SW8060101_APPROVED PLANS_20070629 (3)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 06 O I 0 l
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2007 0 6 201
YYYYMMDD

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LEGEND
EXISTING TOPO CONTOURS
PROPOSED GRADE
945.31 PROPOSED SPOT ELEVATION
(TOP OF PAVEMENT)
........T......:�� 404 WETLANDS
STORM DRAIN
--@I-- CATCH BASIN/JUNCTION BOX
[I.— POND OUTLET STRUCTURE
—► DRAINAGE SWALE
RIP —RAP OUTLET PROTECTION
SILT FENCE
CONSTRUCTION ENTRANCE
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VICINITY MAP
Scale: 1 Inch = 1 Mile
GRADING, STORMWATER
AND EROSION CONTROL PLANS
• 1
Meadow
Ridge
APPROVED /4�
NORTH CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION
DIVISION OF WATER QUALITY
Z?-14UG-Z? )0--
OCEAN ISLE BEACH, NORTH CAROLINA
OCTOBER 2005 RECEIVED
JUN 2 9 2007
REVISED JUNE 25) 2007 rROJ# 6w0(001rJ%RU0
Prepared by:
HOUSTON AND ASSOCIATES, P.A.
CONSULTING ENGINEERS
117 Pine Street P.O. Box 627 Shollotte, North Carolina 28459 [phone]
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FUTURE
TOTAL
OUT
TOTAL
**EXISTING
ALLOWABLE
ALLOWABLE
PARCEL
AREA
BUILT -UPON
BUILT -UPON
BUILT -UPON
I.D.
(AC.)
AREA (AC.)
AREA (AC.)
AREA (AC.)
1
1.43
0.0585
1.1141
1.1726 (82%)
2
1.41
0.0765
1.0797
1.1562 (82%)
3
1.45
0.00
1.1745
1.1745 (81%)
4
5.88
4.99
0.0
4.99
5
13.59
5.26
0.9043
6.1643
6
3.45
0.00
1.9776
1.9776
7
2.79
0.135
1.6936
1.8286
R/W
1.27
0.98
0.0
0.98
TOTALS
31.27
11.5
7.9438
19.44
DEVELOPMENT
TBD
TBD
TBD
Access Storage II
Access Storage II
FLEX -SPACE
FLEX -SPACE
+* EXISTING BUILT -UPON AREA REFLECTS BUILT -UPON AREA SHOWN ON CURRENT PLAN
AND APPROVED OR CURRENTLY PROPOSED UNDER SW8060101.
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STORMWATER POND #1
SCALE: 1 "=30' STORMWATER
POND #1
WEST FOREBAY
EAST FOREBAY
MAIN POND
TOTAL
ELEVATION
SURFACE AREA
SURFACE AREA
SURFACE AREA
SURFACE AREA
(M.S.L.)
(S.F.)
(S.F.)
(S.F.)
(S.F.)
35.5
-
-
4,019
4,019
36.0
687
692
4,546
5,925
40.0
2,428
2,466
9,042
13,936
41.0
3,066
3,097
12 771
18,934
42.0
3,587
3.645
16:057
23.289
43.0
4,106
4,183
17,700
25,989
43.4
4,322
4,407
18 356
27,085
44.0
4,655
4,750
19:342
28,747
EMERGENCY
OVERFLOW OUTLET
20' WEIR
0 44.0
RIP -RAP
Z_
WEST
FOREBAY
TOP FOREBAY ATM
BERM 0 41 0 0 6:1 S
TOP OF POND FROM
044.5 7� 40.0
STORMWATER POND #1
WEIR OUTLET STRUCTURE
10' WEIR 0 43.4
3" ORIFICE 0 42.01 _-
RIP -RAP
j
TOP FOREBAY
BERM 0 41.0
0 44.0 PORTABLE PUMP, CAPABLE OF PUMPING
T0HETATOTAL POND VOLUME IN LESS THAN 24 HOURS,
STORAGE POOL IS
TO BE USED TO DRAIN PONDS IN AN EMERGENCY.
043.4
SECTION 1A-1'A
STORMWATER POND #1
44
FLOOD POOL 0 44-0
44
STORAGE POOL 0 43.4
2
PERMANENT POOL 0 42.0
42
TOP FOREBAY BERM
TOP FOREBAY BERM
0 41;0
041,0
�0
7
4
4C
1
EAST
AW
8
0 P
WEST .... . . .....
..
.........
. . . . .. . . . . .
FOREBAY
3E
FOR BAY
�
fn
36
3
BOTTOM ®36.0
BOTTOM ®36.0
SCALE;
BOTTOM 0 35.5
HORIZONTAL ..=30-
VERTICAL 1;'=3'
5
134
3A
VEGETATIVE
0 6:1 S1
FROM 40.0
EMERGENCY
OVERFLOW OUTLET
20' WEIR 0 44.84
STORMWATER POND #2
SCALE: 1 "=30'
NOTE: A PORTABLE PUMP, CAPABLE OF PUMPING
THE TOTAL POND VOLUME IN LESS THAN 24 HOURS,
RP
IS TO BE USED TO DRAIN PONDS IN AN EMERGENCY.
0
STORMWATER POND 2
OUTLET STRUCTURE
BOTTOM
WEIR 0 43.0
2.0" ORIFICE 0 41.75
®36.0
STORAGE P OOL
24" INV. 39.88 rVEGETATIVE
SHELF
0 0
®6:1 SLOPE
FROM 40.0 TO 42.0
PERMANENT POOL
1 75
FLOOD POOL
0 43.78
TOP FOREBAY
BERM 0 41.0
77
TOP OF
04
SECTION 2A 2A
r
46
ISTORMWATER POND #2
4
-
44
-FLOOD POOL, 0 43.78
STORAGE POOL 0 43.0
42
42
VEGETATIVE SHELF
PERMANENT POOy 041.75
0 6:1 SLOPE
TOP FOREBAY BERM
FROM 40.0 TO 42t0
®41.0
40
FOREBAY
38
- 1.
&�'
3E
0 1
6
3E
BOTTOM 0 36.0
BOTTOM 0 36.0
SCALE:
HORIZONTAL 1"=30'
VERTICAL 1'
34
34
STORMWATER POND #2
ELEVATION
(M.S.L.)
FOREBAY
SURFACE AREA
(S.F.)
MAIN POND
SURFACE AREA
(S.F.)
TOTAL
SURFACE AREA
(S.F.)
SECTIOM 113-113
-
STORMWATER POND #1
FLOOD POOL 0 44.0 41
STORAGE POOL 0 43.4
a a
w w
STORMWATER' POND 3
WEIR IRE:
7
36.0
40.0
41.0
42.0
43.0
44.0
1,170
3,769
4,609
5,343
6,075
6,835
2,782
6,175
9,036
11.776
13,190
14,634
3,952
9,944
13,645
17,119
19,269
21:469
POOL 0 42.0
STORMWATER POND #3
FOREBAY
MAIN POND
TOTAL
ELEVATION
SURFACE AREA
SURFACE AREA
SURFACE AREA
(M.S.L.)
(S.F.)
(S.F.)
(S.F.)
39.0
487
413
900
43.0
2,328
3.699
6,027
44.0
2,967
6,521
9,488
45.0
3,582
9,356
12,938
46.0
4,190
10,816
15,006
47.0
4,828
12,304
17,132
TOP
STORMWATER POND #3
SCALE: 1 "=30'
BOTTOM
0 39.0
VEGETATIVE SHELF
0 6:1 SLOPE
FROM 43.0 TO 45.0 PERMANENT POOL
045.0
FLOOD POOL STORAGE POOL
@ 46.5 0 46.0
0
M.
♦
TOP FOREBAY
BERM 0 44.0
NOTE: A PORTABLE PUMP, CAPABLE OF PUMPING
THE TOTAL POND VOLUME IN LESS THAN 24 HOURS,
IS TO BE USED TO DRAIN PONDS IN AN EMERGENCY.
SECTION 3A`3A
FLOOD POOL ®46.5 STORMWATER POND #3
41E
STORAGE POOL ®46.0.
PERMANENT POOL 0 45.0
4
--- - ------ -_ JQP- FOREBAY-BERM
EP
.........
44
------
VEGCT;VIVE F
0 44.0
-
0 6:' SLOPB
FROM 43.0 TO 45.0
�-2
FORE BAY, tyi
42
�0
. ..... .
4C
SCALE:
HORIZOOAL 1`30'
VERTICAL I '_3'
BOTTOM'® 39.0
BOTTOM ®39.0
138
31
SECTION 313-313
STCIRMWATER POND #3
48
4E
FLOOD POOL 0 46.5
6
4E
STORAGE POOL 0 46.0
ERmANENT POOL 0 45.0
441-1
44
VEGETATIVE SHELF
0 6:1 SLOPE;
FROM 43.0 TO �5.0
2
4ti
40
ry
4C
SCALE:
HORIZONTAL l-1 "30'
VERTICAL 1,z:i:3'
BOTTOM 0 39.0
138
3
0
FROM
CTION 213-213
STORMWATER POND #2
POOL
BOTTOM 0
NOTE: Vegetative cover above permanent
pool shall be bermudograss sod.
Wetland species are to be planted
on the 6:1 shelf. These species are:
Pontederia Cordata (Pickerelweed)
Juncus Effusus (Bog Rush)
Ludwigla (Water timrose).
ME

MIN. TOP OF BANK �\
(SEE DE AIL) g, z CREST OF WEIR ELEV.
(SEE DETAIL) sr a
(STORAGE POOL) �i \ ORIFICE
\ NORMALPOOL)
2 X 4 TREATED LUMBER STAINLESS STEEL WIRE MESH FLOW SPREADER ORIFICE PIPE \
SPIKE TO POST WITH WITH MIN. 3/16" STRANDS AND (SEED ETAIL) ,� \ (SEE DETAIL)
16d H.D.G. NAILS 1"SQUARE OPENS.
(TYP.)
PLAN VIEW RIP -RAP FROM NORMAL POOL POND B
MESH SHALL BE CUT
TO POINT DOWNSTREAM WHERE
1 - CHANNEL SLOPE IS LESS THAN 1 % i =
SEAL WATER -TIGHT BETWEEN r_s_=- --
TO FIT IN SIDE TEE r
- PIPE AND CATCH BASIN
LONUITIM1NAL SECTION RIFICE PIPE SUPPORT
J r________________
(SEE DETAIL) _
• _ r CH. 40 PVC ORIFICE PIPE
4 X 4 TREATED POST -RAP TO MINIMUM
MIN. 4' IN GROUND , IPTOP OF BACK ELEVATION
(TYP.) I
d i 7L Jt A
3
RIFICE ELEV ��EE PLANS 3
(NORMAL POOL)
A
CAST IRON HOOD, FRAME AND GRATE =--------------- '-
SEE PLANS FOR ORIFICE PIPE CROSS RECT_I_ON VULCAN MODEL: V-4065-1 - ,------------------------------
SIZE AND ELEVATIONS X 2 OR APPROVED EQUAL
6
CH. 40 PVC REDUCING TEE WMIRIJ_TE
O T.
_T ST$JJS'TL RE FO-I?�STORMWATF.R Pn00-ND PL`AN V1LW
DRIFTC_F_PIPE SUPPORT DETAIL SECTION VIEW NTS SEE PLANS FOR PIPE SIZE
NTS AND ELEVATIONS
STORMWATER POND ORTFTC , PJPF, DF,TATT"
ELEV OF TOP
NTS OF CURB
R/W R/W 6" PRECAST CONCRETE
TOP WHEN REQ'D.
50'
6' 35' 6,
AS REQD.
2.5' 15' 15' 2.5' MAX SLOPE SEE PLAN
PRECAST CONCRETE
B BOX
SHOULDER SHOULDER 3.1 TIE TO
1" PER FOOT 1" PER FOOT FEXISTING
ve PER FOOT ua" pER FoOr GRADE TOP OF BERM
SEAL WATER -TIGHT BETWEEN MIN. SLOPE �—' --� 6:1 CULVERT SEE
PIPE AND CATCH BASIN TIE TO 6a MIN. SLOPE EST OF WIE LAN FOR TYPE
EXISTING � 3'1 SO' CURB & GUTTER 5:1 SLOPE
GRADE
ppCTED SUBGRADE TYPICAL CUT SECTION
�., MAX. SLOPE _ SEE PLANS
h __________________i i` IP-RAP FOR PIPEINVERT
TYPICAL FILL SECTION 6" ABC OR 9' STBC ELEVATIONS
h i ' " 1-2 BITUMINOUS CONCRETE -- - - _
a A MEADOW SUMMIT DRIVE ROADWAY SECTION LONGITUDINAL SECTION VIEW
......... CRUSHED STONE z 1 -..... .
.:. :.: f. .. .. CRUSHED STONE
if
TOP OF ARM '-sC `i::7::7 li:: is i:::i:
' k E �U'� -------------- COMPACTED SUBGRADE
15' 31 REST OFW IER SEC:TION B_—B
SECTION A -A
SHOULDER 114" PER FOOT 114" PER FOOT SHOULDER RIP -RAP
PRECAST CONCRETE r_____________ I` TIE TO MAX.SLOPE 1"PER FOOT .4 1' PER FOOT MAXSLOPE TIE TO
EXISnNI 5:1 5:1 5:1 5:1 _- EUISTING TYTWAL_CUJ1B INLET CA CH B_ ASIN
GRADE 6.1 ` 6 1 GRADE CROSS SECTION VIEW NTS
SEE STORMWATER POND MIN. SLOPE MIN. SLOPE
B
ORIFICE PIPE DETAIL OMPACTED SUBGRADE /-'+�7��/vp �7� y+�
6" ABC OR 9" STBC EMERt?i_i� � �_! O ER,_LOWfJTL.FT
SEE PLANS FOR PIPE SIZE PLAN VIEW 1 1/2' 1-2 BITUMINOUS CONCRETE NTS
AND ELEVATIONS ROADWAY SECTION
MANHOLE FRAME AND GRATE I—VARIERVARIE
VARIES VARIES
4r,
SEAL WATFA-TIGHT BETWEEN
C TRASH GUARD � � PIPE AI.O CATCH BASIN
WEIR ELEV.
(STORAGE POOL ELEV.) COMPACTED SUBGRADE, 1 12" 1-2 BITUMINOUS CONCRETE "ABC OR 9' STBC COMPACTED R 1 /8"
SEE STORMWATER POND MIN. PERIMETER =6.
ORIFICE PIPE DETAIL - (95%STANDARD PROCTOR) tl MIN. AREA OPEN=3."------------
SECTION BETWEEN BUILDINGS R 1 3/4"
ORIFICE ELEV _ r 1
(NORMALPOOL) R 1/8"
1
CONSTRUCTION TO BE IN ACCORDANCE WITH LATEST NCDOT SPECIFICATIONS
AS REQUIRED : AS REQUIRED TYPIDAL -_ROADWAY SF TTONS_ _ 0
: _r.. PRECAST CONCRETE SUITABLE FOR O� I --__--NTS R3/4"'I CULVERPLAN R TYPE - .. 7"... -- - .- - ' 1
11 6 ABC OR
SEE PLANS I 9" STBC
PI -AN VIEW
...-,b.:..:.
"- CAST TRON FRAME & GRATE SUITABLE
FOR PIPE INVERT 1.1 .:}:::.-
. . . . - - - - - :. ELEVATIONS - .. . . . . . .. - R TRAFFIC LOADING
3 MIN.-- `' FOR H2OT DING
.'.'.'.'.'.'.'.'.'.'.':':'.'. 1 112 1 2 BITUMINOUS
US PAVEMENT
r:;i:a: .....:.;..1 Fi::.`:. ..........i
�6PRECASTCDNGTETE
TOP WHEN -
TFN: OD.
CRUSHED STONE 714" PER FOOL - 1 1-6V"
REO'D. AS R IR)
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r r r r�vrv5va `r` v,r, v ,yr.................................:..:..:..:..:................._.. .. .. ..._ _ PLAN FOR TYPE
�r+vrrE,r�rE r�r�,r45 r���s�+4�rrv�4vi�4,r,�r,4v�rr i�iarieni�r�rai�?ra5a5aS,Sa: ,v4ariva4�rraria�rv5ass5sin---"....................v-.:..:..:-.::_.:--:>a.--.........--�......-..•..•.......•-.• _ .NOTES.
-
COMPACTED SUBGRADE 6" ABC OR 9" STBC COMPACTED - ` _ , " - _ . • _ 1. CONCRETE SHALL BE 3,000 P-S.I.
-
(95°b STANDARD PROCTOR) 2. CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS.
SECTION B J3 SECTION A -A -- _ _ (A 15' SPACING WILL BE ALLOWED WHEN A MACHINE IS USED.)
3. FINISH ALL CONCRETE WITH CURING COMPOUND.
5rrr rraaarrrr rrr4`rr``�ar rrrar SEE PLANS
vara vivv,av,r,r,rvvr vvriv ,5 4 r -
r Lva,r,r v,r,r,rv,r�wrr -
..._-
"' FOR PIPE INVERT
- ...._.� : .. - - ELEVATIONS
COMPACTED SUB §ASS
STORMWATER POND OJJTSLEZSTRILCTU1tE `;,,•.=::-;:-�::�::=::•:>::=::=::•s:�:-:�:::::;-:-:=:-'::-:-:�:::::�::-;:�-;:=:;-';:•;==:: — —
y y, y, vavw,f,r,,y r,5`. 1 11 f: T� 1777 --.-e
NTS t ;?rs;,t,.,;:r: :;:;;rs;c: css;:,.;�nr:;.`::;. L-6 MF'D_LANC�LT$�_c�S�ILT'I'E-R DF.TATT c::;; :: , {:::;:: _� 1
i.a_s-sv..r..r._e.e_r_rv..r_v..a.`rv.✓..r✓'r_c.<,¢,a. ::P ':.'::'{ CXiL5F/�STCNE .---1
-------------------
NTS
COMPACTED SUBGRADE
PAVEMENT DETAIL SEC B-B SECTION A -A
NTS TYPICAL__GRATE INLET_CAT_CH BASIN
NTS
B
11 r-- --
R 1/211 I- A ° j
B _ L c
VEGETATIVE FILTER OF VIGOROUS ------------------------ .'.'FI3' R3" R 1/8' I ° y I
STAND OF BERMUDAGRASS - 1 PRECASTc REF I_—___—_
A A _� 1 1 /2" 1-2
1 0` -- - ...........
fi ABC OR
" ::;
B 9" STBC PLAN vtEw
12" HOPE CUT IN HALF. MANHOLE
PLAN -
FRAMEB WVE
`:.bRUSHED STONE;: :':.: _ :::
1' 6
1 3 MIN...
6"
r .. .. .. RCP UNDER ROADWAY
AS D. AND HOPE FOR
NOFTTRAFFIC LOAD {3 MN)
EL_O�Y�SRREADDDR DETAIL NOTES. AREAS
SECTION A A SECTION B-B 1. CONCRETE SHALL BE 3,000 P.S.I.
NTS 2. CONTRACTION JOINTS SHALL BE SPACED AT IW INTERVALS. SEE PLANS
(A 15' SPACING WILL BE ALLOWED WHEN A MACHINE 1S USED.) FOR PIPE INVERT
3. FINSH ALL CONCRETE WITH CURING COMPOUND. ELEVATIONS
TYPICA7. METHO�OF FN TN = CTIRR AND �7TFR �
NTS
T-6" STANDARD_CURR 8_GTITTF.R D .___ETAffi CRDSEDSGNE /1
1 1 1 L1J
This drawl Is the m of HOUSTON and ASSOCIATES, P.A.and NTS-----------' `-----------------------'
is not be reproduced in Whole or in part without written permission Tram
HOUSTON and ASSOCIATES, P.A. ©COPYH9bL 20ar SECTION 11-B SECTIONA-A
AGT®SUBCgADE
�1
ALL RIGHTS RESERVED STANDAT;SD JUNCTION BODY
NTS v/

A. BURY THE TOP END OF THE JUTE STRIPS IN
TRENCH 41NCHES OR MORE IN DEPTH.
_:t;I; Sr???
TOP ELEVATION OF STORMWATER.5'- 1'
B. TAMP THE TRENCH FULL OF SOIL. SECURE - �;.:
WITH ROW OF STAPLES, 10 INCH SPACING, '�.'r.'.'.'
;:':'s
----------------
41NCHESDOWNFROMTRENCH.
'
i F y
#S WASHED 1 MAX.m
STONE 2
EROSION CONTROL ROL NARRATIVE
V E
a
-
E. OVERFALL. . W.>>
C. OVERLAP - BURY UPPER END OF LOWER
STRIP AS IN "A" AND "B". OVERLAP END
CHANNELSLOP
1 RIP -RAP
A. PROJECT DESCRIPTION
OF TOP STRIP 4INCHES AND STAPLE.
Meadow Ridge located ,
.......... OR WIDTH OF
VARIES
is in southern Brunswick
g e nslvick Counts-, North (;arolina. Meadow Ridge is a 31.1'3 acre
�.....�.'.
'.'
EZISf1NG`'i€ ABC PROPOSED STREET,
ROADWAY:,':Es'i`Ei?.'.'.-.'.'.'.'.'.' WHICHEVER IS
tract ofl land a d that will include five (5) future commercial developments and one (1) commercial storage
{ ' O .'\.'.': Y'
\.. .:.
GREATER
SECTION VIEW
facility, Access Storage II. The Access Storage B facility, the roadways, storm drainage, and utilities are
being constructed now. All stormwater is treated in three 3 Stormwat r Ponds, g O e o nisi, the future
EROSION STOP - FOLD OF JUTE BURIED IN . „ .,i-'.'
- - � - -'
EXISTING SLOPES
stormwater runoff from the future commercial
a CO ercial developments. The future commercial developments are
P
SLIT TRENCH AND TAMPED, v
ti. :.'. :':'1
DOUBLE ROW OF STAPLE' '.T:'.'`I.-:.:.:.
o
allowed8 /oimpervious
5 coverage. Sediment storage is provided in the Stormwater Ponds. The Meadow
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-�.
• - - . - PLACE STAPLES 1.5
Ridge, construction
project includes the con tntct.ion of a lift station on -site
g P J ( ) and approximately mately 10.700 feet of 8-inch force
PP
�
o
-
- - - - - - T06 FEET APART AS
. .\.
'. REQUIRED TO KEEP
10' MIN.
main. NI project g
Most of the force main is off of the Fitt ect site and is located in the NCDO'f right-of-way.
>
>
.'.-y.'.'.'
��; .::'.:.:. .:.' THE JUTE FIRMLY
i.. �. PRESSED INTO SOIL
15'-0"
m
Q
-�v -
HEIGHT & WIDTH DETERMINED BY
TheMeadow
endow• Ride project area drains to the Saw Pi Swamp
t Sc a and ni to the h ll River- Both
g P S a otte e of are
- -:--- - :-:-' .
PLAN VIEW
EXISTING TOPOGRAPHY AND
TOPOGRAPHY A
.5' - 1' SEDIMENT STORAGE REQUIRED
classified as "C. Swamp" according to the NCDEbf "Classification andWater Standards."
.': TYPICAL STAPLES
.'x.. - l.y'
w
Current land use of the project area is woodland.
Kxglxuxa *�
#6 GAUGE WIRE
-'-- - -`-
n
EXISTING ROADWAY NEW CONSTRUCTION
< #5 WASHED
> STONE
t' V
a
B. SOILS AND TERRAIN
s^ MIN. 12" IN.
The project area to be disturbed is slightly rolling with a consistent slope from the southern project boundary
FRONT VIEW
to the northern project boundary. The Soil Survey of Brunswick County classifies the soil types within the
Q `�
SECTION VIEW
project boundaries as Mandarin Fine Sands and Grifton fine sandy loam. These series of soils are
J a�
F.
AROUND STRUCTURES AND STAPLE SECURELY.
considered to be poorly drained.
=J! TE THATCHING_STABILi7.ATiON DETAIL
ENTRANCE DETAIL
TYPiC,AL CHECK DAM DETAIL,
NTS
_C-ONSTRU-CTION
NTS
NTS
C. EROSION CONTROL MEASURES
The primary land disturbing activities for this project are related to construction of the roadways, Storage
INSTALLATiON OF -JUTE THATCHiNGSLLSWALES
S (SEE WM#S.)
Buildings (Access Storage II), parking lots, installation and construction of storm drainage system including
STEEL OR WOOD POST
:• sT.v
stormwater pends, installation of under ground utilities, and the relocation of existing ditches. To prevent
WHERE APPLICABLE
seqaa wovEN wmE FE vanG As REURD.
(SEE NOTE If
sediment losses to off -site areas and erosion during construction, the followin measures shall be used: silt
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SILT FENCE FABRIC
fencing, seasoned grassing, construction entrance, inlet protection, outlet protection, and Three (3)
Jute thatching shall be used in swans where the slope exceeds 0.015 (1.5%)
EXTRA STRENGTH (50 #/1 IN. MIN.) SYNTHETIC POROUS
.stormwater Ponds will be used as sediment basins. The three (3) .stormwater Ponds are designed to the
MIN 1212GA
INTERMEDIATE FILL SLOPE
FABRIC OF NYLON, POLYESTER, OR ETHYLENE YARNS.
State's specifications for stormwater treatment, and provide more than enough sediment. storage capacity.
P g
SPECIFICATION GUIDE
c z
WIRE _ .
- - - - - - - - - - - - -
All accumulated sediment shall be removed from the Stormwater Ponds prior to their use as permanent
a
A. Preparing To low flows
- �,
I
s{ormw'ater treatment BMP's- Sediment shall not be allowed to leave the site at any time during
a channel and seeding: prevent meandering slope than rid-titcenter to confine tothe
�'
I I
construction- Frequent inspections by the en
9 P engineer shall be done to ensure that all erosion. control measures
F o
channel where thatching will be. laid
GRADE ' •
I
are functioning
g property.
W m
. "-MIN. COMPACTED FILL OVER SKIRT
IQ
I
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I Fertilization - Lime and fertilize as specified in "Seeding Schedule". Disk as needed but. do not cultipack.
o ANCHOR SKIRT WITH MIN 4" LONG
y�� WIRE STAPLES @ 12" O.C.
A I A
OO�OOOf�O ,.�.., .a. ....in ,�
I I
•G
3
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2. Vegetative Sprigging - Plant. grass sprigs or similar material before the thatching is put down. Spacings for
FOR REPAIR OF SILT FENCE FAILURES,
USE #57 WASHED STONE IN LIEU OF
COMPACTED FILL.
���O�DDO I z
x
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planting may vary. Suggested maximum is 10 x 20 inches.
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3. Seedin s - Split the application. Sow half the seed before placing the thatching. Plant the remaining half after the
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F NT VIEW SIDE VIEW
I TYP. UO
I ¢o
EROSION CONTROL GENERAL NOTES
ci
thatching is laid.
I m� ''
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H -' -' :
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1. All. COIIStr'UC ton aCttVltleS Shall be performed m compliance with the Sedimentation Pollution Control
c
B. Laying the Thatching: The thatching shall be laid on loose soil after all rocks, clods and sticks have been picked up
that would prevent contact with the soil surface.
1. Install silt fences as shown on drawing and at locations necessary to control Siltation of adjacent areas.
2, Where wood posts are used, they shall be a minimum d 3" in diameter and 6 in length- Posts shall be creosote or
pentacnloroperrol treated southem pine.
I
------------- W Z O
F N -
Act Of 197�.
O `
m
where steel posts are used. they shall be 5 m tench and be of the sell fastener angle type.
3' Woven wire fencing, where required (see Note # 6), shall conform m ASTM A116 forGass 3 galvanizing- Fabric shah
4' be 32' have a minimum a 6 Fine 12" The top
X
TREATED 2 X 4 POST &FRAME In
2. All land disturbing activity is to be planned and conducted to limit exposure to the Shortest feasible
W
1. Start laying the thatching from the top of the channel and unroll down grade so that one edge of the strip coincides
a minimum of wide and wires with stay spacing. and bottom was shall
with the channel center. Lay a second strip parallel to the first on the other side of the channel and allow a 2 inch
be 10 gauge, and intermediate wires shall be 12-12 gauge Wee caloric shall be fastered to wood pasts with rot less
than #9 staples 1 107 long.
{jnte
overlap. If one roll of thatching does not extend the length of the channel, continue downhill with additional rolls.
Finer taboo Shall be of nylon, polyester, propylene or m ethylene yam with minimustrength of 30lb.Ain, in, and a
5. minimum 85%filtemg efficiency. Fabric shall contain ultraviolet inhibitors and stabilizers
It fitter fabric is used with a strength of 50lb.Ain. inor greater, and the post spacing (S) does not emeed 9, woven
6. wire ferxvrg is Otherwise. woven as wire leasing is required, and spacing 8'.
Pi AN II W SECTION AA
3. All construction sites and severely eroded areas shall be stabilized by the establishment of a
Securing the Thatching - Bury the top end of the jute strip in a trench 4 inches or more deep. Tamp the trench full
rwt required. post shall not eweed
permanent ground cover.
2. of soil. Reinforce with a row of staples driven through the jute about 10 inches apart. Then staple the overlap in
the channel center. These staples should be 3 to 4 feet apart. The outside edges may be stapled similarly at any
4. As soon as all areas are permanently stabilized, all permanent measures have been installed; and
time after the center has been stapled. Closer stapling along the sides is required where concentrated water may
TYPIC.,A_T _CATC A. TN PROTECTILON
-
filial approval is received by the Erosion Control Engineer, erosion control temporary measures may be
flow into the channel.
STANDARD TF,MPORARY SILT FENCE
NTS
removed
Where one roll of thatching ends and another roll begins, the end of the top strip overlaps the trench where the
Make least 4 inches
NT'�
5. Over the life of the project, the Owner shall make inspections the
upper end of the lower strip is buried. the overlap at and staple securely.
evaluate success
io
controlling erosion of soils to off -site areas. If areas are found where erosion is taking place, the Owner
re found O
Erosion Stops - At any point. the thatching may be folded for burying in slit trenches and secured as were the upper
shall take the necessary measures to remedy the situation.
3. ends. This checks water flow and erosion that may begin under the matting. It also gives improved tie -down. The
La
procedure is recommended on steeper slopes and gentler slopes of sandy soil or areas subject to seepage. Spacings
of stops very from 25 to 100 feet.
•
Diversions -Where diversion terraces outlet into the waterway, the outlet should be protected with thatching used
• Nch
4. in the same manner as in the main channel. The thatching for the outlet is laid first so thatthatching in the main
CONSTRUCTION SEQUENCE
r0
channel will overlap the outlet strip.
1�1
to
n n
ThatchingSoil Contact - Get, contact between thatching and soil b y rolling at right angle after law stapling and
- g y g glaying, P g
NOTES:
� O
5. seeding is complete. Perfect contact is vital to keep water flow over not under the thatching.
1. Vigorous stand of permanent grass cover shall be established as soon as possible along the center line and
1. Obtain approval Of Erosion Control Plan from NCDENR- Land Quality Section_
of channel. Where banks cannot be adequately stabilized with vegetation, an artificial linter such as
o
abanks
rip -rap shall be used to protect the banks.
RIP -RAP DISSIPATION PAD
r^
Staples - Hairpin -shaped wire staples, number 8 gauge; 8 and 10 inches long have been used. The longer staples
2. Where slope of channel bottom exceeds 7.5%, jute thatching, orother effective channel lining material, as well
2. Install construction entrances.
6. are used in loose or wet sod- Wire staples are better than wooden pegs because the staples can be driven flush with
as bermudagrass sod shall be used to protect channel center fine to a point f on each side of center.
(see "Installation of Jute Thatching in saples")
RIOFOSM FLARE
f Or
Fin
the matting. Wooden pegs extend above the thatching and may catch trash that diverts water flow out of the
EMsecnoH
3. Install temporary silt fencing.
W
thatch protected channel. wooden pegs may also set. up a damaging turbulence.
N
W
Inspection: After job completion, make sure the thatching is in cnntArt with the soli at all places and the critics]
,,,.col• -
4. Clear sites at Stormw-ater Pond locations and begin construction of Stormwater Ponds.
to
ZIZ
C. areas are secrueLvled down.
,..,
6. Rough
o
..,,,
grade roadways and parking lots and install storm drainage system and begin ditch relocation.
O U
1 MAX .,.:,, sya+as-'"'v
PLAN VIEW
Z
Tn s
5 i .,,,, ,: r- -
7. install water, sewer, and other utilities.
Vr^1 �J f o
V1 Z
SCHERULEmr�_
-
MEDIUM STONE DIA. d50
MAX STONE DIA. dmax
8. Within thirty days following final grading activities, seed and mulch disturbed areas which will not be
�R ai
SEEDING
built upon.
V o
SLOPE Ro
..
1. All disturbed areas due to construction and any severely eroded areas shall be stabilized by the
TYPT ETATU LLF,
SAT. VFC=
"''
.. .. .. .. .............. ........
�' :.: _: _ _ _ _ ....... .. ......._ -�
9. Maintain ten nary erosion n s -
po control measures until permanent ground corer is estabhshed.
A
establishment of a permanent grass covet The seeds yes shall be selected based on the type soil resent,
P g 1� •P P
NTS
PRON THICKNESS
WITHFILE STONE APRON.
WITH FILTER CLOTH
�J J
seasonal conditions and other considerations. As an alternative, the contractor map use the methods and
SECTION
10. Obtain certificate of compliance through and on -site inspection by NCDENR Erosion Control Engineer.
t`
schedules shown below; however, it is recommended that a specialist be consulted with attention given to site
VIEW
Contact person is Mr. Dan Sams. 910-395-3900.
specific conditions.
OUTLET PROTF.CTIIL ON DETA
11_ Remove temporary
Z o
erosion control measures and stabilize these areas immediately. Permanent erosion
LD
a. Cultivate area to a depth of 5 inches
NTS
control measures shall remain. All sediment is to be removed from Stormwater Ponds and they are to
O
b. Apply agriculturall lime at the rate of 4000 lbs. per acre
be returned to their design specifications before being used as permanent BMP's.
r ,
c. Apply 10-20-20 commercial fertilizer at. the rate of 5001bs. per acre
[-�
Outlet Pipe d50 La 3Do W dmax Apron
d. Sow grass seeds at the following rates:
Size Do
( ) Thickness
(in) (ft) (ft)
tD
(ft) (ft) (ft) (ft)
V1
Bind Rate Per Acre
Intentionally left blank
CA
All Rip -Rap at Pipe Outlets 24 0.5 16 6 18 0.75 1.13
Common Bermuda Grass
unhulled 25 lbs.
36 0.6 18 9 21 0.9 1.35
48 0.8 22 12 26 12 1.80
Intentionally left blank
0)
C
O
hulled 12 s
Pensacola. Bahiagrass 50 lbs.
Stcu nwater Pond Structures 10' Weir 0.8 18 10 16 12 1.8
a
r
Korean Lespedeza 25 lbs.
Emergency Spillways 20' Weir 0.8 18 20 30 1.2 18
'-
Tall Fescue 30 lbs-
e. Mulch with straw at the rate of 3250 to 4350 lbs. per acre.
Intentionally left blank
£ Anchor straw with asphalt emulsion tack coat applied at the rate of 300 gallons per acre.
2. Where it is not possible to establish a permanent grass cover in a reasonably short period of time due to
seasonal considerations; a temporary grass cover shall be established- The temporary cover shall include the
planting of annual grasses or small grains such as rye grass. Temporary covers shall not eliminate the
requirement for permanent grass cover. Where the season or other conditions are not suitable for grooving a
temporary erosion resistant cover, mulch may he applied; however, mulch used alone shall be for the shortest
time practical A temporary or permanent vegetative cover shall be established as soon as conditions are
favorable.
3. Topsoil shall be used over unfavorable soil conditions for successful establishment of vegetative cover.
4. Irrigate as necessary to optimize plant growth-
(0ED
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= 0 Q
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This drawing is the property of HOUSTON and ASSOCIATES, P.A.and
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is not be reproduced in whole or in pan without Written permission from L
a
HOl)STON and ASSOCIATES, P.A. n Copyright 2005
V!
a) 0 0 0 a
AL RIGHTS RESERVED

WEIR OUTLET
STRUCTURE
10' WEIR O 46.0 _
1.5" ORIFICE O 45.0
i
kIP=RAP :../
OVERFLOW OUTLET
0 30 60 120 240 EMERGENCY
; ...i'': 20' WEIR O 46.3
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INV 42.7
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SCALE: 1 -60 INV
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EMERGENCY - L/ 0 ® / / _ - _ f STORMWATER
OVERFLOW OUTLET . - LL _ 'T Pb 1 L \
'0 47.5
20' WEIR O 4484 t / _ - POND #3
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STRUCTURE Q'
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NV 44.0
50' - 24" HDPE R t �,: r x �' �.�..°- .: \ -:.' I ® 2p ...-\ TOP 44.6 I
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1 14 �2 0o k : t 5 F.F ro aa,
4 < CA H BA SO" N q_.°�+" / 4. HOP 47.9 v TOP 47,5 \ � p INV 45.0
JUT P 47.0 \ u4 R INVf427 241 V - 15 a z °•O- •^ \ - _
` 5
GTCH SIN s a7.9 A, 5 TCH aBASSIN s H F 4 �� SOSjR 4: "xs a\\
56' - 12" RCP B.
a 1 1 5 \�} INV 42l7 ,\ _; Ir`t' '/ +7s _. PZ GTOP a68=�. \'� \\ _ _i i / / / sD68
a INY 38.41 - - �.-aCATCHN '` \ INV.A4'�"+ ../ `` --; s� �` 305
47.7
(j'�� 's T{ OP 47. 48 0 48.
.18 7.4
U _ 47.9 N s ,.».'. 479 1r
1 18 T' l'/ "� GTCH BASR.i J,; 0 6- }a.s-• d7.9. ,l h ' �ii I(T
PBASSINTOP a7.1 s F.F,E, 48 0 2 iCi�`9AS1 V 44.D *�
• v'`�/' INV 410 '<, .^4:4,9 s ... ,'49 SV-0 TOP 47.0
'9F n 46.41 ,..A' µGP.' 48.4 a� , r ..GTCH BASIN
RIP -RAP °47.3E-
;• CATCH BASIN �9[0 .. y 13 P INV 4
o TOP 46.1 A� 5D "G h0 �•
WEIR OUTLET 47.88 a INY 43.0 a '. \ -"/ i p ,�;^ F. .48.0 CATCH BASIN 47 Y ON TpN OF DITCH �� ���•
STRUCTURE 7 $ \� 47'', INV 4TOP 2 Z ,n .>, RAP LNG ON 45 47 PROPOSED RFa' `
10' WEIR O 43.4 •,.4 a'!.6 •a R�-
3" ORIFICE O 42.0 ' CATCH BASIN �. *.. ''; .:_ o � ^ ' AllT aBA2IN ._s s7.9 w 47.6 RIP -RAP c- E-
\. TOP 46.0 4•. CURB INLET -•'r W �-
�\ INV 39.29 A'OP TP O CL 46.18 47.58 / \�\ 8A N` TCP o- ] E�-
F O TP O BA�IN585.87 46.41 \skOD I '� 1 IRV ate, o r
10 0 9 7q s P 5o\p3 l48 B7 n� CATCH BA r NV 44.5 45
,4'\0 n FE r TOP 47./ .xa tIf
°'0 5 /Jy ! 4 s g 12' - 36" POPE
�, 206 B
RIP -RAP \ 7 119' - 24" HDPE 5015 \Og' ' /� t 47.9 - "$ 47 S0,08
EMERGENCY \.- 1 1 / CATCH BASIN CURB INLET i - - V� 479 .. ,}y
OVERFLOW OUTLET \. TOP 46.0 TP O CL 46.18 F,F,E. 4B.S - UNCTION
20' WEIR O 44.0 INV 40.10 TP O BASIN 4587 4 JUNCTION BOX Z ^ 79 TOP 48.�
MWATER \., INV 4-0.90 00 oe a TOP 1.11 aa.a) ass LJ INV aa.3
P #1 \ ,^x pOQ 48. g'�A 48.W / t ._.r'- "\ a _
INVTO 41.11 L * 9 47 .
TO a7.1 � 69' 36' HOPE
JUNCT 7�8CX r 47.9 GT BASIN RIP-
> e rye qg.0 2 4&2 4 s 40 4 1 48.2,`..`44,,\ < '"tea l4r a3.s r ALL ROOF DRAINAGE IS TO BE DIRECTED
\ Pn 479 ' A 2 1 TO THE STORMWATER DRAINAGE SYSTEM.
Pry. `4 GTCHBASIN ? ab 4, »,. °- a7.5 JUNCTION
48.20%
!` 4 47.6 TOP 47.6 {� ^.':., �� _ '47.6 ` INV 44 ,
• INV 42.05 r' ,i \ Z 48 A
48.a GTCH BASIN / dam.
-.a7.9 TOP 47.2 47.4 32' - 3I0 HDPE
GTCH BASIN 12 2F.F4$.5 0, :,
0o TOP 47.6 \ INV 43� P O((GN INV 44.0 SD708
,•x It 41.24 47.9 ,�477 PA
m CATCH BASIY S 4 !'� •I CATCH BASIN
GTCH &SIN TOP 47.6 A :� L/ I INY 2754 ''F L� OSEO R
TOP 47.0 INV 42.8
!b INV 37.0 74 INV 43.4 .4 \ \\ _ 4g.4 / 47
4e 4. a4 F ,
Q A6 7.4 1 1 46.4 284' - 10 PJO�E ' � 4�.4 TP 47. E
SD702 �� 8' a � .�
48. r ; GTCH BASIN- .LNOF� 50 - '-' IMPERVIOUS AREA
TOP 47.3 `T 47.7 E.=' 48
^^ 101 INV 43.3 Ng8' 4 ." 44 BASIN BASIN AREA BUILDINGS PAVEMENT
47. 'F i 484 47, �� AC A
A GrcH BASIN q�, � IMPERVIOUS AREA ( ) ( C) (AC)
8 48.4 45.4 .., .
GTCH m .,g TOP 4. i. - BASIN BASIN AR'_A BUILDINGS PAVEMENT 300 1.3000 0.2361
TOP 38.0 . 48.0 INV 43.5 301 0 .0999 0. 0499
I 38.0 '�
(AC) (AC) (AC)
� a7. 4g,a A7 � 302 0. 2020 -- 0. 1037
RIP -RAP
t yp\ 398
1 1 3 4ao s/ :,/ 2011 0.1864 0.0312 0.0826 304 0.1342 0 0
304 0. 1342 0.0649
'..i INV 43.5 305 0.4896 0.1102 0,2249
4&.a �"� 202 0.1232 0.0239 0.0803
a7.5 48.2 306 0.2812 0.0695 0.1354
479 48. \06 204 0.1512 0,0605 0.0703 97 307 0-2670 0.1643 0.1027
m - 0 204 0.1512 0.0258 0.0778
CURB INLET a� 19 - - 1 " H S i -1 • 4B. OP 205 0. 1162 0.0258 0.0778 309 0.1795 0 0.0412 0.1383
17 407
TP O BAC N446,25 a48.0 0 ,5. N - 4T 5 07HDPE 3100 0. 27604 0. 1701 0. 1063
CATCH BASIN INV 40.7 = 49.4 \ 855 311 0.2652 0. 1180 0.1472
v o \o 207 0.2207 0,1261 0.0946
TOR 45.0 2s• - is., RCP 206 0. 4473 0.2533 0. 1603
48.a JUNCTION BOX 209 0. 4208 197 0. 23 �877 0.1941 514
INV 38.6 S08 m o CATCH BASIN 563
GTCH BASIN ffiC. �'2 T312 0.2704 0.1207 0.1496
^o TOP 47.0 F.F. 48.5 TOP 47.0 yg,2 TOP 48.0 21 10 0.2411 0.0206 0.1309
t 0 INV 42.3 INV 43.5 36" INV IN 43.11 (D707)
/ 36" INV OUT 43.11 5(SD105) IMPERVIOUS AREA
7.35 '(' o 4 36" INV OUT 43.1, (SD,04) 213 0. 2746 0, 2790 0. 1753
�l1 - a8.a - 213 0.4366 0.2805 0,1561
a7.6�- aa.a 1 INV aa.o BASIN BASIN AREA BUILDINGS PAVEMENT 214 0.3784 0.2805 0. 2261
47 yte dUTO 4 BOx (AC) (AC) (AC) 216 0.3366 0.0964 0.
D�FP TOP ae.o ---------------------- 216 0.3366 0.0964 0.1929
36" INV IN 43.5 (SO106))
170' - 36" HOPE SD3 - 36" INV IN 42,14 (SD105) 100 0.8618 217 0.4626 0.2388 0.2238 /
N FE 36" INV OUT 42A (SD1022) 101 1 .6773 218 0.3202 0.0918 0.2284 /--/
0 102 0.1019 0.0550 219 0.3057 0.0749 0-2063
103 0,1036 -- 0.0550 220 0.2158 0.0741 0.1417
104 0.0971 0.05820.0576
w CURB INLET 105 0.0969 0.0582 221 0. 1765 0. 1417
y G H BASIN TP O CL 46.5 CURB INLET 223 0.5308 -- 0. 1728
o OP 45.0 TP O BASIN 46.25 106 0. 2208 -- 0.1545
= INV 38.8 INV 39.7 CURB INLET TP O CL 47.22 107 0. 1489 --- 0.0987 224 0.0912 0. 3056 0, 0315
TP o CL 47.22' TP O BASIN as.9, 224 0.0972 -- 0.0315
m TP O BASIN as.a3 INV 41.76 108 0. 1722 0. 1295 225 0.0757 0. 0260
'O INV 41.5 109 0.1845 0.1372 /
�n W 11l 0,2757 0,0654 0.11650/--
g RCP 113 0.4641 0.1949 0. 2600
> ,+, SD7 114 0.4088 --- /-
/ /
- A 116 0.7950 ---
a
118 0.4941 -- 0.4353
y - 119 0.2273 --- 0.1648
120 0.1141 0.0243 0.0736
$ ` 126 122 0.2643 0.1907 0.0739_/-'-
123 0,1797 0,0634 0, 1163
124 125 e 124 1.3249 2797
125 1.2797
1 � 126 1.4996
it 127 0.6094
+ I
- APPROVED II I
CURB INLET
TP O CL 47.80 44' - "RCP /"'/ / / / / / /-'/
TP O BASIN 47-35 S CURB INLET / NORTH CAROLINA ENVIRONMENTAL I I
MANAGEMENT COMMISSION I I
INV 42.5 n0 TP O CL 0.80
v TP O BASIN 47.35 - -'- _i'
NY 43.0 DIVISION OF WATER QUALITY I I
14U6-Z007 I I
7
--- - I
-- -------------- RECEIVED
I
SEASIDE ROAD - N.C. HIGHWAY 904 _- - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----------------------------- -- _ JUN 29 2007 I I
- - - - - - - - - - - - - - - - -------------------------------------- -
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I

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v
G BASIN
OP 45.0
INV 38.8
h
I
a
124
SCALE: 1 "=60'
RIP -RAP
100
46
101
26' - 18" RCP
SOB ,
..CATCH
BASIN
\...:::::.....
TOP 48.b
INV 5
CATCH BASIN '�'.; •..
... ...•.
TOP 48.0
1 1 48
INV 44.5
f !♦
128,
``
• 48.HOP E
48.9
y
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48.9 9b
3 1 2
48.5
48.9
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r
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ICATCH
47
481 -�-
3,10
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OP
INV
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CATCH BASIN t '1 ey
TOP 46.8 ..'•.
1:;..1 ,, CATCH BASIN .`..,;.'.:':;; 8.9 @ ;i
M' INJ 41.0 o GTCH1' IN - •:` GTCH BASIN TOP 46.8 .. :..; ..: d 11" 4 f
TOP .8 TOP 47
.' F
G7 BASIN 1 .. \ o ... ' : I Y of SD66
OP 45.0 \ INV 4'8 a INV 40.3 "' "7.6_ TCH BASIN .� 51' - 15" RCP 4 48.
L� 39.0 .i .. 47. E'-�� 3.
.;. 48.9
,� INV 4 .
\.. .�,. 4 4 59 - 2a RCP. $ ..... .. ., .. :.'f'�: ��:1
..1 47.a 7 W;. .•. 419
�
\.. .. .. a Rxa SO48 _ . .., ., .,:. ;�.'�1 ryi48.7{
77
73 ,� pt ..r. €-'..�::f: I f 0.48,9 f
:.
JSS \•; .'., 46.6 ,s> p3 06.>.E.��...aw.r.,..a=. ._,.�•...-... 24+00 l �:\;:; ::; :. 'f :; .1 %
\s CATCH BASIN\ _"'•'i-m.... �•`:'...;..' i g aa.a
\: \�\\\ 0 '• _.: \ TOP 46.0 r \
IFS HBASIN \ ;')t ^`r. ¢4•'7.`4 fl, INv 3. `. , t .,v"'- - /• 5g••.>.. RCP
\'.'''
1 OJ 45.3 is .'.. A .::� EA .. may.. i''x.., SO CATCH BASIN
\ 114 4 R I , \. ...:.\ - , 7.2OQ '. C 4 505� i sg >.` ,.;. -d TOP 48.1
'....1 4 GTCN BA8 SO 1 - / u OPE 47.9 >g. ,_ ...,. '- \.'.:..J F.F. INV 4 .0
.. \ W.. ��'� \ TOP 46.5 \39. � _•e` -' 4 � 58'$N � 75 r tin. S '4. � �:
f/jf/1 / r
IV. _ /� W J
>. ...'.. INV 42.J 21 ,5 1 [ ' SDS ���. � ' F ,
47.4 c+ • \ � f
7.2
1 15 GTCH ASIN 47-9 i r 1 48.
TOP .1 +d' a- 4 56' - 12" RCP e
INV 42.7 u 2- - O LLry: 4�:. \ ; i SD68
a INV 37.0 I IP_ �� `. 47.4 } ffz_uM /47.9 .. y 47 9.� a` GTCH BASIN�A i
H GTCH N _ 305
gg�
_ na TOP 47.1e.
TOP 46.8
O 0 [] Iw "O INV�i:O";. '476 \ INV 42.1 �x�,9 48A-i 47,7 46 @
hl
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K
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INV 39.7
U
tt
118a
a
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,IBA IN; 5.05
GTE
TOP
�m�
117
R
125
CATCH BASI�
TOP 46.0
INV 42.0
116
B
22
ti 35 - 30" RCP
+ �' SD7
I � �
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CATCH BASIN
70P 45.0
INV 40.8
47.8
CATCH BASIN 4
TOP 47.6
INV 41.67
GTCH BASIN
TOP 47.0
INV 43.4
11
�E 5U\c rye.i
GTCH BASIN
TOP 47.0 F.F. . 48.5
INV 42.3
126
47
1
48.0*
48.4
CATCH BASIN
TOP a7.o
INV 43.5
46.4 �IW44`J
1 S
gOP a8.+
t5�
/
2 2F.F. 48.5
GTCH BAS
TOP 47.6
INV 42.8 yr,
284 36"
SD102 1
.4
CATCH B,
TOP 47
INV 43.
- - - r - - - - - - SEASIDE ROAD= N.C. HIGHWAY 904
3INV3366N
47.9
-� W 496 _ 47.9• `7r' 7� [. » CATCH BASIN 48 f
v F. 48.0 /'�
p r r •� i' ASIN TOP 47.0
N
47.9 / ( 1 wF.�� - <.. •�„D _ TOP 47.0 INV 44.0 �-V
L VV .i GTCH BASIN r._ v' < INV 43.7 _
=B7�yS INV 42.9 j0����•
E 4S.O CATCH
429IN n a" RIP -RAP rl 45 47 PROPOSED RE OGTION OFF
1
47.99
47.9
CATCH BASIN INV 44.5 45 48
TOP 47 I4 i
INY 41 8 v£ 12' - 16" HOPE
47- 47.7 SD108
47.6 UNCTION BOX
47.9 TOP , .2
.9 _. INV 44.3 J
75 � 47,91
s GT6H BASIN RIP- 69' - I0 HOPE
47.9 IN 3.6 •�,`' SD708
INVa43 6 - NOTE'
ALL ROOF DRAINAGE IS TO BE DIRECTED
47.9 ""` 2 1 8 47.9 TO THE STORMWATER DRAINAGE SYSTEM.
aJ •�"" / JUNCTION BOX
$ 6 47.9 L
TOP 48.2
46 L/ NV aa.1
,A CATCH BASIN
- 7.9 TOP 4. 479 32' - HOPE
\ a INV 43.6 0\{CV` INV 44.0 SD1O108 -
m
47.9 4473
I_ CATCH BASIN �,:. G/
TOP 47
_ INV 42.4
48.4 47
t2
\36
RIP -RAP
INV 43.5
47' -36" HOPE
SD107
JUNCTION BOX
TOP 48.0
INV IN 432'SDI 07
BASIN BA`.
200
201
202
203
204
205
206
207
08
210
IMPERVIOUS AREA
IN AREA
BUILDINGS P,
(AC)
--
(AC)
-
.8024
.1864
0.0312
I
.1232
0.0429
I
.0942
0.0239
I
.1512
0.0605
I
.1162
0.0258
I
.4473
0.2533
I
.2207
0.1261
I
.1623
0.0514
I
.2331
0.0584
I
.2495
0.0206
I
IVEMENT
(AC)
0826
0803
0703
0907
0778
1603
0946
0855
0866
1054
IMPERVIOUS AREA
BASIN
BASIN
BUILDINGS
PAVEMENT
CjREA
300
1,3000
0.2361
301
0.0999
---
0.0499
302
0.2020
---
0.1037
303
0.0894
0.0398
304
0,1342
0.0649
305
0.4896
0.1102
0.2249
306
0.2812
0.0695
0.1354
307
0.2670
0.1643
0.1027
308
0.1795
0.0412
0.1383
309
0.3590
0.1517
0,1407
310
0.2764
0.1701
0.1063
311
0.2652
0.1180
0.1472
312
0.2704
0.1207
0.1496
563
INv OUT 42.8 (SDIO� IMPERVIOUS AREA 211 0. 4494 0. 1234 0.1705
. 1705
INV OUT a2.5 (SD104) '--------__-- 212 0.2746 0.0993 0. 1753
='h' 213 0.4366 0.2805 0.1561
J'�j BASIN BASIN AREA BUILDINGS PAVEMENT 214 0.4366 0.2805 0.1561
(AC) (AC) (AC) 215 0.1509 0.0521
216 0.3366 0.0964 0.1929
100 0.8618---------- 217 0.4626 0.2388 0.2238 -�
101 1.6773, -- 218 0.3202 0.0918 0.2284--�-
102 0.1019' -- 0.05501i 219 0.3057 0.0749 0.2061
103 0.1036' _= 0.0550 220 0.2158 0.0741 0.1417
J 104 0.0971 _- 0.0582 i
105 0.0969 0.0582 221 0.2451 0.- 0.1717 -i-
106 0,22011 0.1508 223 0.322 0.1174
223 0.3225 0.1174 -�
107� 0.1489 -- 0.0987 i"
108, 0.1722 -- 0.1295
109 0.1845 -- 0.1372
(110 0.1923. 0. 0652�0460
�../ 111 0.2730 0.0662 0. 1650
113 0.4633' 0.2097., 0.16541
14. 0.4088 �'
116 0. 7950 -- --- 1 �i (.3 U ac {'\ 1i-'i-
.17 0.6927 -- -- 'euST e 49<<
19 10.2230.07361648 70.0265
121 0.1802 0.0737 0.0961 vyl
.22 0.2643 0.1907 0.0735
123 0.1797 0.0634 0.1163
124 1.3249) -- -- I
�'-125 1.2797
4
.126 1.4996
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LEGEND
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PROPOSED GRADE
® 45.31 PROPOSED SPOT ELEVATION
(TOP OF PAVEMENT)
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muuuwuuuumnwuu
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CATCH BASIN/JUNCTION BOX
POND OUTLET STRUCTURE
DRAINAGE SWALE
RIP —RAP OUTLET PROTECTION
SILT FENCE
CONSTRUCTION ENTRANCE
\. A.
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- OCEAN RIDGE
/ I R 1 �6� 00
Project s41.
Site
179 179
90
904 179
90
g�PON
BEACH OCEAN \S�� Apoe°\�
VICINITY MAP
Scale: 1 Inch = 1 Mile
LEADING, STORMWATER
AND EROSION CONTROL PLANS
FOR
Meadow
Ridge
6
OCEAN ISLE BEACH, NORTH CAROLINA
OCTOBER 2005
REVISED DECEMBER 2005
Prepared by:
HOUSTON AND ASSOCIATES, P.A.
CONSULTING ENGINEERS
117 Pine Street P.O. Box 627 Shallotte, North Carolina 28459 [phone]
JAN 0 3 Z006

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STORMWATER POND #1
SCALE: 1 "=30'
-00
I.W.1141
STORMWATER POND #1
WEST FOREBAY
EAST FOREBAY
MAIN POND
TOTAL
ELEVATION
SURFACE AREA
SURFACE AREA
SURFACE AREA
SURFACE AREA
(M.S.L.)
(S.F.)
(S.F.)
(S.F.)
35.5
_(S.F.)
--
--
4,019
4,019
36.0
687
692
4,546
5,925
40.0
2,428
2,466
9,042
13,936
41.0
3,066
3,097
12,771
18,934
42.0
3,587
3,645
16,057
23,289
43.0
4,106
4,183
17,70C
25,989
43.4
4 322
4,407
18,356
27,085
44.0
:655
4,750
19,342
28,747
EMERGENCY
OVERFLOW OUTLET
Cn
20'
WEIR 0 44.0
RIP -RAP
WEST
FOREBAY
STORMWATER POND 11
WEIR OUTLET STRUCTURE
10' WEIR @ 43.4
3" ORIFICE 0 42 0
RIP -RAP
PERMANENT POOL --I--
420
TOP FORE13AY ATIVE SHELF
BERM 0 41.0 0 6:1 SLOPE STORAGE POOL
TOP OF POND FROM 40.0 TO 42.0 043.4
044.5 Wwiac)
N P
CAPABLE OF PUMPING
IN LESS THAN 24 HOURS,
PONDS IN AN EMERGENCY.
SECTION 1A-iA
STORMWATER POND #1
44
FLOOD POOL
44
STORAGE POOL 0 43.4 i
4-?
PERMANENT POOL 0 42.0
42
TOP FOREB1,0AY BERM
i TOP FOREBAY BERM
0 4
0 41,10
40
. . . .. . . . . . . . .
. . . .
. . . .
. . . . . .
4C
. . . . . . . . .. . . ... . . . ... .. ... .. . . . . . . .
76
EAST
38
1P
WES
----- -
FOREBAY
........
10
46
3E
FOR&Y
11
6
BOTTOV 36.0
BOTTOM 0 36.0
SCALE
14
BOTTOM 0 35.5
HORIZONTAL )"=30-
VERTICAL
SECTION; 113- 1 B
STORMWATER POND #1
4-4-
FLOOD POOL ®44.0 t
44
STOR GE PQQ' AIA
2
PERMANENT POOL 0 42.0
42
VEGETATIVE SHELF
0 6:1 SLOPE
FROM 40.0 TO 42';0
40
4C
38
3E
. ..........
3-E
------
SCALO
BOTTOM 0 35.5
HORIZONTAL 1"=30'
VERTICAL 1,`=3'
134
3
STORMWATER POND #1 DATA SUMMARY
Total Built -Upon Area (Ac.) ...............................
9.8
Total SW Drainage Area (Ac.) ............................
12.32
% Impervious Area ..............................................
79.4
Computed Runoff from 1" Rainfall (CF) ............
34,203
Provided Storage (CF) ........................................
35,262
Required Surface Area (SF) ..............................
21,273
Surface Area of Pond @ Normal Pool (SF) ........
23,289
Surface Area of Pond @ Storage Pool (SF) .......
Z7,085
SW Storage Depth (Feet) ..................................
1.4
Number of Orifices ..............................................
I
Diameter of Orifice (inch) ..................................
3
Elevation of Orifice Bottom (MSQ .....................
42.00
Approx. Time for Drawdown (Days) ..................
2.10
Overflow Weir Elev. (MSQ ........................
43.40
1 O-Year Routed Flowrate (CFS) .........................
56
Flood Pool Elevation @ Q1 0 ...............................
44.0
STORMWATER POND #3
FOREBAY
MAIN POND
TOTAL
ELEVATION
SURFACE AREA
SURFACE AREA
SURFACE AREA
(M.S.L.)
(S.F.)
(S.F.)
(S.F.)__
39.0
487
413
900
43.0
2.328
3,699
6,027
44.0
2,967
6,521
9,488
45.0
3,582
9,356
12,938
46.0
4,190
10.816
15,006
47.0
4,828
12,304
17.132
BO M
TOP OF POND 0 3 .0
EMERGENCY
OVERFLOW
O44.0
STORMWATER POND #2
20�RWEIR 0
. . .
. ..
. . . . . . . .
. .
. . . . . .
. . .
. . . . .
. . . . .
SCALE: 1 "=30'
NOTE: A PORTABLE PUMP, CAPABLE OF PUMPING
THE TOTAL POND VOLUME IN LESS THAN 24 HOURS,
IS TO BE USED TO DRAIN PONDS IN AN EMERGENCY.
-R[P'-RAAP
V
,0
5-6-j
STORMWATER POND 12
OUTLET STRUCTURE
BOTTOM
WEIR 0 43.0
0 36.0
2.0" ORIFICE 0 42.0
STORAGE
24" INV. 39.0 J
VEGETATIVE SHELF
Q 43.0
0 6:1 SLOPE
FROM 40.0 TO 42.0
PERMANENT POOL
042.0
FLOOD POOL
TOP FOREBAY
0 43.78
BERM 0 41.0
I %
bP
TOP OF POND
0 44.5
BOTTOM
n,
036.0
SECTION 2A 2 A
46
STORMWATER PO
Arc
4
44
STORAGE POOL 0 43.0
42
VEGETATIVE
PERMANENT POOL ®42.0
SHELF
0 6:1 SLOPE
TOP FOREBAY OERM
FROM 40.0 TO 4210
041.0 i
�0
4C
FOREBAY
Ilu
38
a,
3E
-J
36
BOqTOM @ 36.0
i
BOTTOM 0 36.0
-31E
SCALE$
HORIZONTAL I "=30'
VERTICAL 1,,"=3'
34
VEGETATIVE SHELF
0 6:1 SLOPE
FROM 43.0 TO 45.0 PERMANENT POOL
(W W i440 045.0
STORMWATER POND #3 FLOOD POOL STORAGE POOL
0 46.5 0 46.0 NOTE: A PORTABLE PUMPCAPABLE OF PUMPING
SCALE: 1 "=30' THE TOTAL POND VOLUME, IN LESS THAN 24 HOURS,
IS TO BE USED TO DRAIN PONDS IN AN EMERGENCY.
SECTION 3A 13A
STORMWATER POND #3
FLOOD POOL 0 46.5
46
4E
STORAGE POOL 0 46.0;
PERMANENT POOL 0 45.0
4
TQR­FQREjBAY­8ERM­
44
VEGETArVE SHP-F
SLOP
0 44.0
0 61
FROM 6.0 TO 45.0
42
42
0
-0
-0
4C
..... ..... ....
SCALE:
H0RIZ)NTAL 1 `-30'
VERXAL 1 3'
BOTTOM V 39.0
BOTTOM 0 39.0
38
STORMWATER POND #2
FOREBAY
MAIN POND
TOTAL
ELEVATION
SURFACE AREA
SURFACE AREA
SURFACE AREA
(M.S.L.)
(S.F.)
(S.F.)
(S.F.)
35.0
1,170
2,782
3,952
40.0
3,769
6,175
9.944
41.0
4,609
9,036
13,645
42.0
5 343
11,776
17,119
43.0
6:075
13,190
19.265
44.0
6,835
14,634
21,469
STORMWATER POND #2 DATA SUMMARY
Total Built -Upon Area (Ac.) ...............................
5.1147
Total SW Drainage Area (Ac.) ...........................
6.8671
% Impervious Area ..............................................
74.5
Computed Runoff from 1" Rainfall (CF) ............
17,956
Provided Storage (CF) ........................................
18,192
Required Surface Area (SF) ..............................
12,608
Surface Area of Pond @ Normal Pool (SF) ........
17,119
Surface Area of Pond @ Storage Pool (SF) .......
19,265
SW Storage Depth (Feet) ..................................
I
Number of Orifices ..............................................
I
Diameter of Orifice (inch) .................................
2
Elevation of Orifice Bottom (MSQ .....................
42.00
Approx. Time for Drawdown (Days) ..................
2.92
Overflow Weir Elev. (MSL) ........................
43.00
1 O-Year Routed Flowrate (CFS) .........................
26
Flood Pool Elevation @ Q1 0 ...............................
43.78
SECTION 313-313
STORMWATER POND
48
4E
FLOOD POOL 0 46.5
6
4E
STORAGE POOL 0 46.0
PERMANENT POOL 0 45
44
44
VEGETATIVE SHELF
0 6:1 SLOPE;
FROM 43.0 TO 45'0
2
42
0
40
4C
SCALE:
HORIZONTAL 1'�=301
VERTICAL 1=ic3'
BOTTOM 0 390
138
3
ECTION 2'13-2B
STORMWATER POND #2
kGE POOL 0 43.0i
PERMANENT POOL 0 42.0
M-e WOIKKWJ
STORMWATER POND #3 DATA SUMMARY
Total Built -Upon Area (Ac.) ...............................
3.4895
Total SW Drainage Area (Ac.) ............................
4.2138
% Impervious Area .............................................
82.8
Computed Runoff from 1" Rainfall (CF) ............
12,165
Provided Storage (CF) ........................................
13,972
Required Surface Area (sr) ..............................
8,752
Surface Area of Pond @ Normal Pool (SF) ........
12,938
Surface Area of Pond @ Storage Pool (SF) .......
15,006
SW Storage Depth (Feet) ..................................
I
Number of Orifices ..............................................
I
Diameter of Orifice (Inch) .................................
1.5
Elevation of Orifice Bottom (MSQ .....................
45.00
Approx. Time for Drawdown (Days) ..................
3.48
Overflow Weir Elev. (MSQ ........................
46.00
1 O-Year Routed Flowrate (CFS) .........................
22
Flood Pool Elevation @ Q1 0 ...............................
46.5
NOTE: Vegetative cover above permanent
pool shall be bermudograss sod.
Wetland species are to be planted
on the 6:1 shelf. These species are:
Pontederia Cordato (Pickerelweed)
Juncus Effusus Bog Rush)
Ludwigio (WaterPrimrose).
H

ORIFICE PIPE
a
MIN. TOP OF BANK �\
SEE DETAIL
()
";� � � £� �= �
_ ' `'
CREST OF WEIR ELEV.
\
(STORAGE POOL) ORIFICE
//
/ \ NORMALPOOL)
2 X 4 TREATED LUMBER
STAINLESS STEEL WIRE MESH
FLOW SPREADER /// \ ORIFICE PIPE
(SEE DETAIL1
\rRIFICEPIPE
SPIKE TO POST WITH
WITH MIN. 3/16" STRANDS AND
/
16d H.D.G. NAILS
1"SQUARE OPENS.
(TYP.)
PLAN VIEW
RIP -RAP FROM NORMAL POOL
B
TO POINT DOWNSTREAM WHERE
IJ- - _-
MESH SHALL BE CUT
TO FIT IN SIDE TEE
CHANNEL SLOPE IS LESS THAN I%
1!
SEAL WATER -TIGHT BETWEEN
PIPE AND CATCH BASIN
-' '
L9NGITTTI�INAT, Sr CTTON T
1
(SEEDETAIL)
- ------'
-, �________________ .
L'
' � � CH. 40PYC ORIFICE PIPE
1 y 4 X 4 TREATED POST IP-RAP TO MINIMUM
MIN. 4' IN GROUND , TOP OF BACK ELEVATION
(TYP.) I
d 1 J1
' 3
3
RIFICE ELEV EE PLANS
NORMALPOOL II
A
( ) CAST IRON HOOD, FRAME AND GRATE---'________________- ._
SEE PLANS FOR ORIFICE PIPE CR(iSS`' SFCTION VULCAN MODEL V-4065-1 ----------------- -------------
SIZE AND ELEVATIONS X 2 OR APPROVED EQUAL
B
CH. 40 PVC REDUCING TEE WEIRS TT,ET STRUCTURE FOR�T�.?RMWATF.R POND PLAN YIM
ORIFICE PIPE SU_PP0RT DETAIL SECTION VIEW NTS SEE PLANS FOR PIPE SIZE
NTS AND ELEVATIONS
STO CAWATF.R POND-ORIFIC/F, PTPF, TAIL ELEV. OF TOP
NTS OF CURB
W W WIN 6" PRECAST CONCRETE
TOP WHEN REQD.
50'
6' 35' 6'
AS REQ'D.
2.5 15' 15' 2.5' PRECAST CONCRETE
g MAX. SLOPE SEE PLANS BOX
SHOULDER SHOULDER 3.1 TIE TO
T' PER FOOT 1" PER FOOT FEXISTING TOP OF BERM
1/4" PER FOOT 1/4' PER FOOT GRADE
SEAL WATER -TIGHT BETWEEN MIN. SLOPE Ems_ -------- > 6:1 CULVERT SEE
PIPE AND CATCH BASIN 6:1 - " ' " ' MIN. SLOPE RESTOF WI
TIE TO LAN FOR TYPE
EXISTING-y 3[7 30" CURB & GUTTER 51 SLOPE
('r- y---•-- 1-- y-- 1-- --{YI GRADE MAX. SLOPE COMPACTED SUBGRADE SEE PLANS
TYPICAL CUT SECTION P RAP
q __________________, I, �ELEVATIONSRT
6" ABC OR 9' STB
TYPICAL FILL SECTION
"1-2 BITUMINOUS CONCRETE
i:-::':-
Q� LONGITUDINAL SECTION VIEW = -=� r=-• r=
:':_;:
A A MEADOW SUMMIT DRIVE ROADWAY SECTION r.:::::=: cRusHEDSTONE `.:.,_;. t:::::-'-_�. cRusFlEDsroNE - -.-
4 ® i IT TOP OF BERM i.T:::
COMPACTED SUBGRADE
15' 15' sTOFwIER SECTION B-B SlEACTTION A A
PRECAST CONCRETE 4 IJ _L_____________ y TIE TO MAX. SLOPE SHOULDER 1/4"PER FOOT 114"PERFOOT SHOULDER RIP -RAP PIC I. IRB IN
1" PER FOOT F� ----� 1" PER FOOT MAX. SLOPE TIE TO r�T�7 C ,� T
GRADE_ 5_ 5 1 - 5:1 5:.1 --*-EXISTING
1 A-�- ��L Tice! CII BA�IN
6:1 6.1 GRADE CROSS SECTION VIEW NTS
SEE STORMWATER POND MIN. SLOPE �CpMppCTED SUBGRADE MIN. SLOPE
ORIFICE PIPE DETAIL B
6"ABCOR9"STBC EMFRC><F.N�Y OV +.RFT.OW OUTL.F.T
l 1/2" 1-2 BITUMINOUS CONCRETE NTS
SEE AND ELEVATIONSPLANS FOR PIPE ROADWAY
PL.AL�LYIEW ROADWAY SECTION
MANHOLE FRAME AND GRATE VARIES VARIES
' VARIES VARIES _�Y1 $
SEAL WATER-TKM BUINEEN
TRASH GUARD PIPE AND CATCH BASIN
WEIR ELEV. - _
- _ - - (STORAGE POOL ELEV.) - - COMPACTED SUBGRADE 1 1M' 1-2 BITUMINOUS CONCRETE ABC OR 9' STBC COMPACTED R 118" SEE STORMWATER POND'
.- - '. (95%STANDARD PROCTOR) MIN. PERIMETER =6.D
SECTION BETWEEN BUILDINGS MIN. AREA OPEN=3.a i -----------'
ORIFICE PIPE DETAIL
R 1 3/4" 1_>_
ORIFICE ELEV
(NORMAL POOL) CONSTRUCTION TO BE IN ACCORDANCE WITH LATEST NCDOT SPECIFICATIONS R 1I8
AS REQUIRED AS REQUIRED TYPTCAI, IIOAD�F.CTI_ONS ,2„ 1 2
NTS r R 3%4"' �FOR`SH-2oCTTRAFFFIc o oi------------'
>_
CULVERTSEE _ ••"
PLAN FOR TYPE 711, .. 6 ABC OR
BJ
9" STBC
SEE PLANS - PLAN VIEW
. . . . ..........
'' CAST TRON FRAME&GRATE SUITABLE
r..:... .. .. .. .. .. :3 MIN. ..-..- -.:.. :-.:..:_ter.::.}- FOR H2O TRAFFIC LOADING
FOR PIPE INVERT - .1
. ELEVATIONS .. .::'�
:'.':::':'::':':':':':' 1 1/2 1-2 BITUMINOUS PAVEMENT
TOP V* N REO . rE _
-1 1 II TOP WFEN REO'D.
CRUSHED STONE
:, 1/4" PER FOOT 1 -6
REO11.
CULVERT SEE 3
,rvvvvv,nlvvv,rvv„vvv,Jv\Fvvv} vY,rv,rbv\F\rvvv\4vvv,rvv,rvr�yvv,y�F,v .. .. .. .. .. -
LfyJrr r,♦rr r1r rr r r! !J lr11r Jfl J!!! v� \n............... ...:--
\nr,r\r,1S�r y,n!\nf\lw,y,l,nl,y,J,n4t �,i.:,ltr '�y.,r-,ray,ral lOMPA nrar.\rarBGRA NOTE.rI. PLAN FOR TIDE
COMPACTED SUBGRADE
" 6" ABC OR 9" STBC COMPACTED
1. CONCRETE SHALL BE 3,000 P.S.I.
_
(95% STANDARD PROCTOR) 2. CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS.
_ A 15' SPACING WILL BE ALLOWED WHEN A MACHINE IS USED.)
SE-C�LLO�T_ B P SEI�TIQ A_A-- --.--` -` " 3. FINISH ALL CONCRETE WITH CURING COMPOUND.
f,y\JiFhf,l4J\f4 !\r\J,J1lAll• " - -`•-'•'`::-':-.-
.ry\,ivt yiv�r@rv@rwv3r4r"v ,lr,r *vclbCy,Y,Y \,H@:..:\ w, y�yv\ y yvvv PLANS
FORR PIPE
IPE NVERT
..........
.r.r,ra .....r.. w .'.'.'.'. ELEVATIONS
STORMWATER P0-N )LrTLET S-TR-UC-T._URE COMPACTED SUB BASrE "'"" - _
+y�y`r`r•r`y\py�yv,,y,y,py\+\y,y,y�y,r,,,y ,\y,nyv,y �,r 1 " /"Y DD p GUTTER �ll�, fr?: -a F -e
PITS' ��gltigti �ti5,rrc`���i;;��tiyr �ti�y�i �ti �ygiy�yY` �2 -" MiLU__11�2�(2G D�'IlAII. �..: ?::f F:;.:: CAOSFi®STQiE - .'.I
NTS ;;::::.. : -- _,
ODI.WACTED SUBGRADE
PAVEMENT DETAIL
SECTION B-B SECTION A -A
NTS TYPI-CAT GRATE _INLET CATCH BASIN
NTS
B
R1/2" A 1
B p 1
VEGETATIVE FILTER OF VIGOROUS —----------------- _._'H3"' ' R3" R 1/8" 1 0 o
STAND OF BERMUDAGRASS PREcnsr CONCBEr I----- 1
�L _ —
A A 1 112" 1-2
........... .......:
6 ABC OR
I11
7
�--12" HDPE CUT IN HALFPLANe I� } 9" STBC P� �
- _ _ � MANHOLE
STONE-: _.. +:,: - - -
3 MIN.-
-.CRUSHED .._ ;'.
_ 1,-g, _ _
6"
--
11
L� 26
RCP UNDER ROADWAY
1 - AND HOPE FOR
y
EL_O_W SP_REAI?ER ]ZETA IL NOTES. NON TRAFFIC LOAD 3 MN)
SECTION A A SECTION B-B 1. CONCRETE SHALL BE 3,000 P_S.I. AREAS
NTS 2. CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS. SEE PLANS CO
(A 15' SPACING WILL BE ALLOWED WHEN A MACHINE IS USED.) FOR PIPE INVERT
TYPICAL. METHOD OF ENDING —CURB_ AND TER
3. FNSH ALL CONCRETE WITH CURING COMPOUND. ELEVATIONS
NTS _ _ _'
I F _1
2'-�" STANDARD �TLR�& C=UTT . DF, AT CRUSHED , i
I i i i
This drawing is the property of HOUSTON and ASSOCIATES, P.A.and NTS----------------' `-----------------------'
is not be reproduced in whole or in part wdtrolR written permission (Tom
COMPACTED SUBGRADE 4-I
-HOUSTON and ASSOCIATES, P.A. ©Copyrlght 20W SECTION P-B T77�T SECTION A -A 4)
ALL RIGHTS RESERVED S AN A TCTION BO_Y t
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A. BURYTHE TOP END OFTHE JUTE STRIPS INA -..
TRENCH 41NCHES OR MORE IN DEPTH. .--_--y-
"`""`"` `=
TOP ELEVATION OF STORMWATER •5'- 1'
B. TAMP THE TRENCH FULL OF SOIL. SECURE .'.' .' - � .' �%ay.'
WITH ROW OF STAPLES, 10 INCH SPACING,
41NCHES DOWN FROM TRENCH.
� � � � � -�
---------------------------------------
W
V.:./50'-0"
} O J/
t - .rr .'
#5 WASHED 1 MAX. _
STONE
EROSION CONTROL NARRATIVE
o
a
E OVERFALL. - `y-
C. OVERLAP -BURY UPPER END OF LOWER .:.Y-:.:.:.:.
STRIP AS IN "A" AND "B". OVERLAP END OF TOP STRIP 41NCHES AND STAPLE.
CHANNELSLOP
1 RIP -RAP
A. PROJECT DESCRIPTION
Meadow Ridge is located in southern Brunswick Counts- North Carolina. Meadow Rid is 31.13
OR WIDTH OF
VARIES
g g e a acre
.-----.--'---'--.'. ABC PROPOSED STREET,
ROADWAY? 25'-0'
[tact of land that will include five,(5)future commercial developments and one 1 commercial storage
() g
*.0 �� '.'\.'.'. 'Y•
WHICHEVER IS
GREATER
SECTIONVIEW
facility, Access Storage II. The Access Storage D facility, the roadways. storm drainage, and utilities are
being constructed. now. All stormwater is treated in three (3) Stormwater Ponds, including the future
g
..µ . �.
D. EROSION STOP- FOLD OF JUTE BURIED IN
stormwater runoff from the future commercial developments. The future commercial developments are
P P
. e .,i.'.'.'
EXISTING SLOPES
-
SLITTRENCH AND TAMPED, -.' � .'.'
a
allowed 85 /0 impervious coverage. Sediment storage is provided In the StOTnlw'atei Ponds- The Meadow'
P g g
DOUBLE ROW OF STAPLE' .. �_.
' •'t ' �- .' PLACE STAPLES 1.5
Ri d e project includes the construction of a lift station on -site and a roxnnatel' 10.700 feet of 8-inch force
g P J ( ) PP �
o
.y
�-...
- TO 6 FEET APART AS
10'MIN.
main. Most of the force main is Off Of the project i n i 1>
p Ject site and s located in the NCDOT right-of-tvay.
--
'. .-r..-.REQUIRED TO KEEP
THE JUTE FIRMLY
PRESSED INTO SOIL.
16-0'
The Meadow Ridge drains
m
NOTE: HEIGHT & WIDTH DETERMINED BY
project area to the Saw Pit Swam arid into the Shattotte River. Both are
g P J P
-\- - -�+--�-••
PLAN VIEW
EXISTING AND
.5'-1' SEDIMENT STORAGE REQUIRED
classified as C; Swam according to the NCDEiSi' Classification and Water Standards."
P g
wvP""Pn
It(�'ej'4t
. �. -_ TYPICAL STAPLES
y __
Current tan u f .h project i
d use o the p olect area s woodland-
#G-GAUGE WIRE
NEW CONSTRUCTION
EXISTING ROADWAY
¢ #5 WASHED
¢
STONE
B. SOILS AND TERRAIN
L
= Q d
-�"�-.'�
�'
= WOO
�
' OJ
- _-_ _ -_
6" MIN. ..12" MIN.
i•,,"•"- • � -- - ^,. ,,,�,+, �`„
The project area to be disturbed is slightly rolling with a consistent slope from the southern project boundary
2
7 s"
to the northern project boundary. The Soil Survey of Brunswick County classifies the soil types within the
Q@
SECTION VIEW
FRONT VIEW
project boundaries as Mandarin Fine Sands and Grifton fine sandy loam. These series of soils are
J�4
F. PRESS ENDS OF JUTE 41NCHES INTO THE SOIL
considered to be poorly drained -
AROUND STRUCTURES AND STAPLE SECURELY.
JUTE- THATCHMG-STABILIZATLOXDETAIL
DONSTRUC_T_ID-N-ENTRANCE DETAIL
TYPICATLCHECXDANLDYffAIL
C. EROSION CONTROL MEASURES
NTS
NTS
NTS
The primary land disturbing activities for this project are related to construction of the roadways, Storage
INS THATCHING IN SWALES
Buildings (Access Storage 11), parking lots, installation and construction of storm drainage system including
-JUTE
s (SEE No Exe./
STEEL OR WOOD POST
stormwater ponds, installation of under ground utilities, and the relocation of existing ditches. To prevent
lY` STAY
SPACING WDVEN WIRE FENCING AS RED'RD.
sediment losses to off -site areas and erosion during construction, the following measures shall be used: silt
WHERE APPLICABLE
(SEE NOTE! 6.)
fencing, seasonal grassing, construction entrance, inlet protection, outlet protection, and Three (3)
SILT FENCE FABRIC
Em
EXTRA STRENGTH (50 #71 IN. MIN.) SYNTHETIC POROUS
Stormwater Ponds will be. used as sediment basins. The three (3) Stormtv'ater Ponds are designed to the
Jute thatching shall be used in swales where the slope exceeds 0.015 (1.5%)
MIN. 12112 GA.
FABRIC OF NYLON, POLYESTER, OR ETHYLENE YARNS.
State's Specifications for stormwater treatment, and provide more than enough sediment Storage capacity.
INTERMEDIATE c i FILL SLOPE
WIRE
--------------�
All accumulated sediment shall be removed from the Stormwater Ponds prior to their use as permanent
SPECIFICATION GUIDE
_
-..
I I
stormwater treatment BMP's. Sediment shall not. be allowed to leave the site at any time during
A. Preparing a channel and seeding: To nrevent meandering,slope.channel to center to confine low flows totheit
I
1
construction. Frequent inspections by the engineer shall be done to ensure that all erosion control measures
F o
W ri
channel where thatching will be laid
GRADE . -'
•
"
1 I iN
are functioning properly.
A ' U
"Seeding
MIN. COMPACTED FILL OVER SIRT'
..- ANCHOR SKIRT WITH MIN 4" LONG
A I I A
OOOr-IE_
r"i
a =
1. Fertilization - Lime and fertilize as specified in Schedule". Disk as needed but do not cultipack.
o WIRE STAPLES @ 12" O.C.
O
_.--, , "-+--+r-+
I I '`
OOOOOOOO
O O
3
2
2. Iegetative Sprigging -Plant grass sprigs or similar material before the thatching is put down. Spacings for
FOR REPAIR OFTFAILURES,
�"� �_ "�" USE #57 WASHEDSHED STONEONE IN IN LIEU OF
I I z
��������
H O Y�
planting may van.COMPACTED
ySuggested maximum is 10 x 20 inches.
FILL.
I OOO�O�OO I zp
LL G
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EROSION CONTROL GENERAL NOTES
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3. Seedings - Split the application. Sow half the seed before placing the thatching- Plant the remaining half after the
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thatching is laid.
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1. All construction activities shall be performed in compliance with the Sedimentation Pollution Control
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B. Lavin the Thatching: The thatching shall be laid on loose soil after all rocks, clods and sticks have been picked u
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that would contact with the soil surface.
locations necessary to contrailesiltation th adjacent s areas.
1. Install silt fences as shown , t draws are atminimum
2 Where wood posts are used, they shall be a minimum of 3" in diameter aril a in length. Posts shall be creosote a
treated southern
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Act Of 1973.
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prevent -
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9 Where steel posts are used they shall be S in length and be of the self fastener angle type.
TREATED 2 X 4 POST & FRAME w
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4 Woven wire fencing, where required (see Note # 6), shall conform to ASTM At 16 for class 3 galvanizing. Fabric shall
2. All land disturbing activity is to be planned and conducted to limit exposure to the shortest feasible
1. Start laying the thatching from the top of the channel and unroll down grade so that one edge of the strip coincides
be a minimum of 32" wide and have a minimum of 6line wires with 12" stay spacing. The top and bcltan wires shall
be 10 gauge, and intermediate wires shall be 12-1r2 gauge- Wire fabric shall be fastened to wood poxls with not less
time.
with the channel center. Lay a second strip parallel to the first on the other side of the channel and allow a 2 inch
than #s staples 1 1rr lore_
overlap.If one roll of thatching does not extend the length of the channel, continue downhill with additional rolls.
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Fitter fabric shall be of nylon, polyester, propylene or ethylene yam with mirmium strength of 30Ib.Ain. in., Sod a
as rcy_ Faboo shah contain treater, t id ize
d g of haft s and stabilizers
5- minimum 85%is
3. All construction sites and severely eroded areas shall be stabilized b y the establishment of a
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Securing the Thatching Bury the to end of the jute strip in a trench 4 inches or more deg Tam the trench full
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used with a strength l) 60 in. or greater, and the pest spring does nd exceed 6', woven
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6. wire fencing is not required. Otherwise, woven wire forcing is requited, and post spacing shalt not exceed 9.
PLAN VIEW SF,CTiON A A
permanent ground cover.
_ 2. of soil. Reinforce with a row of staples driven through the jute about 10 inches apart. Then staple the overlap in
the channel center. These staples should be 3 to 4 feet apart. The outside edges may be stapled similarly at any
4. As soon as all areas are permanently stabilized, all permanent measures have been installed, and
time alter the center has been stapled. Closer stapling along the sides is required where concentrated water may
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final approval is received by the Erosion Control Engineer, erosion control temporary measures may be
flow into the channel.
STANDARIZTEMOR. PARY SILT N FECE
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removed.
Whom one roll of thatching ends and another roll begins, the end of the top strip overlaps the trench where the
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5. Over the life of the project, the Owner shall make tic inspections o evaluate the success in
upper end of the lower strip is buried. Make the overlap at least I inches and staple securely.
crontrollbareas-If erosion of soils to off -site If areas arerefound where erosion is taking place, the Owner
found
Erosion. Stops - At any point the thatching may be folded for burying in slit trenches and secured as were the upper
shalltake the necessary measures to remedy the situation.
3. ends. This checks water flow and erosion that may begin under the matting. It also gives improved tie -down. The
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procedure is recommended on steeper slopes and gentler slopes of sandy suit or areas subject to seepage. Spacings
of stops vary from 25 to 100 feet.
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Diversions - Where diversion terraces outlet into the waterway, the outlet should be protected with thatching used
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4. in the some manner as in the main channel. The thatching for the outlet is laid fist so that thatching in the main
CONSTRUCTION SEQUENCE
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channel will overlap the outlet strip.
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Thatching - Soil Contact - Get contact between thatching and soil by rolling at right angle after laying, stapling and
NOTES:
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5. seeding is complete. Perfect contact i vital tp keep water flew over not tinder the thatching.
1. Vigorous stand of permanent grass weer shall be established as soon as possible along the carter line and
L Obtain approval Of Erosion C011tSgl Plan from NCDENR- Land Quality Section.FTl
banks of channel. Where banks cannot be adequately stabilized with vegetation, an artificial liner such as
rip -rap shall be used to protect the banks.
RIP -RAP DISSIPATION PAD
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Staples - Hairpin -shaped wire staples, number 8 gauge; 8 and 10 inches long have been used. The longer staples
2- Where slope of channel bottom exceeds 1.5%, jute thatching, or other effective channel lining material, as well
bermudagrass be to fine 4'
2. Install Construction entrances.
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6. are used in loose or wet soil. Wire staples are better than wooden pegs because the staples can be driven flush with
as sod shall used protect channel center to a point on each side of center -
(See "Installation of Jute Thatching in swales.'�
PROPOSED FLARE
EIO SECTION
the matting. Wooden pegs extend above the thatching and may catch trash that diverts water flow out of the
3. Install temporary Silt fencing.
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thateh protected channel. Wooden pegs may also set up a damaging turbulence.
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Inspection: After job completion, make sure the thatching is in contact with the soil at all places and the critical
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4. Clear sites at Stormwater Pond locations and begin construction of Stormtater Ponds.
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C. areas are secuielttapled down.
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6. Rough grade roadways and parking lots and install storm drainage system and begin ditch relocation
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PLAN VIEW
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7. Install water, sewer, and other utilities.
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MEDIUM STONE DIA. d50
MAX STONE DIa dinar
8. Within thirty days following final grading activities, seed and mulch disturbed areas which will not be
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SEDINCT S( NED_ULE
sLOPEow
bait upon.
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L All disturbed areas due to construction and any severely eroded areas shall be stabilized by the
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9- Maintain temporary erosion control measures until permanent ground cover is established
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establishment of a permanent grass cover. The seed species shall be selected based on the Yype, soil present,
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UNOErLpr STONE APRON THICKNESS
WITH EdrFlt CLOTH
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seasonal conditions and other considerations. As an alternative, the contractor may use the methods and
10. Obtain certificate of compliance through and on -site inspection by NCDENR. Erosion Control Engineer.
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schedules shown below; however, it is recommended that a specialist be consulted with attention given to site
SECTION VIEW
Contact person is Mr. Dan Sams, 910-395-3900.
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specific conditions.
OUTLET PRO_T_.ECTI ON DETAIL
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11. Remove temporary erosion control measures and stabilize these areas immediately- Permanent: erosion
a. Cultivate area to a depth of 5 inches
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control measures shall remain. All sediment is to be removed from Stormwater Ponds and they are to
b. Apply agricultural lime at the rate of 40001bs. per acre
be returned to their design spec cations before being used as permanent Bb1P's.
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c- Apply 10-`LO-20 commercial fertilizer at. the rate of 5001bs. per acre
Outlet Pi
Pipe d50 La 3Do W dmax Apron
d. Sow grass seeds at the following rates:
Size (Do) Thickness
(in) (It) (ft) (ft) (ft) (ft) ({t)
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Kind Rat Per Acre
Intentionally left blank
All Rip -Rap at Pipe Outlets 24 0.16 6 0.75 1.co
Common Bermuda Grass
36 035
.6 18 9 21 21 0.9 1.35
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unhulled 251bs-
48 0-8 22 12 26 1.2 1-80
Intentionally left blank
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hulled 12 His.
Stormwater Ported Structures 10' Weir 0.8 78 10 16 1-21.8
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Pensacola Bahia grass 50 lbs.
Korean Lespedeza 25 lbs.
I Emergency Spillways 20' Weir 0.8 18 20 30 1.2 1.8
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Tell Fescue 30 lbs.
Intentionally left blank
e. Mulch with straw at the rate of :3250 to 4350 tbs. per acre.
£ Anchor straw with asphalt emulsion tack coat applied at the rate of 300 gallons per acre.
2. Where it is not possible to establish a permanent grass cover in a reasonably short period of time due to
seasonal considerations, a temporary grass cover shall be established The temporary cover shall include the
planting of annual grasses or small grains such as rve grass. Temporary covers shall not eliminate the
requirement for permanent grass cover. Where the season or other conditions are not suitable for grooving a
temporary erosion resistant cover, mulch may be applied; however, mulch used alone shall be for the shortest
time practical A temporary or permanentt vegetative cover shall be established as soon as conditions are
favorable.
3- Topsoil shall be used over unfavorable soil conditions for successful establishment of vegetative cover.
4. Irrigate as necessary to optimize plant growth.
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This drawing is the property of HOUSTON and ASSOCIATES, P-A.and (�
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is not be lep+xin whole or in part without written permission from
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HOUSTON and ASSOCIATES, PA. (c� Copyright 2005
RIGHTS RESERVED N
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