERFERENCE
NOT
To SCALE
2
PLAN VIEW
STRUCTU
20 FT MIN WIDTH
GENERAL NOTES FOR TEMP. PLUG DETAIL
1. BUILD RIDGE HIGHER THAN DESIGN AND COMPACT WITH
WHEELS OF CONSTRUCTION EQUIPMENT. COMPACTED RIDGE
MUST BE AT OR ABOVE DESIGN GRADE AT ALL POINTS.
2. LEAVE SUFFICIENT AREA TO PERMIT CLEAN OUT AND REGRADING.
3. CONSTRUCT SILT FENCE ON DOWNSTREAM SIDE OF BERM.
4. MIN. PLUG LENGTH OF 25' TO PREVENT BLOWOUT.
5. IMMEDIATELY DIVERT WATER AWAY FROM PLUGS TO APPROPRIATE
TP
DEVICES TO PREVENT PLUG BLOWOUT.
TEMPORARY PLUG DETAIL
NTS
18" KDPE TEE
�I�TLLRYORTEX
#57 WASHED
STONE
1/2"HOLES WITH
3" SPACING
8'HOPE OU71E7 PIPE
CONCRETE ANTI -
FLOTATION BLOCK
TEMPORARY OUTLET STRUCTURE DETAIL
STORAGE BASIN 3
NOT TO SCALE
EL=19.7
�I��1R�lORTEX
#57 WASHED
�
STONE
0 0�0 0
0 0 0 0
1/2"HOLES WITH
'
0 oWo
0 0�
3" SPACING
EL= 16.0A
c�
18" HDPE TEE
D
D
181NOPE OURET PIPE
ANTI -FLOTATION BLOCK
TEMPORARY OUTLET STRUCTURE DETAIL
STORAGE BASIN 4
NOT TO
I�
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENT/AL
P.O. Box 4041
Wilmington, NC 28406
[phone]
`*���H�trrurr/ry�
s
SEAL
ct
ft: Ld
D
o
0
rn
0
�
�
.-
�
Q
a
Q
d
a
=
z
a
U
�
rr
vi
J
Q
O
U
o
w
Q
�
w
�
�
w
0
Q
1
Q
0:
Y
<C
F
o
?
¢
U
:2
DATE: 10-10- 06
HORZ. SCALE.• N/A
V7=RT. SCALE.• N/A
DRAWN BY- RL W
CHECKED B Y.• HSR
PROJECT NO.: 05-0043
iA N t ,a,. EC7 EC
Sheet No. Of

LOCATION MAP
T TO SCALE
LEGEND
1 TEST PIT LOCATION
LOT LINE
CENTERLINE OF RIGHT OF WAY
—zi-•--,----.._ CONTOUR LINE & ELEVATION
I I
—I I— 30' DRAINAGE EASEMENT
I I
{— 15'
I I
TEST PIT ND.
ar►ni Utrfn
(INCHES)
mraucAuu►v RA1t
(1N/i1R)
NOTES/COMMENTS FROM SOILS SCIENTIST
LM 1
42
2
SEE REPORT DATED FEBRUARY 23, 2006 FAR SOIL PROFILE
LM 2
32
2
SEE REPORT DAZED FEBRUARY 23, 2006 FOR SOIL PROFILE
LM 3
24
1
SEE REPORT DATED FEBRUARY 23, 2006 FOR SOIL PROFILE
LM 4
44
2
FSEF REPORT DAZED FEBRUARY 23, 2006 FOR SOIL PROFILE
LM 5
60+
10
1 SEE REPORT DAZED FEBRUARY 23, 2006 FAR SOIL PROFILE
NOIE INFIURAIION SIZE NSIT/SEASONAL HIGH GROUNDWATER DETERMINATION WAS PEWOO ON 02123106
BY LAND MANAGEMENT GROUP, INC
RECEIVED
JAN 1 0 2007
BY:
0v
COASTAL
SITE
DESIGN' PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
ViImington, NC 28406
[phone]
Q�
ZO 3
v°
Wjo
O
sZC5
9z
�W
o
z_
W
O
SEAL
025403
'f v
/r,4pro '7
0
0,
o
o
.-
ui
P
o
z
w
4.
U
Z
S
c
�
m
�-
w
Wo
F—
Y
Q
Z
0
Q
Z
W
a
J
Q
0
3
w
m
w
w
a
o
�
o
W
0
5
aly-
0
z
N
W
Of
DATE. • 10-10-06
HORZ. SCALE- 1' 100'
VERT. SCALE. N/A
DRA WN BY HSR
CHECKED BY- HSR
PROJECT NO.: 05-0043
Sheet No. Of
k� C" L

NO T TO SCALE
c!1
7
c`-
LEGEND
1 TEST PIT LOCATION
- - LOT LINE
CENTERLINE OF RIGHT OF WA)
--21 - ----- CONTOUR LINE & ELEVATION
-I I- 30' DRAINAGE EASEMENT
I I
i j- 15'
I I
NR 1
)
\
3 gm m
Z
r
0C),
100 50 D 100 - 200 300
SCALE 1N FEET: 1 "= 100'
Out 1 �?6(-LiED
r�
COASTAL
SIT
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL f RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
i
FZ
ffi�� t4 Jo1r
F-
Y
Ov
Q
W
rY
z
w
DATE: 10-10- 06
HORZ. SCALE- 1 "= 100'
PERT. SCALE. N/A
DRA WN BY- HSR
CHECKED BY: HSR
PROJECT NO.: 05-0043
[Sh..t
No=W-1
K- "FCIZV
(j"—its /,,DtL O-Y\

a®sdeA'd®�'Q
ppA
BASIN
ACREAGE
1
4.55
2
8.40
3
11.49
�_4
13.50
F _
_
t
_
EXHIBIT MAP "C"
i
i
I go dW
�co
C"
1 a
i
r
1
1
/
Ai%E BASIN 1
Sif-ET EC 2) %
co
�0J)
NOTES.
1. 7HE BUILT UPON AREA (BUA) FOR EACH LOT MUST BE LOCATED
IN THE AREAS DEUlJEAIID FOR EACH LOT. ��TT
j�CEIvED
NOV 2 8 7006
BY:
100 50 100 200 300
SvALE IN FEET. 1 "= 100'
E
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDEN77AL
P.O. Box 4041
Wilmington, NC 28406
(910) 791— 4441
O
v..
vJ
O
;t
O
Q
_
m
z
w
Q
Q
z
O
Q
U
� O
Q
Zz
O�
U
Q
IL
Z
z�
�WO
Z
Z
al
Q
� Z
W
J j
QtWuo�pel-�
�n10h
O
Zit
cc w8,
p2
ii
O
DATE: 11-27— 06
HORZ. SCALE. 1`- 100'
VERT. SCALE. N/A
DRAWN BY- RL W
CHECKED B Y.- HSR
PROJECT NO.: 05-004J
Leet=

/
/
20 FT
D.E.
I/
1,
70
'�
71
e�
l!
7,
72
1
10 FT
D.E. .1
i i I
n
DEED BOOK 25E1, PAGE 63
LEGEND
21
DRAINAGE PIPE
AND RIP RAP
LOT LINE
CENTERLINE OF RIGHT OF WAY
CONTOUR LINE & ELEVATION
I I
-I (- 30' DRAINAGE EASEMENT
II
r 15'
1 1
4 -
77/•• 10 FT
D.E.
•
1,NF1LTR,4 nON BAS;?J 4 \�
(SEE SHEETEC 5)
de
1
1
1
CLARP AND
__z
1
s
i
�10 F
D.E.
DEED BOOK 1902, PAGF 294
1
• _ �Lil�
f1
l
e
® n%%
rSTORAGE BASPN 1
(SEE SHEET EC 2)
INLET
ACREAGE1
INLET
ACREAGE
1.8
a37
im
0.65
1.0
0.19
3.N
0.58
1.E
a65
3A.0
a54
V
a47
3A.D
0.30
1.0
0.77
3A.E
0.89
1.H
a8B
3A.F
1.03
28
0.06
4.8
0.12
2.0
0.22
4.0
0.48
2.E
a72
4.D
0.68
ZF
0.65
4.E
0.23
2G
a39
4.G
0.86
2H
a44
4.H
0.59
2J
0.19
4.1
0.69
2K
a52
4.J
0.85
2L
a24
tL
0.41
2M
0.51
4.M
0.28
20
a49
4.N
a15
2P
a95
4.0
0.42
2Q
a74
AP
0.24
ZR
0.63
to
0.51
2.S
0.19
4:S
a85
2T
0.05
4.T
0.41
3.0
a92
4.V
060
3D
1.00
4.W
0.61
IF
084
4A.B
0.63
3.G
0.40
4A.0
0.83
3.H
0.38
4A.E
0.49
3.1
0.53
4A.F
0.71
U
1.01
4A.G
0.13
3L
021
4A.H
0.15
04 low
APPROVED
NORTH CAROLINA ENViRONMEMAI
MANAGEMENT COMMISSION
DIVISION OF WATER QUALITY
100 5C 0 100 200 300
I
SCALE IN FEET 1 "= 100'
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDEN77AL
P.O. Box 4041
i ilmington, NC 28406
(910) 791- 4441
2
cn
�
c)
0
Lij
p O
O
2
O
U
W O
U
¢
7
U�
J j
U j ('0 p
C)ti_Z cl
I
Lu
<
C�I��Q,tQi.
W
O
tw-
Q
C]
Y
fy
Q
w
Q
Z
w
DATE: 10-10- 06�
HORZ. SCALE. 1 "= 100'
VERT. SCALE. NIA
DRA WN B Y.• JSM
CHECKED BY- HSR
PROJECT NO.: 05-004J
Sheet No. Of