SW8000323_APPROVED PLANS_20000426

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW �c /9f.YY32.3
DOC TYPE
❑ CURRENT PERMIT
�DAPPROVED PLANS i
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
r,?w O'�lo�L
YYYYMMDD

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0
SITE, EROSION CONTROL, STORMWATER,
and UTILITY PLANS
MANNON HOLDINGS,
VILLAGE ROAD
SHALLOTTE, NORTH CAROLINA
ALFM HUCIM
1130/9"
9
Era
EXISTING
ENCROACHMENT
DANIEL HOLDEN �
85/981
LLC
Fiv TELE
s iaxnt� 16f.i0 R/W
R/W MON
EXISTING M
SIDEWALK
EXISTING
CURBING
VILLAGE ROAD 60' R/W
FQR A��RQi1AL
Fan AFF110WAL,
ti \'2p'
0
700 c,
,SITE
�i
VICINITY MAP
S.HE...ET_L.E_G..EN_D
C1 COVER SHEET
C2 SITE PLAN
C3 EROSION CONTROL PLAN, and
STORMWATER MANAGEMENT PLAN
.,4 STORMWATER DETENTION POND PLAN and DETAILS
3'5 DISTURBED AREA PLAN and DRAINAGE SUB -BASIN MAP
C6 UTILITY PLAN, NOTES and DETAILS
C7 EROSION CONTROL NOTES and DETAILS
OWNER:
APPROVED
MOWN CAROLINA ENVIRO E 2 i ".L
MANAGEMENT COMMISSION
DIVISION OF WATER QUAUTY
Data
' I 3�
Stormilrater P�rmlt No.> ,r3
Mannon Holdings, LLC
OOOZ 0 z�W
a "
SJT0Rviv,',ATER
R11 C I- I V ED
MAR 2 0 2000
Shallotte, North Carolina 28470-7452
whole or M part without written permi®aion
of Bast Coasf It Company, P.A.
4
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whole or W - art with( )ut whAten permission
of East C
OaAWneering Company, P.A.
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-,T
-'T TT' . F- TT �-7 -.T
S IZ, ?P*';U .06 1
'M

REVISIONS
0
STORM DRAIN DATA TABLE
STORM DRAIN ID
Q10 FLOWRATE
PIPE SIZE
INVERT ELEVATION
(cfs)
(Inches)
(Feet)
IN OUT
SD -POND
5.9
15
8.5 8.0
SD1
3.1
15
10.8 10.3
S132
4.1
15
10.3 9.8
SD3
4.7
15
9.8 8.5
S D4
0 7
12
11.0 8.5
NOTES: 1. All Pipe Shall be High Density Polyethylene.
2. All Pipe Shall be Bedded, Haunched, and Backfilled per
Manufacturer's Recommendations for Pipe Constructed
Within Traffic Areas with H2O Loading.
CATCH BASIN AND JUNCTION BOX DATA TABLE
CURB INLET ID INLET Q10 INVERT ELEVATION RIM ELEVATION NEENAH INLET
(cfs) (Feet) (Feet) SELECTED
IN OUT
CB1
3.1
N/A
10.8
14.0
R-3246
C132
1.0
10,3
10.3
14.0
R-3246
C133
0.6
9.8
9.8
15.1
R-3246
C134
0.7
NIA
11,0
14.0
R-3246
NOTES: 1. See "Storm Drain Data Table" (Above) to Confirm Invert Elevations.
2. See Grading Plan to Confirm Grate Rim Elevations.
N/F
ALBERT HUGHES
1139/977
SILT FENCE -
(SEE DETAIL)
EXISTING
ENCROACHMENT
N/F
DANIEL HOLDEN
85/361
SILT FENCE -
(SEE DETAIL)
J
m
CD
' f /
N/F
f XAOANDA HOLDINGS, LLC
S 69'58'{?8" W 160.17'
E-GUTLET PROTECTIONS DETAIL. I
(5HT C4) CB-4
i
LLJ
I ) 1 z
LIJ
X
Cb
�
a� Ia.n
• l
1
o PRQPDS€�-----
l
-STORMWATER POND
/ {SEE SHEET C4 FOR STORMWATER POND DETAILS)
h
1
ro�
a s
CB-3
-fcc A
f /
CB-2
5fl=2
-
/
CONCRETE FLU
-
CB-1
.0
n
Y
17
�d
r
0
7.
-77
\
2 PAR Q SPACE
CO
PRdROSED
\
BUILDING
\
75' X 14�t
1
�
\
(18,600 S.F.)\\
A
20' X 39' ATRIUM
-
/
41
�r
EXISTING
SIDEWALK
EXISTING
CURBING
CONSTRUCTION ENTRANCE
(SEE DETAIL SHT C7)
Z
TELE
- �5 19'36'22W 467.1'Q' f r
\\ ; R/W
M
f e
a
VILLAGE ROAD
60' R/W
N/F
ATLANTIC TELEPHONE
160/606
N/F
TERRY WILLETS
918/222
STORM WATER PROJECT BOUNDARY
N/F
DAVID ROURK
LEGEND
EXISTING CONTOUR
PROPOSED CONTOUR
T1,.
TOC = TOP OF CURB SPOT ELEVATION
TOP 4.6
TOP = TOP OF PAVEMENT SPOT ELEVATION
SD-1
PROPOSED STORMDRAIN
PROPOSED SILT FENCE
PROPERTY LINE
STORM WATER PROJECT BOUNDARY
CONCRETE WALKS/PAVEMENT
ASPHALT DRIVE/PARKING
STONE CHECK DAM
GRAPHIC SCALE
20 0 10 20 40
( IN FEET )
1" = 20'
80
STORMWATER DATA
TOTAL STORMWATER PROJECT AREA = 54,333 s.f. (1.24 Ac.)
BUILDING BUILT UPON AREA (BUA) = 10,791 s.f. (0.248 Ac.)
CONCRETE WALKS/PAVING BUA = 1,426 s.f. (0.033 Ac.)
ASPHALT PARKING/DRIVES BUA = 20,398 s.f. (0.468 Ac.)
TOTAL BUILT UPON AREA = 32,615 s.f. (0.749 Ac.)
RATIO OF TOTAL BUILT UPON AREA �615 s.f) - 0.640
TOTAL STORMWATER PROJECT AREA (54,333 s.f.) -
FOR DISTURBED AREA SEE SHEET C5
WETLANDS NOTE
THE U.S. ARMY CORPS OF ENGINEERS ISSUED A NATIONWIDE PERMIT
(NUMBER 26) FOR THIS PROJECT ON JULY 09, 1999.
THIS PERMIT (ACTION I.D. 199901204) ALLOWS FOR DISCHARGE OF FILL
MATERIAL INTO 0.25 AC. OF WETLANDS, THIS PROJECT IMPACTS LESS
THAN 0.25 Ac. OF WETLANDS.
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MON
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Date: 03/13/00
Scale: 1 "=20'
Drawn By: DMB/JDL
Checked By: ACUDBB
THIS PLAN IS NOT ISSUED FOR
CONSTRUCTION WITOUT AFFIX
EMBOSSED CORPORATE SEAL.
int Ill lq r!
CAR
" V 9
ti-
SEAL ov_
9499
o� •••,t, lrll,,,,,' o '
M.
Sheet C3 of 7
ECEC PROJECT NO. 99-0333
This drawing shall not be repproduced in
whole or in part without written permission
of East Coast Engineering Company, P.A.
-- - T �- 7�'l -�" ri: ;,'• �5. Tl '�i� .,r r,y.r4-1-F
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- - - S ��-- - L,. i; ! L_1' _r_F_ . . 'd �.
REVISIONS
0
15" BAF
A
15.
CUT 6" CMP, BEND OUT FLAPS, AND FASTEN
GUARD TO RISER WITH 5/16" GALV. BOLTS, NUTS,
TOP VIEW OF RISER
NOTE: ALL PIPE TO BE ALUMINIZED CMP
ELEV. TOP OF ORIFICE
24" TRASH GUARD GUARD = i 1.0t-�
TOP OF RISER
ELEV. =11.2'
- ELEV. BOI
BARREL 18" 13/16" ORIFICE
RISER
'"-- ELEV. BOTTOM
INVERT ELEV. = 8.5' ORIFICE GUARD
INVERT ELEVATION 12" :y
OUT OF BARREL = 8.0. •'4:, ;`..,� ::: �.
CONCRETE MIN. 12" ALL
AROUND
SECTION -VIEW A -A
STORAGE POND RISER ASSEMBLY
NOT TO SCALE
8'-0" (La)
F
RIP RAP PAD o
zo a
r
15" PIPE
STONE WITH Dso = 4"
and Dmax = 6"
UNDERLAY WITH FILTER FABRIC
OUTLET PROTECTION DETAIL
NOT TO SCALE
11
3
11
6
J
10-001
NORMAL POOL 10.0' MSL
11
2
CMP ORIFICE GUARD
79.
4.0'
STORAGE POND RISER ASSEMBL•
(SEE DETAIL AT LEFT)
STORMWATER POND DATA SUMMARY
Area Draining to Stormwater Pond (DA)
1.03
acres
Proposed Built -Upon Area Within Pond Drainage Area (BUA)
0.75
acres
BUA to DA Ratio
0.73
Design TSS Removal
90
%
Proposed Depth from Permanent Pool Elevation to Bottom
6
feet
Minimum Permanent Pool Surface Area to DA Ratio Required
0.0411
Actual SA to DA Ratio Proposed
0.0447
Pond Bottom Elevation
4.0
feet MSL
Permanent (Bottom to Orifice) Pool Elevation
10.0
feet MSL
Temporary (Top of Riser) Elevation
11.2
feet MSL
Permanent Pool Surface Area
2,000
square feet
Temporary Pool Surface Area
2,700
square feet
Volume of Runoff from 1" Rainfall
2,632
cubic feet
Storage Between Permanent Pool and Temporary Pool
2,820
cubic feet
Size of Orifice
13/16
inches
Drawdown Time
2.8
days
Volume Between Permanent Pool and Bottom of Forebay
756
cubic feet
Volume Between Permanent Pool and Bottom of Forebay & Main Pond Combined
3,706
cubic feet
Pool Elevation at Q10 Peak Runoff
11.8
feet MSL
Minimum Top of Bank Elevation
12•8
feet MSL
70.
17.
TOP OF FOREBAY BERM = 9.5'
1
2
�1
8.5 FOREBAY BOTTOM 5.0' MSL
POND SECTION A -A
N.T.S.
10.00'
E.
GI
N/r
ALOM HUGHES
1139/977
ob
��j-I
p
gy9
Elp
NIL,
DANIEL HOLDEN
s3/361
5
PROPERTY CORNER
AT VILLAGE ROAD
�3
8
a.
J
Lr
Z
LL
0LU TOP OF BULKHEAD 13.0' MSL
LU � FINISH GRADE @ BULKHEAD 12.5 MSL
OUTLET PROTECTION
(SEE DETAIL AT LEFT) NOTES:
1) A Pump Shall be Used to Empty Basin in Event it is Necessary for
Maintenance Purposes.
p 2) Stabilize all Exposed Slopes with Bermuda Grass. See "Seeding
Schedule."
3) All Sediment Accumulated During Construction Shall be Removed from
Pond and Grades Returned to Design Values.
7 8
rr
9
r2
Ilk
1,3 r3
0
6 rr
11 SrO1GE
s�G//y �� MAt pn,,. 1 � r r 2
r4r 10•0
Ij�Es
O 9 8 Np V�OrAr/�� HECR TOP BULKHEAD
MSLEAD
3
T O
O SI�EtA9 p 9
A
®s
5 s
VEG. SHELF 10.0' MSL TO 9.0' MSL 1
4 3
14
BPlans not to be scaled. Engineer has provided
Stakeout information below. Additional Stakeout
information will be provided upon Contractor's
request and Owner's authorization.
STORMWATER__PON-D-PLAN,I.,;;
SCALE: 131 _ 101 ., a,D'4 �esa
esPt
POND STAKEOUT TABLE
POINT NO.
NORTHING COORD.
EASTING COORD.
1
4976.8958
5270.6107
2
4989.6440
5265.7816
3
5035.7557
5282.3201
4
5041.4238
5287,4665
5
5041.7909
5295.1137
6
5032.0659
5322.1859
7
5028.1980
5325.4249
8
5023.4773
5323.6455
9
5017.9875
5316.8781
10
5012.4978
5310.1107
11
5010.9553
5308.4173
12
5009.2293
5306.9115
13
4979.6608
5283.9595
14
4986.0992
5275.6651
15
5032.3797
5291.7330
16
5027.3603
5320.4955
47.50'
LL
J
LU
02
P
7
_ Q
0 Li
LU 0 2
wa
>a W
Z5 fr a 10.00' 10.00'-
TOP OF BULKHEAD 13.0' MSL m Z w ,
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Date: 03/13/00
Scale:__ "=20'
Drawn By. DMB/JDL
Checked By: ACVDBB
► -
w
ILL
.00' -1-9.00'
�-
0
j Co
Z
~
Q�
Zo
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LUp
Lu
1
3
THIS PLAN IS NOT ISSUED FOR
CONSTRUCTION WITOUT AFFIXE
1
EMBOSSED CORPORATE SEAL.
6
_
J 1
2 2
POND BOTTOM 4.0' MSL
POND SECTION B-B
N,T.S.
CAR
SEAL
949%
Sheet C4 of 7
ECEC PROJECT NO.99-0333
This drawing shall not be reproduced in
whole or in part without written permission
of East Coast Engineering Company, P.A.
d.e 94: 1�, ��. i.�. �. �Gi `♦ 6k ,.{d1.4AIr'�i r'lf:La '�.;t4 t,i.'A.�
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f.-

REVISIONS
PROPERTY PROPERTY LINE
EXISTING
_
SIDEWALK .., .�. ..
EXISTING
CURBING
VILLAGE ROAD
60' R/W
t
TELE
R/W
LIMITS OF DISTURBED AREA
R/W
MON
LEGEND
m = m = = POND DRAINAGE AREA BOUNDARIES
CATCH BASIN DRAINAGE AREA BOUNDARIES
�■■LIMITS OF DISTURBED AREA (-1.2 Ac.)
20
PROPERTY LINE
Q10 FLOWRATE
(C#s)
GRAPHIC SCALE
0 10 20 40 85.9
3.1
4.1
( IN FEET 4.7
1" = 20' 0.7
Z cr) (D
Cr dam' N
W N x
W ¢ cTS m
Z a. c .'m
Q cm
L
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LU
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w
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0
Cc
CU
s
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z
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U_
z
CIO
H
I-
0
Date: 03/13/00
Scale: 1 "=20'
Drawn By: DMBIJDL
Checked By: ACL/DBB
THIS PLAN IS NOT ISSUED FOR
CONSTRUCTION WITOUT AFFIN
EMBOSSED CORPORATE SEAL.
j1,,,,H11,1 Ni Nf
0' 0\A CAA
Sheet C5 of 7
ECEC PROJECT NO. 99-0333
This drawinshall not be reproduced in
whole or in -?art without written permission
of East CoasEngineering Company, P.A.
.- T --
.sr R 'i :{4 ! e• L' � � � i�.,.ii :1. -�:'�:�i - .fi:.:h 1:... .��•~-� T .• :.r�.,: ii .. "�i`'. .i?. o. i i�' ci'!, T", Yk7.i
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1 ._�,, !e 'I 1 i i _� 4 i •! � �i �•' y ��j+_) � `��liAi ��'� e�llJ�: .t{1.3 "i�f; F,
4, � + '� 11IY � ,, ,.-. �.1: ,. , �, ., -� .. ... ,..�..:li �1•.� .. �!, �,• iE'. k�%;•�, � a'. F':•�si'4 •t_..tr� [�?', t,

!.iI : +s xL: ? i.; ei.i ii_
REVISIONS
4 �4
�Er�N LEGEND
-
z
� N
W PROPOSED WATER SERVICE
LU N X
PROPOSED /
STORMWATER POND ` SS PROPOSED SANITARY SEWER SERVICE
W 0
Q Co m
Z>-U2:ao
W
CL
C� z o
o o -CCCz
_
GRAPHIC SCALE
O
{0 co
20 0 10 20 40 80
�....
T
<
( IN FEET)
1" = 20'
W
Q
z
-j
O
Q
Q J
w 'J =
o �
0 O
to z z
w --
,0 0
-
O _j U
o
J
r
z
M z
z �
o
PROPOSED
z It
-j z m
BUILDING
CL Q U
75' X 140'
cc
C
(18,600 S.F.)
J
O
0g'
� J
Q
U7
4
Date: 03/13/00
Buikdirtg sewer
Proposed Water Service line Cleanout ,� (By Others)
� (By Others) �
Scale: 1 "=20'
w, 0,0-1�— Duplex Sewer Station 6y
Town of Shaikotte
Drawn By: DME3 DL
Checked By: ACUDBB
Proposed Water Meter per Town � TELE
rF
-.,-5pecifications (By Others) R/W
R/W MON
EXISTING -----------------
SIDEWALK
EXISTING
CURBING
THIS PLAN IS NOT ISSUED FOR
CONSTRUCTION WITOUT AFFIXE
EMBOSSED CORPORATE SEAL.
'O SHCAR
VILLAGE ROAD 60 R/W
-
g� 1`�
g
=F
Sheet C6 of 7
ECEC PROJECT NO.99-0333
O
This drawing shall not be reproduced in
whole or in paA without written permission
of East Coast Engineering Company, P.A.

ALI-"L.. - --
Revisions
NOTES:
1. VIGOROUS STAND OF PERMANEBT GRASS COVER SHALL
BE ESTABLISHED AS SOON AS POSSIBLE ALONG THE
BANKS OF DITCHES AND DISTURBED AREAS. WHERE
DITCH BANKS CANNOT BE ADEQUATELY STABLIIZED
WITH VEGETATION, AN ARTIFICIAL LINER SUCH AS RIP -RAP
SHALL BE USED TO PROTECT BANKS.
2. WHERE SLOPE OF CHANNEL BOTTOM EXCEEDS 1.5%,
JUTE THATCHING OR OTHER EFFECTIVE CHANNEL LINING
MATERIAL SHALL BE USED.
3rS(2
p 31ge
Slk
TYPICAL GRASS SWALE
NOT TO SCALE
V-6" x V-0" x .080 STD. ALUM.
HANDICAPPED PARKING SIGN
W
TO READ "RESERVED PARKING"
WITH IDENTIFICATION SYMBOL.
BOLT TO WD. POST W/ 3/8" CANDIUM
PLATED NUTS, BOLTS & WASHERS. --�
9" x V-0" x .080 STD ALUM. SIGN
TO READ "VAN ACCESSIBLE".
BOLT TO WD. POST WITH 3/8" CANDIUM
PLATED NUTS, BOLTS & WASHERS
9" x l'-0" x .080 STD ALUM. SIGN
TO READ "MAXIMUM PENALTY $100,
I , 12" - GS 20-37.6". BOLT TO WD. POST
cam WITH 3/8" CANDIUM PLATED
LEGEND WBORDER- OREM NUTS, BOLTS & WASHERS.
WHITE SYNIXL ON OWE TiACKC UIND
B'CKGRWN0.WH1rF TREATED WOOD 4"x4" POST.
1-1/2"R(TYP) 1-10R(TYP)
MAXIMUM VANPENALTY Im
$ 10 0 318"(TYP) ACCESSIBLE 3i8"(TYP)
-s 12" 12"I ILA
"1 I Ill III4\II-I4=
LEGEND AND BOROER-GREEN LEGENDANDMER-GREEN =� -
MUGIMM-WHITE BACKGROUND - WHITE
TYPICAL HANDICAPPED SIGN DETAIL
- --- - -r NOT TO SCALE -------_.___
NOTE:
TO BE USED WHERE
IS TO RUN AWAY
PLAN VIEW
GRADE
- �0' MIN.
DIVERSION TO DIRECT RUNOFF FROM R/W
SECTION VIEW
TEMPORARY GRAVELED
CONSTRUCTION_ ENTRANCE
- -_. ------------- NOT TO SCALE
NOTE: ASPHALT SHALL BE 1/4"
ABOVE GUTTER EDGE
STANDARD CURB & GUTTER
6" 1 1'-6"
1 " RAD-
2" 1-2 ASPHALT
"-ASPHALT PAVING
CURB AND GUTTER
2" 1-2 ASPHALT
6"ABC
io l
NOTE: ASPHALT SHALL BE
FLUSH W/ GUTTER EDGE
AN&G TIER
MODIFIED CURB & GUTTER
(USE IN SPILL CONDITIONS)
CURB AND GUTTER SECTION
NOT TO SCALE
IN. 10 GA.
)P WIRE
U
WIN. 12-112 GA. it
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BOTTOM WIRE FL
6" MIN. COMPACTED
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NOTES_
1. INSTALL NEW SILT FENCES AS SHOWN ON DRAWING AND AT LOCATIONS NECESSARY TO CONTROL SILTATION OF ADJACENT AREAS.
2. WHERE WOOD POSTS ARE USED, POSTS SHALL BE A MINIMUM OF 3" IN DIAMETER AND V IN LENGTH. POSTS SHALL BE CREOSOTE OR
PENTACHLOROPENOL TREATED SOUTHERN PINE.
3. WHERE STEEL POSTS ARE USED, POSTS SHALL BE 5' IN LENGTH AND BE OF THE SELF FASTENER ANGLE TYPE.
4. WOVEN WIRE FENCING, WHERE REQUIRED (SEE NOTE #6), SHALL CONFORM TO ASTM Al16 FOR CLASS 3 GALVANIZING. FABRIC SHALL
BE A MINIMUM OF 32" WIDE AND HAVE A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING. THE TOP AND BOTTOM WIRES SHALL
BE 10 GAUGE AND INTERMEDIATE WIRES SHALL BE 12-1/2 GAUGE. WIDE FABRIC SHALL BE FASTENED TO WOOD POSTS WITH NOT LESS
THAN #9 STAPLES 1 1/2" LONG.
5. FILTER FABRIC SHALL BE OF NYLON, POLYESTER, PROPYLENE OR ETHYLENE YARN WITH A MINIMUM STRENGTH OF 30 LBJLIN. IN. AND A
MINIMUM OF 85% FILTERING EFFICIENCY. FABRIC SHALL CONTAIN ULTRAVIOLET INHIBITORS AND STABILIZERS.
6. IF FABRIC FILTER IS USED WITH A STRENGTH OF 50 LBJLiN. IN. OR GREATER, AND THE POST SPACING (S) DOES NOT EXCEED 6', WOVEN
WIRE FENCING IS NOT REQUIRED. OTHERWISE, WOVEN WIRE FENCING IS REQUIRED, AND POST SPACING SHALL NOT EXCEED 8'.
TEMPORARY SILT FENCE
NOT TO SCALE
STEEL OR WOOD POST
WOVEN WIRE FENCING AS REQUIRED
SILT FILTER FABRIC
ANCHOR FABRIC SKIRT w/MIN. 4" LONG
WIRE STAPLES CM 12" O.C.
TOR REPAIR OF SILT FENCE FAILURES,
USE #57 WASHED STONE IN LIEU OF
COMPACTED FILL.
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FRAME AND GRATE
NEENAH R-3246
OR EQUAL
20" MIN. CONCRETE
BRICK
4"
#4 REBAR @ CONC. FTG.
12" O.C. EACH WAY
TYPICAL CURB INLET
18" CURB AND GUTTER NOT TO SCALE
NOTES:
FILTER J
FABRIC
NCDOT CLASS 6
EROSION CONTROL
STONE
8" TO 12" #57
STONE ON UPSTREAM
FACE
FILTER
FABRIC --k ,ch
1. BACKFILL TO BE FREE OF ROCKS, FOREIGN MATERIAL, OR FROZEN EARTH.
2. BACKFILL COMPACTED TO:
A - 95% MAXIMUM DRY DENSITY UNDER ROADS, DRIVEWAYS, OR SIDEWALKS
B - DENSITY BEFORE EXCAVATION, OR 90% MAXIMUM DRY DENSITY
WHICH EVER IS LESS, AND IN LOCATIONS NOT COVERED ABOVE,
3. BACKFILL COMPACTED IN MAXIMUM OF 8" LIFTS IN AREA 1 AND MAXIMUM
6" LIFTS IN AREA 2 BY MEANS OF A MECHANICAL TAMPER,
4. AREA 3 SHALL CONSIST OF SAND, GRAVEL, OR NATIVE SOIL WHICH IS FREE
OF ROCKS, FOREIGN MATERIALS, FROZEN EARTH OR ORGANICS, WHERE
NATIVE SOIL IS DETERMINED ADEQUATE BY THE ENGINEER, NO EXCAVATION
BELOW BOTTOM OF PIPE 1S REQUIRED.
(ie. AREA 2 WOULD EXTEND TO TRENCH BOTTOM.)
5. REFERENCE TO DENSITY BASED ON STANDARD PROCTOR AS DETERMINED
BY AASHTO T - 99. (ASTM D - 698)
NOTE: PAVEMENT SECTION MAY VARY
DEPENDING UPON FIELD CONDITIONS.
CONTRACTOR SHALL COORDINATE
w/OWNER & GEOTECHNICAL
ENGINEER TO DETERMINE
ACTUAL PAVEMENT SECTION IF
UNSUITABLE SOILS ARE PRESENT.
PAVEMENT SECTION
NTS
A
9"MIN.
A
SECTION A -A
STONE CHECK DAM
NTS
TRENCH BEDDING AND BACKFILL
................. ...
NOT TO SCALE
3060 PSI CONCRETE CURB
AND GUTTER
CONCRETE FLUME DETAIL
NOT TO SCALE
1/2" MES
PLAN VIEW
#57 CLEAN WASHED STONE
"LACE CONCRETE BLOCKS
WO COURSES HIGH
ROUND INLET
EACH SIDE OF INLET
SECTION VIEW
BLOCK & GRAVE_ L INLET PROTECTION
NOT TO SCALE
1.5'
MINJ,ah
,ah EROSION CONTROL and STORMWATER MANAGEMENT NARRATIVE
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A. PROJECT DESCRIPTION
The Marmon Holdings, LLC. Project is being developed by Mr. Edward Gore, Jr. of Mannon Holdings, LLC, PO Box 7452, Shallotte, NC. The Project site is located on a 1.2 acre tract within the Town of Shallotte. The site is
adjacent to NCSR 1173 approximately 100 feet north of its intersection with NCSR 1191, The Project will consist of the construction of an office building, associated parking, access drive, drainage facilities, water service, sewer
service, and other utilities.
A stormwater detention pond wilt be constructed onsite to serve the Project. Drainage of the site will primarily involve "shedding" of runoff radially out from the front and sides of the office building toward the stormwater inlets
and storm drain system within the parking lot. The stormwater drainage system will transport the water to the foreb y of the stormwater pond. A swate located behind the building will intercept and transport runoff from adjacent
(upslope) areas to the south so that said runoff does not enter the onsite storm drainage system.
The stormwater detention pond will discharge to an unnamed tributary of the Shallotte River. The classification of the Shallotte River at the point of confluence is SC HQW. Therefore, the pond is designed to treat the volume of
runoff from the first one inch of rainfall from the pond drainage basin. Furthermore, the pond is designed to handle the peak runoff from the 10-year storm with a freeboard of at least one foot.
B. TERRAIN AND SOILS
There is approximately 4 feet of relief on the site falling generally from southwest to northeast.
Based on the Soil Survey of Brunswick County, the permanent soils onsite belong to the Baymeade series. Baymeade soils are well -drained fine sands.
C. ADJACENT PROPERTY
The Project area is bounded to the east by a tract owned by Brunswick Electric Membership Corporation; to the south by tracts owned by David Rourk and Terry Willets; to the west by NCSR 1173; and to the north by tracts
owned by Daniel Holden and Albert Hughes.
D. EROSION CONTROL MEASURES
A large portion of the disturbed areas will drain to the stormwater detention pond. The pond will, therefore, serve as the primary erosion control feature (sediment trap) during construction. Following the stabilization of all
upstream surfaces, the pond shall be cleaned out as required to remove collected sediment so that it can perform as designed for stormwater treatment -
Temporary erosion control measures will include construction entrance, sift fencing, inlet protection, and stone check dams. The method for limiting the amount of eroded soils released from the Project on a permanent basis
shall be the stabilization of all denuded surfaces with permanent grassing.
EROSION CONTROL GENERAL NOTES
1. All construction activities shall be performed in compliance with the Sedimentation Pollution Control Act of 1973.
2. All land disturbing activities are to be planned and conducted to limit exposure to the shortest feasible time.
3. All disturbed areas shall be stabilized by a permanent ground cover.
4. As soon as all areas are permanently stabilized, all permanent measures have been installed, and final approval is received from the Land Quality Section, the temporary measures may be removed.
5. Over the life of the Project, the Owner shall make periodic inspections to evaluate the success in controlling erosion of soils to offsite areas. If areas are found where erosion is taking place, the Owner shall take the
necessary measures to remedy the situation.
CONSTRUCTION SEQUENCE
1. Obtain approval of the Erosion Control Plan from the NC Dept of Environment and Natural Resources (NCDENR), Land Quality Section. Obtain approval of the Stormwater Plan from NCDENR, Division of Water Duality.
2. Clear and grub the Project site.
3. Install the construction entrance and silt fencing.
4. Grade, shape, and stabilize the diversion channel along the southern property line. Install check dams within channel-
5. Strip topsoil and stockpile onsite for use in future vegetated areas.
6. Construct the Stormwater Detention Pond with outlet structure and vegetated filter.
7. Rough grade parking lot, drives, and building areas. Prepare site, place fill material, and perform soils testing in compliance with soils report. Bring in fill material as required from a mine approved by the Land Quality
Section.
S. Prepare building pad and begin building construction-
9. Construct the stormwater drainage system including curb inlets, junction box, and storm drains.
10. Install inlet protection around curb inlets.
11. Install water lines, electric lines, and tele/cable lines.
12. Finish grade drives and parking lot.
13, Prepare subgrade, place base material, and pave drives and parking lot.
14. Finish building construction.
15. Maintain all temporary erosion control measures until permanent ground cover is established.
16. Check stormwater pond depth from normal pool to bottom. If it is less than minimum design depth allowed, excavate to design depth.
SEEDING SCHEDULE
1- All disturbed areas due to construction and any severely eroded areas shall be stabilized by a permanent grass cover. The seed species shall be selected based on the type of soil present, seasonal conditions, and other
considerations. As an alternative, the contractor may use the methods and schedules shown below; however, it is recommended that a specialist be consulted with attention given to specific site conditions.
a. Cultivate area to a depth of 5 inches. Ary Soils (Agri! Septemi�er) We#Soils (AArii -September) e. Mulch with straw at the rate of 3,250 to 4,350 lbs. per acre.
b. Apply agricultural time at a rate of 4,000 lbs. per acre. Bermuda Grass .......... 30 lbs. Bermuda Grass ........... 25 lbs. f. Anchor straw with asphalt emulsion tack coat applied at the
Centipede Grass ........10 lbs. Bahia Grass................25 lbs. rate of 300
c. Apply 10-20-20 commercial fertilizer at the rate of 500 lbs. per acre. gallons per acre.
d. Sow grass seed at the following rates per acre: Bahia Grass................30 lbs. Carpet Grass.-.............25 lbs.
Kobe Lespedeza........ .20 lbs. Annual Rye Grass or
Annual Rye Grass or German Millet ............ 25 lbs.
German Millet ............ 25 lbs.
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 seed rate per acre shall be:
Winter .(September A 7 Summer (May - August)
Annual Rye Grass ....... 50 lbs. German Millet..............50 lbs.
Tall Fescue ................. 501bs.
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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Date: 030 3/00
Scale: AS SHOWN
Drawn By: DMB/JDL
Checked By: ACUDBB
THIS PLAN IS NOT ISSUED FOR
CONSTRUCTION WITOUT AFFIX
EMBOSSED CORPORATE SEAL.
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Sheet C7 of 7
ECEC PROJECT NO. 99-0333
This drawing shall not he reproduced in
whole or in part without written permission
of East Coast Engineering Company, P.A.