SW8080818_APPROVED PLANS_20141106

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8
DOC TYPE
❑ CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

NOTES:
DESIGNER'S PLAN CERTIFICATION: iINDEX
N/F
1. DISTURBED AREA „1,416,891 S.F. t32.53 AC.
1 HFREB'r CERTIFY TENT THIS PLIWI HAS 9FFEH PREPARED IN ACCORON✓CE WITH THE LATEST NEW HAMMER 1
COVER SHEET
Ten,e Sknmms
2. ALL SEWER MAWS TO BE 8' PIPE WITH MINNIl1M S COVER UNLESS NOTED OTHERWISE
(:OIRlIY OI�INAIiCES AFA �� 11ESIGN IQ
INDEX SHEET
DB 1181 PG 510
urea
3. ALL WATER MAINS TO BE 8" UNLESS NOTED OTHERWISE WITH A MINIMUM 3' COVER.
S 8926'32• E 597.83'
S 8926'32
Z 4. STREET LIGHTS PER PROGRESS ENERGY MAP.
2
STITRMVATER t S&EC PLAN
N W
„ .•
' 20• Pau IN $GfDOtk W W •Y W '.' W V .Y •L
_ Zo• verlmatw Alborl. ,,. ,,. ,Y 2a' Pal'^°,•r 5°IU°aS 5. ALL ROAD MATERIALS SHALL MEET NCDOT STANDARDS.
r_s i w r w a w _ 3 STORMWATER & S&EC PLAN
- it
76. HORIZONTAL SEPARATION BETWEEN WATER AND SEWER IN TO BE 10' BETWEENEDGEPEA1T NVAE TIRE: OF PIPES.---7. 24IN. VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN STORM SEWER AND ��• 3ASTORMVATER & $&EC PLAN
R„laww. . W .• .• W . .• .• .. + +' \ 'v " W g L �` SANITARY SEWER LINES OR FERROUS PIPE SPECIFIED. REGISWTIDN HIAIBEiF 4 PLAN PROFILE
W W �, �, W W W W . ,� . \\ Q & VERTICAL SEPARATION BETWEEN WATER AND SANITARY SEWER: 5 DELETED
\ W W w W Byrd / / S •�- I :D WATER OVER SANITARY SEWER: >18" OR USE D.I.P. (ON BOTH) 10' ON EITHER SIDE ORIlm CERTIFICATION
l 51-R \ /6Oq wl W ` 'Y OF CROSSING. 6 PLAN PROFILE
\ c$ / ^ l (WE) FEREBF CERTIFY TENT I TIE) AM (ATE) DE CURRENT OWNER OF THE PROPOGY AND THAT UPON
,. W Z SANITARY SEWER OVER WATER: USE D.I.P. (ON BOTH) 10' ON EITHER SIDE OF RECEIPT OF •NDFpR17Al1ON_1p-COIJSfRl1Cl• y CLFI,Rm6 ( pq� �RUCip1} pt pEVf1OPMFHI, 7 PLAN PROFILE
'_76 \\'sy • • W • • 8 • /l''- 2.71 ac. \ 10 W W ` / CROSSING. WILL BE PERFOFNED IN ACCORDANCE WHET THIS PLAN AND THAT THE APPLICABLE OROMINCES AND RISES OF
8 W 6P 9. VERTICAL SEPARATION BETWEEN WATER AND STORM SEWER: 8 DELETED
FEW FNNOVER COVEY, THE STATE OF ROOMHISPLAN.
CAROLINA AND THE fIDfRAL (DVERNMDNL AND RILL
52 \ � � W WATER OVER STORM SEWER: >18' OR USE O.I.P. ON WATER 10' ON EITHER SIDE OF AGENCIES w1lai � HOW MADE PART OF T16 PLAINT. As THE OWNER, I (wE) ACCEPT Fuu I 9 WATER PLAN
�, W / 1 " Z CROSSING.
N oosr r E s oo5r.3• w 'Y // STORM SEWER OVER WA777L USE DIP. ONI WATER 10' ON EITHER SIDE OF RESPONMUTY FOR THE Ox61RUCION AND OPERATION AND NAIJfi1NNNCE OF THE PROPOSED FACILM. 1 9A WATER PLAN
1 7.58 as '` ` w I J 3.00' s eso7tY E 3.oa I vl.a ,"®„ /O� CROSSING. (WE) WILL NOT ATTEMPT TO VATER OF THIS RBPORSBII.DY WT HOUT THE WRITTEN AUDIOPoUteN OF
\ I s tia wnn.rr W e. s.a® rrrr x7.9e• - - 09' - - - - `/ NEW HANfNEIt COUNfY.• I 11 DETAIL
DETAIL
/ ,es.66• / 10. ALL SANITARY SEWER MANHOLES OATH A DROP OF 30� OR GREATER SFVtIJ- HAVE AN
�W150-WW E oawnna' �s / INSIDE DIAMETER OF 5' WITH AN INSIDE DROP STRUCTURE.
s e902'1 613.91' - _ 'lam' F •w x a BGNADA '
pse aawrla, wn s t: il. ALL ROOF DRAWS TO BE UMBRANC TOWARDS DRAINAGE SYSTEM AND PONDS.
- - - 12 SANITARY SEVER DETAIL
• - - W-- - r - - r - - r - - - - - - • - 13. THERE SHALL BE NO ENCUMBRANCES WITHIN THE RIGHT-OF-WAY. 011I NAME ' DETAIL
-v7ir E 3 rs' - � 3,• E 13. UPON COMPLETION OF ANY PHASE OF ACTIVITY DISTURBED AREAS WALL BE �� , 13 SANITARY SEWER
- - - - - - - - - - - - - - O SEEDED WITHIN 21 DAYS OF NO CONSTRUCTION. T STATION DETAIL
i
F
Patrick I n.
W W W • W 'Y ♦ W ♦ W V e21 9
14. IT IS THE CONTRACTOR'S RESPONSIBILITY TO RAISE $ SLOPE LOTS ADEQUATELY TO
W W ueA� W W W W W �. ,• . . . . �-" ENSURE POSITIVE DRAINAGE TOWARD STREET.
96 / 15. THE DEVELOPER SHALL ENSURE STORMWATER ON ADJACENT PROPERTY IS NOT
:N i W W / W W Y O' •Y VL •Y •Y '1' '.' '.' W W O'.' `Y W Y V W W 'Y '.' '.' 'M W 1 > HINDERED FROM FLOWING OFF THEIR PROPERTY DUE TO DEVELOPMENT.
f� W W W �, �, .
.
W W W •,P •Y W W •Y `Y W V • W III.a881 '.' M1' '4 'Y W . 'Y . �' 1 j� ACCOMMODATE OVERSIZED PIPES.
W W W W W +, W ,,. +. ,,, r . VQ .v . •Y •Y . •v •Y + +' +' n 1 O 17. GRAVITY SANITARY SEWER "THIN 50' OF WETLANDS SHALL BE D.I.P. AND MEET
W W �, ,\\ ,� „ ,� ,• . . Rpc Area. . . W „ W W ., W . W Ty \ t 1. WATER MAIN MATERIALS. TESTING METHODS AND ACCEPTABILITY
Fie/ W 'Y ♦ W W ♦ W •Y W ♦ W V W •Y •Y •Y •Y W •.' 'Y '4 'Y . . . . 2.05 con,n, •Y W V W • '.' '.' R• \ / W STANDARDS NCAC 18C).
V W '.' W W W W 'Y W O' '.' W . `Y . W . . W W . W V . 'Y Y W W W 'P '.' W . . ♦ 1 a0 `I / 18. GROUND ELEVATION
ON (GE) ON RETAINING WALLS IS DE GROUND ELEVATION AT THE
m t / WALL. THE ACTUAL BOTTOM OF THE WALL TO BE DETERMINED BY 01HERS.
W . W . . ., . ,. W W W . W . W . W W . • + +' + +• •' ` W " 'Y ' W " ` ` ` " `` )r- / 19. PROPOSED RETAINING WALL DESIGN AND HEIGHT (AS MEASURED FROM TOP OF WALL
N e9'02Vr R S&i1S • +' " + '•'s 69l2'art 10TS•!0' ` ` ` " / TO BOTTOM OF WALL) BY OTHERS. MALPASS ENGINEERING P.C., IS NOT
Li RESPONSIBLE FOR RETAINING WALL DESIGN.
/T R� 20. ALL DROP INLETS TO BE HEAVY DUTY 2'xS FRAME & GRATE (GENERAL FOUNDRIES
N/f
Laymen Patrick Usher R G& R �Cg peyN Dawn /� INC., ITEM /24364 OR EQUIVALENT). FRAME $ GRATE TO BE TRAFFIC BEARING.
081342 PG1586 V / 21. ALL CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL, STATE. $FEDERAL
Whitney Whitney Burtm
i 2515 PG649 DB2515 PG649 DB3788 PG211 GULATIONS �. NO OIECHNII CODESTWG HAS BEEN PERFORMED ON SITE. NO WARRANTY IS
E)LPRESSEOULI
1VTM AAPLIED FOR SUITABILITY OF SOILS. OWNER/CONTRACTOR GEOTECHNICAL ENGINEER FOR S01LS IN�FFORMATION. ANY UNDERCUT
COI
4do REQUIREDREPLACEMENT WITH SUITABLE MATERIAL SHALL BE THE RESPONSBIUTY
NOTEI SEE SHEET 3 OF 20 FOR 8 o OF THE CONTRACTOR'
3 EXISTING WATER MAIN TO DE DIP IF (LOSER THAN 5' HORIZONTALLY TO CULVERTS.
FINISHED FLOOR
ELEVATIONS
UNITS T
ELEV.
1-12
21.86
13
24A
14-19
25.07
20-22
25.41
23
25.48
24
25.61
25-28
26.46
29
28.8
30
28.73
31
28.37
32
27.75
3
27.07
34
26.39
35
M79
36
M68
37 & 38
25A3
39
25.66
40
25.15
FINISHED FLOOR
ELEVATIONS
UNITS I
ELEV.
41 1
25.09
24.54
24.35
24-M
24.86
24.61
F
24.77
24.71
24.40
24.61
24.56
56
25.15
57
25 32
58
25 29
59
25AU
60
25.20
61
1 25.82
62
26.22
FINISHED FLOOR
ELEVATIONS
UNITS
ELEV.
63
2626
64
26.11
65
26.04
66
R& 4
67
2743
68
2823
69
27.35
70
261
71
26.68
72
27.06
73
27.78
74
26.97
75
26.81
76
26 24
77
2595
78
26.19
79
26.24
801
26.18
FINISHED FLOOR
ELEVATIONS
UNITS I
ELEV.
81
25.78
82
25.21
83
24.97
84
2523
85
25.29
86
2526
87
24.88
88
24.30
89
24.66
90-95
23.96
96-97
24.P1
14
15
LIF
DETAIL SHEET
16
DETAIL SHEET
17
DETAIL SHEET
17D
DRIVEWAY GRADES & DETAIL SHEET
18
DETAIL SHEET
19
DETAIL SHEET
20-
DRIVEWAY PLAN & DETAIL SHEET
r CONC.
ADDITIONAL READ
CROSS
=o R
w
R/ �o
2 EXISTING FORCE MAIN TO BE D.I.P.IF UNDER CULVERTS. (SEE ABOVE FOR r CONC.
9'xt6' PARKING SPACES 24'
AISLE 9'xi6' PARKING SPACES
SECTION DETAILS.
& SHEET 10
50' R.O.W.
-�
I
SEPARATION NOTES)
24. SOILS ON SITE ARE MAINLY' Wo, St. Ly, Kr, & Pm.
WALK
MIN. 1/4' PER
MIN. PER
❑F 20 FOR TYPE
'H' CURB
^�
7' 13' I 13'
72'
y'.
25. TOTAL PROPOSED IMPERVIOUS AREA ON SITE (INCLUDES FUTURE ALLOCATION) „ 409,101 S.F.
FT. SLOPE
FT. SLOPE
SLOPE
DETAIL,
» a
-
5'
1 14" PER
30 3S 1 MAX.
26. SOME OFF -SITE DRAINAGE ENTERS THE SITE
HAZARD AREA AS SHOWN OF FIRM
'`-
24" CURB
W
N
S
3:1 MAX.,,
SLOPE TO
TO AREA
0
Type 'A' Curb
1/4 PER
FT. SLOPE
FT. SLOPE
-�
Type "A" Curb
&Gutter
- $� '
SLOPE TO
EXISTING
27.
THIS PROPERTY IS NOT WITHIN A SPECIAL FLOOD
COMMUNITY PANEL• 3720313200J /DATED: APRIL 18, 2005.
WHEELCHAIR RAMPS TO BE
24" CURB 4" A.B.C. 1.5 1-2 UNLESS O g GUTTER
& GUTTER OVER COMPACTED ASPHALT INDICATED BY SPOT TYPE 'A'
EXISTING
Per
&Gutter
�-
1/2" Per
\
28.
WHEELCHAIR RAMPS TO BE NCDOT STANDARD.
X. TYPE 'A' ORSUB(PADE ELEVATKNS
3:1 MAX. MIN.
/i/2"
nc.
7,,,,c,:�.0
alk
Slope
1.5" SF9.SA Asphalt
I 6" ABC OVER
Foot Slope
29
MAINTAINED BY THE LOCAL MUNICIPALITY.
SWALE /2 & REMAINDER OF DISTURBED AREA LOCATED WITHIN NCDOT R/W OF
9�.4" TURNDOWN
ROPE ST OPE . 7URNDOMM SIDEWALK
SIDEWALK
Ei/Y
PerFoot
Per
1' 1'
COMPACTED SUBGRADE
1' i'
CAROUNA BEACH ROAD TO BE IMMEDIATELY SEEDED & STABILIZED WITH EXCEl90R
EXISTINGWON
TYPICAL CROSS SECTION AT PARKING AREA
Foot Slope
Foot Slope
BONAIRE ROAD
X-SECTION FROM
STA. 5+17.49 TO
STA. 8+01.40
MATTING PRIOR TO ANY RAINFALL EVENT.
RECORDED DRAINAGE EASEMENT IS TO BE PROVIDED FOR EACH POND INCLUDING
(:TRADE
WITH SPACES ON BOTH SIDES
SLOPE
(Residential
Local Road)
30.
A
ACCESS TO NEAREST RIGHT-OF-WAY.
PRIOR TO INSTALLATION OF WATER & SEWER MAINS CONTRACTOR IS TO NOTIFY THE
NOT TO SCALE
4'
N.T.S.
31.
32.
ENGINEER, JEFF MALPASS, PE, WITH MALPASS ENGINEERING, PC AT 910-392-5243.
DEVELOPER AND/OR LOT OWNER CAN NOT PLACE VERTICAL OBSTRUCTIONS, FEN
CL
24" CURB
& GU
0
o
R/W
33.
WALLS, ETC., IN EASEMENTS.
GUARDRAILS OF SUFFICIENT HEIGHT TO PREVENT ACCIDENTAL INJURY SHALL BE
r CONC.
WALK WOW PARKING SPACES 22.5' DRIVE
AISLE TYPE 'A'
o R
W
50' R.O.W.
o
_ i
34.
INSTALLED ON ALL RETAINING WALLS.
BYPASS WEIR TO BE IMMEDIATELY SEEDED & STABILIZED WITH EXCELSIOR MATTING
MIN. 1/4" PER
FT. SLOPE
MM. 1/4" PER
FT. SLOPE
m K`°
17'
I 17'
8
K
w c.
35.
PRIOR TO ANY RAINFALL EVENT.
A FAIRCLOTH SKIMMER SHALL BE INSTALLED IN AND CONNECTED TO THE OUTLET STRUCTURE
y �-
3:1 MAX.
3 _.
..
5•
3'
3 ^.
LOCATED IN POND /7-20 (SEE SKIMMER DETAIL &CHART FOR SKIMMER ORIFICE SIZE). AN
24" CURB 4' A.B.C. 1.5" 1-2
SLOPE TO
3:1 MAX.\
0
1 4" PER
/
1/4" PER
SLOPE
Type "A" Curb
3:1 MAX.
SLOPE TO
EROSION SUPPLY COMPANY (ESC) SKIMMER SHALL BE INSTALLED IN AND CONNECTED TO THE
& GUTTER OVER COMPACTED ASPHALT N1.E55 OTIRERWISE
INDICATED BY
SPOT EXISTING
SLOPE TO
Type "A" Curb
FT. SLOPE
I FT.
-'
& Gutter
EXISTING
OUTLET STRUCTURE LOCATED IN POND lin (SEE CHHART FOR SIGAMER SIZE). THE FAIRCOTH
POND HAS
MAX. MIN. 1/4' TYPE'A' OR SUBGRADE
'TURNDOWN ELEVATIONS
GRADE
EXISTING/
& Gutter
-�--
1/2" Per
\
& THE ESC SKIMMER ARE TEMPORARY. ONCE THE ENTIRE AREA DRAINING TO A
SLOPE TO PER FT. SIDEWALK
L
5' Conc.
i/2" Per
I
Foot Slope
BEEN STABILIZED THE SKIMMER IN THAT POND SHALL BE REMOVED &THE ORIFICE (SEE THE
EXISTING SLOPE TYPICAL CROSS SECTION AT PARKING AREA
1/2" Per Sidewalk
Foot Slope
1ROAD
1.5" Sf9.5A Asphalt
6" ABC OVER
COMPACTED SUBGRADE
1' 1'
36.
POND DETAIL & CHART FOR SIZES) SHALL BE INSTALLED.
BYPASS SWALE /1 ,r2 TO SEEDED &STABILIZED tWTHR
IFALL
GRADE
WITH SPACES ON ONE SIDE
Foot Slope
Foot4Sl Slope
BONAIRE
X-SECTION FROM
STA. 0+40.04 TO
STA. 4+35.49
A EVl1Y
EXCELSIOR MATTING PRIOR TO ANY RAINFALL EVENT.
PRIOR
AT THE FRONT OF EACH 1DWNHOUSE t5 THE SAME
NOT TO SCALE
E
(Residential Collector Road) -Transition
from
this x-section to the x-section at star. 5+17.49
37'EIDUEVA�TI N AS BACK OF THE SIDEWALK LOCATED IN FRONT OF IT. BIRLDER To
4'
ENSURE THE AREA BETWEEN TOWNHOUSES RISES BY 2 OUCHES FROM FRONT OF
-
o
o
3' 1'
N.T.S.
TOWNHOUSE TO BACK OF TOWNHOUSE
38. TOPO ON WESTERN EXISTING LOTS (/51-R & j52) IS FROM NEW HANOVER COUNTY
c
= o R,
»ox R/W
o
TOPO, AND IS NOT THE RESULT OF AN ACTUAL SURVEY.
ALL ROADS SHALL BE PRIVATE, FOR PUBLIC USE. & BUILT TO NCDOT STANDARDS
.�
m
" I
/
R c z
39.
40. THERE MALL BE NO ENCUMBRANCES WITHIN THE NCDOT RIGHT-OF-WAY,
w
m
50' R.O.W.
=
41. ONLY NCDOT APPROVED MATERIALS ARE TO BE USED WITHIN THE RIGHT-OF-WAY.
3 1
3 '-
H
42. DETENTION PONDS TO BE LOCATED INSIDE PERMANENT PUBLIC EASEMENT OR OTHER
3:1 MAX---, $
°
^$
I 13'
3'
9' m i'
LEGAL INSTRUMENT TO GUARANTEE PERMANENCE OF FACILITY AND FUTURE
SLOPE TO
- 1.5'
5"
1.5'
13'
w
3 �_
MAINTENANCE RE.SPONSOUTY. PERMANENT .EASEMENT IS TO BE RECORDED WITH
EXISTING
1/4" PER
:, 0-2:1 MAX.
PROVISION THAT MAINTENANCE IS TO BE PERFORMED BY THE PROPERTY OWNER.
�P-r
tTyp;:A- Curb
4" PER
FT. SLOPE
FT. SLOPE
Type "A" Curb
- SLOPE TO
43. 1• KEN COTTER• HEREBY CERTIFY THAT 1 AM THE OWNER OF THE PUBLIC EASEMENT
2:1 MAX.
& ter
f-
-+-
&Gutter
t/2' Per
EXISTING
SHOWN AND DESCRIBED HEREON WHICH IS FOR THE PURPOSE OF STORM WATER
DETENTION AND THAT PUBLIC EASEMENT WILL BE MANTANED BY THE OWNERS, HIS
Foot Slope
SLOPE TO
EXISTING
5' Conc.
i/2' Per
Foot Slope
1.5" SF9.5A Asphalt
I 6" ABC OVER
Foot Slope
HORS, OR ASSIGNS, FOR THAT PURPOSE AT NO EXPENSE TO THE DEPARTMENT OF
Sidewalk
1/2" Per 1/4' Per
1' 1'
COMPACTED SUBGRADE
1' 1'
TRANSPORTATION.
44. SANITARY SEWER MANHOLES MUST BE GREATER THAN 50' FROM WETLANDS, AS
' r
4T'M
Foot Slope
Foot Slope
BONAIRE ROAD
X-SECTION FROM STA. 15+69.63 TO
STA. 25+87.33
MEASURED TO THE CLOSEST OUTSIDE EDGE
45. DRIVEWAY CULVERT AT CAROLINA BEACH ROAD & BONAIRE ROAD MUST BE
Local Road)
KEPT FREE OF SEDIMENT TO ENSURE PROPER FUNCTTONING OF CULVERT.
& POOL AREA SHALL BE DIRECTED TO DI-5.
(Residential
. STORMWATER RUNOFF FROM CLUBHOUSE
7. THE BOTTOM LEVEL OF UNITS /29-49 & 53 MAY OR MAY NOT BE ENCLOSED.
t
N/F -,
\ N/F LAYOUT OF UNITS #54-73 BY L SCOTT BAGGIE• PIS. II ' 4
- - - - c N.T.S. Ernest & Elane Bozeman Ernest &ElaiDBI ne "
1W "•� r. w s a®n eeso.rb.w fer N/F aT!r v IR
Te ue Simmons
5. 1 7.
Type Curb
& Gutter
5' Cono.
1/2" Per
Sidewalk
Foot Slope
1/4" Per
Foot Slope
at- enI
3N
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N/F
DB1oo PG18 D81369 k,
ICarolina (Diet Acres GRAPHIC SCALE
11
N
fMI
WE
S
INLET ACRES DR'
Vicinity Map
(Not To Scale)
LEGEND
M E N N ■ LIMITS CIF DISTURBANCE
- - SILT FENCE
V WATER MAIN
© WETLANDS
- - -19- - - EXISTING CONTOURS
19 PROPOSED CONTOURS
3:1 MAX DRAINAGE OR UTILITY
SLOPE TO EASEMENT
EXISTING
GRADE X19.58 PROPOSED SPOT ELEVATIC
... _ PROPOSED SVALE/YARD
GRADING
® INLET PROTECTION
GE GROUND ELEVATION
-a DIRECTION OF FLOW
�.. PROPOSED 6' FORCE MAIN
PROPOSED CONSTRUCTION
ENTRANCE/EXIT
50' R.O.W. (40' FOR STUB ROAD ADJACENT TO LIFT STATION)
13, L 13
1/4" PER 1/4' PER
FT. SLOPE FT. SLOPE
IF
1.5- SF9.5A Asphoit I 6" ABC OVER
COMPACTED SUBGRADE
TYPICAL ROAD X-SECTION
(Residential Local Road)
/
Barbara Swan
N/F
H. Barton
N/F
Judy H. Barton
N�
Michael L
DBarba PSAM
`MCI'
DB9906 PG7202
DB9906 1G1202
082421 PGO:
47? 71 I l\ t` \Oda\` 0�1\ 26
\
-- +-`-�\\\jam \�\ 25
X \. x \x \. x �.iE`._\Si.. `\� �`x`, \.xo1T.Y'
N/F I N/F
Kimberly D. Carver Nelda M. DOI
OR 2543 PG 47 DB 1237 PG 38
z o'
_ r-*- 52.0" (IN n-ET )
Ile R 2'-6'
r-4s• s o ar m-4s, 1 inch it
I• R V-10.5' 11 1j p'-4.5' 21.25'
1J'R SANITARY SEVER NOTES:
CUTTER SHALL SLOPE AWAY I a_ a ° a 11R - 1. SEWER
EW R GUARDS REQUIRED AT ALL SEWER GUARDS REQUIRED MANHOLES.
AS SHOWN IN PARKING LOT . - TOWNHOUSE
.>,. MANHOLES LOCATED IN TRAFFIC AREAS.
AT
L v4• R 1�'R 5W DETAIL _ I �. 4&0' � � � � � 2. 10' GE OF EASEMENT PRovIDED ALONG THE
° . o NOT TO SCALE 52.0' -�'If I - 53.0' FRONTAGE OF ALL LOTS.
a .,.
- .�; 3. SERVICES SHALL 13E PERPENDICULAR TO MAW
in < AND TERMINATE AT RICHT OF WAY LINE IN CENTER
a IZD
••�>, ._� t 22.0' 24.0' 24.0' OF ROAD FRONTAGE FOR EACH LOT THAT IS
za ace e o _ ••.� ,• 52.0' SERVED. SERVICES IN CUT. -DE -SAC ARE REWIRED
I T L--� T
TO BE PERPENDICULAR OR MUST ORIGINATE IN
NOTE WELL: 2.5' CURB SHALL ONLY BE USED ON T MANHOLE AND TERMINATE E O RIGHT OF WAY THAT
IN
BONAIRE ROAD FROM STA. 0+40.04 20.0' I CENTER OF ROAD FRONTAGE FOR EAgH LOT THAT IS
NOTE WELL: 2.5, CURB SHALL ONLY BE USED ON BONAIRE ROAD FROM
STA. G+40.04 TO STA. 4+20.49. 2' CURB SHALL BE USED TO STA. 4+20.49. TOWNHOUSE �29 39. 4. ALL SERVICES TYING INTO DUCTILE IRON MAINS
WHERE PAARK:NAG LOTS
s IS ON USED- REMINDER CIF THE RGADS STANDARD CURB SECTI❑N TYPE "A" TOWNHOUSE 13-28 TOWNHOUSE 040 SHALL BE CONSTRUCTED OF CLASS 50 D.I.P. 401
TOWNHOUSE 68-72 7 88. 41-49. & 5 DETAIL 54-67 & 73 ETAIL PROTEcro CERAMIC LINED.
STANDARD CURB SECTION TYPE 'A' SD 7-01 DETAIL (TYP.) I & Qn-97 DETAIL NOT ro SCALE NOT ro scuE 5. SERVICES SHALL EXTEND FROM MAW TO (ENTER
NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCARE OF LOT.
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I
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N
Earth SimmPC
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DB 1035 PG 530
8
S
3�2:1 MAX.
Type -A" Curb i SLOPE TO
& Gutter EXISTING
1/2" Per
Foot Slope
Or DI
unn
N/F
Tema Skmma
DB 1181 PG 510
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Letha S
Fisher Richard Barry N/F
D81385 PG908 Welch Bobby &
5-21-M D81277 PG440 Janke Lee Babb &
M60 y
�3p..m PG416 Janice I"
DB1646
PG416
1
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4
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9
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10-24-M
7
mom M ADAM 'INTER a 9EYIER
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a
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1t-10-06
3-4-09
9
REVISED 10 ADAPT ORFMW POE
to
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3-2rO9
4- �
it
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12
REVISED PER NCDW TO ADAIST or&"Ry awym.
5-14-M
13
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3-2-10
14
REVISED MR RISC M-
3-12-10
IS
WVEiED 10 ADD OVILEf PNDTW 10N & SNOW ISOLATED ROUND
6i-10
15
REVISED 70 ADAW ROE %1, IISIDJLT REAA M AHCM ADD IYPMS. ClAxERf. & S7FT W 1&
7-6-10
17
REVISED PER QMff m ADAIFr uYaR FOR Mn /1P-49 & 83 AND AM TOWMWOUSE OEDE.
1-201
PLV PER NLC 70 PIOWIOE AOORI... SPOT E3fWT1016 Maas IaAiS & 33. IIEVISFD
7.
1_Y7_71
le
70 ADRIFT FA69ED FLOOR ElEWQONS FOR UN I & 53 AND /LID
19
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3-2Y-11
Za
REVISED PER CLEW 70 ADRIFT LMW FOR LIAR PN-D7•
10-17-12
fli;I 10 ADAW GATE VALVE S12E3 N FRONT OF VWr i7 & SHOW or ON VAm VAN N FROW
//�-72
21
OF LAST #14.
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2-13-iJ
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6-t2-W
2131
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N/F
Ernest T. &
Oahne M. Bo m
DR 749 PG 370
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DATE
COVER SHEET 4-2-08
CORAL RIDGE ( Ara IIA���►y SCALE
1"=100'
7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROU DRAWN:
14 as
cL SEAL e
MALPASS ENGINEERING & SURVEYING, P.C. M CINETORE
1134 SIDPYARD BOULEVARD JB
WIILMNGTON, NORTH CAROLINA 28412 PROJECT NO:
Phone 910-392-SM 94
Fez 9tO-3B2-5203 L]CLSN36 No. C-292G
owner. CORAL RIDGE. LIZ SHEET NO.
1202 N. LAKE PARK BI SUITE A
CAROUNA BEACH. HC 28428 2 0
PHONE: [phone]
OF.
h
K
SEP ; >, 2 111
iti V'

6' MIN J
COARSE AGGREGATE
TEMPORARY GRAVEL CONSTRUCTION
ENTRANCE/EXIT
NOT TO SCALE
NOTES: GROUND
1. FILTER FABRIC SHALL BE A MINIMUM OF
36' IN WIDTH AND SHALL BE FASTENED
ADEQUATELY TO THE WARE AS DIRECTED
BY THE ENGINEER
2. STEEL POST SHALL BE 5' 0' IN HEIGHT
AND BE OF SELF FASTENER ANGLE
STEEL TYPE
(ANCHOR FILTER FABRIC SKIRT
AS DIRECTED BY THE ENGINEER
GUIDELINES FOR TEMPORARY SILT FENCE DETAIL
NOT TO SCALE
N
N/F
Ernest & Elaine Bozeman
DB1089 PG164 W
SUPPORT ROPE TO
WIRE TO PREVENT SAGGING
SUPPORT POST, 24'
INTO BOTTOM OR SIDE
CLOTH
OPENINGS)
"OIR MESH OR SIMILAR, STAPLED OR NOTES:
TRENCHED INT13 BOTTOM OR SIDE 1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET.
2 DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING
NOTE, 700 G/M^2 CDIR ERDSIIXR BLANKET, COIR MESH, THE INLET. SPACE POSTS EVENLY AROUND THE PERIMETER OF THE
TREE PROTECTION FENCE FOLDED OVER TO REDUCE PORE INLET. h MAXIMUM 4F 4 FEET APART.
SIZE, DR OTHER SIMILAR MATERIAL TO BE USED AS BAFFLE. 3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. CURE
THE WIRE MESH TO THE STEEL POSTS AT THE TOP, MIDDLE, AND
BOTTOM. PLACING A 2-FOOT FLAP OF THE WARE MESH UNDER
TEMPORARY POROUS BAFFLE CROSS SECTION DETAIL THE GRAVEL FOR ANCHORING IS RECOMMENDED.
NOT TO SCALE HARDWARE CLOTH & GRAVEL
INLET PROTECTION DETAIL
LIMITS OF DISTURBANCE
HATCHED AREA TO BE
GRADED AT 3:1 SIDE SLOPES
TO BLEND WITH EXISTRNG GRADE
TOP OF CONCRETE SLAB OF UNIT
AT FINISHED FLOOR ELEVATION
10.0' 1
3' BELOW TOP OFJ _�
CONCRETE SLAB
SEE SPOT ELEVATIONS ON PLAN
FOR BOTTOM ELEVATION
YARD GRADING BETWEEN
UNITS #29-49 & 53 DETAIL
NOT M SCALE
TOP OF CONCRETE SLAB OF UNIT
AT FINISHED FLOOR ELEVATION
10.0' (MIN.)
3- BELOW TOP OF-
O
CONCRETE SLAB i
3' BELOW
TOP OF to
CONCRETE
SLAB
GRADING BETWEEN UNITS SHALL
HAVE A LONGITUDINAL SLOPE OF 1%
YARD GRADING BETWEEN
UNITS #54-89 DETAIL
NOT M SCALE
APPROX. LOCATION
OF EXISTING DRIVEWAY
AS TRACED FROM NHC
ONLINE GIS AERIAL
N
CHANGES TO VOTER & SANITARY SEWER WITHIN ZIG ZAG BOUNDARY
- -
-
- -
-NO HCRIZONT.L ALIGNMENT CHANGES TO WATER MAIN, EXCEPT FIRE HYDRANT
O
NEAR SSMH-5 WAS SHIFTED 4• TO THE NORTH & 2' TO THE WEST.
M
WETLAND
-VERTICAL AU(NMENT OF WATER MAIN WAS ADJUSTED.
S
N/F
Z
~ S.FILL SILT FENCE
-SSMH-14 WA'. SHIFTED 5' TO THE SOUTH.
p
N/F
:3w
-SSMH-15 WAI SHIFTED 5' TO THE SOUTH & 2.5' TO THE EAST.
I p O C
0I-22
Earthlyn Simmons
WI=3.75'
U
LIMITS OF DISTURBANCE
-SSMH-16 & 17 WERE SHIFTED 2.5• TO THE EAST.
TOP=20.05
Bradford
Terue Simmons
W2=4.45'
L.B.O'
SSMH-30
-SSMH-14, 15, 16, & 17 INVERTS WERE ADJUSTED.
II
DB 1181 PG 51
<
y
WATER & SANTARY SEWER SERVICES WERE ADJUSTED. SILT FENCE
27-03'(AVG.)x3O'
15' RCP
DB 1035 PG 530
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ro
8�'2�'3)2"
CON(XRE�E PAT)
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SILT FENCE
15-RCP W/FES
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TE :. U AREA BEHIND UNIT 1i29-44 i 53 SHALL / \ \ \ \ o �y . " I IOl
/ I I I I I l / / y
BE GRADED TO DR/�j1`'IN TO BONAIRE D \ \ \ \ \ \ \ \ m \ \ "
N /\\ID \ \Nn \ Q \ \ \ \ N\ \ n� \ X y"' / G�
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FROIA CLUBHOUSE &
�( L / POOL AREA SHALL BE DIRECTED TO DI-5
S 89'02'07" E 2557.40' - - %/ ; /�, /� -_ / /
N/F �� LT FENCE SILT FENCE N/F / I / SILT CE WEIR INV=16.47
!gina Gay N/F N/F LIMITS OF Dls NCE on Gar M. &
iurganus David Wayne & Hazel B /McLamb y D. N/F Welton t le Letha S LIMITS DISTURBANCE
830 PG485 Hazel B. McLamb Kimberly D. Carver Welton Stanley N/F
DB1282 PG763 DB1472 PG643 y Nelda M. Davis Seowell Jr. Fisher Richard Berry
DB 2543 PG 47 DB 1237 PG 38 y N/F
/ D81428 PG653 DB1385 PG808 Welch
N/F Bobby &
Joseph L. Crews DB1277 PG440 Janice Lee Bobby &
DB 4165 PG 82 D81646 y
PG416 Janice Lee
DB1646
s=0 02 2 FT/FT P G 416
NORTH S�.0029 FT/FT SOUTH S=0.071 FT/FT NORTH 0-10YR.0.36 CFS SOUTH
Q-t0YR-0.3I CPS NORTH SOUTH
V-IOYR=0.65 FT/S Q-IOYR-2-34 FT/ !- V-t0YR=1.65 FT/S
5. L v-1oYrta234 FT/S 'IIp, s'
T9� 5' T(SHEAR STRESS)-10YR=0.27 Ui/FT"2 FS (10-1
(to:t s (1o:t SLOPE) , a,+$a 10 �` °�"m M°" & P°` "� s-r�
SLOPE) 15' SLOPE) 15'
15'
aA. �
� WHERE STEEPER '� OS'
WHERE STEEPER 0.5' �' WHERE STEEPER ' 0.5' �- THAN 3:1 LINE EXISTING
DESKS PLAN CERTIFICATION: THAN 3:1 LINE EXISTING THAN 3:1 LINE EXISTING
I HEREBY CERTIFY THAT THIS PUN NAS BEEN PREPARED IN ACCORDANCE WITH THE LATEST NEW HANOI WITH RIP RAP R( GRADE WITH RIP RAP ROCIX GRADE
COUNTY ORDWNCES AND SMRMWAEIR DESIGN MWJAL I 3, I WITH RIP RAP ROCK GRADE
j_
SIWTURE: NOTE IMMEDIATELY SEED & STABILIZE WITH EXCELSIOR MATTING PRIOR NOTE: IMMEDIATELY RAINFALL
SEED & STABILIZE PATH EXCELSIOR MATTING PRIOR
TO ANY RAINFALL EVENT NOTE: IMMEDIATELY SEED &STABILIZE NTH EXCELSIOR MATTING PRIOR TO ANY RAINFALL EVENT
PRINT NAME TM TO ANY RAINFALL EVENT BYPASS SWAB #1 SECTION 3 DETAIL
��• BYPASS SWA;� SECTION 1 DETAIL BYPASS SWALE #1 SECTION 2 DETAIL NOT'0
REGISTRATION IAIfOTF Nor ro
5=0.0015 FT/FT S-0.0015 FT/FT POND /1-20 PROPERTYLINE
OWNM CERTIFICATION Q-IOYR-11.05 CFS Q-10YR=17.33 CFS
1 (WE) HMW CERTIFY TMT I (WE) AM (ARE) THE CURRENT oWAER OF THE PROPERTY AND THAT UPON PROPOSED LOT
V-10YR=1.97 FT/S v-IOYR=217 FT/S 10
ElnsDNc
RECEIPT OF 'AUTHOR ATION-TO-CONSTRUCT- ANY CLEARING, XPRADING. CONSTRUCTION OR DEVELOPMENT. LOT p� TOWNHOUSES TONTRHWSLS LOT
EXISTING 1--�3' --{ 10:1
WILL BE POMMED IN ACWRDOM WITH THIS PLAN AND THAT THE APPLIC/�BIE ORDWNCE3 AND RULES OF GRADE NOTE: IMMEDIATELY SEED & NOTE IMMEDIATELY SEED &
NEV IWROiER DOWN, THE STATE OF NORTH GAROLM AND THE FEDERAL GOVERMENT AND ITS STABILIZE WITH TO AN OR STABILIZE WITH TO AN TOR INV=16.47
AGECOES WHICH ARE HEREBY MADE PART OF THIS PLAN. AS THE 011WER, 1 (WE) ACCEPT RILL J MATTING PRIOR TO ANY MATTING PRIOR TO ANY
RE5POt6MN FOR THE CONSTRUCTION AND OPERATKAI AND MAMIEHANCE OF 7HE PROPOSED FACI111E5. I �'� , 3 �,(.iQ' SOUTH NORTH RAINFALL EVENT RAINFALL EVENT 3:� 3 J� •j•' VARIES
(WIE) WILL NOT ATTEMPT 70 TRAMPER OF THIS RFSPOF6BIt11' NATFIOIff 11f WRITTEN AUMDI87A1gN OF 0.58' �' VARIES p,61' y.-r VARIES �' •c-
NEW FWNOJEN C011lDY.' MIN. �c' 208'
GRADE
SENU111RE: 2' MIN. JA S, / 2 h �moe-� FISTING
p IYAff 1m c- /-bTSIN. 9>%p NOTE IMMEDIATELY SEED BOTTOM AND SIDE SLOPES
DATP 1­- 3' -� & STABILIZE BOTTOM WITH EXCELSIOR MATTING
WA A PRIOR TO ANY RAINFALL EVENT
YARD GRADING #1 DETAIL YARD GRADING #2 DETAIL NOT TO
Nor ro rxE NOT ro 5c11E BERM DETAIL WNm ro PROPOSED BYPASS WEIR DETAIL
nor 1• IT NOT ro 9 A
2
1aY1sE0 ro ADD twat PPE •aET.
a-z1-a0
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8-20-0
5
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9-15-06
•
1IMM ro ADAISf SATIN & SMIM
10-30-M
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11-10-06
•
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3-4-00
•
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3-23-011
10
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4-15-011
11
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5-14-M
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1-26-10
13
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3-12-10
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6-6-10
15
TENTED TO INDUCE WMAND Uq= & ADAM UWA M OF CIS /3•
7-0-10
1•
WYOW PER aART 10 ADAW LAYWf FOR UWM /28-•10 & 53.
1-20-/1
17
SPIN MIS #29-44& 53 AM
PIIOYwE WO.46 OEIiL [IEMFD! 711FSE IR81S
1-27-11
Is
RE\SD 10 MAST SI DEE41L
3-22-11
to
REVISED PER CLAM ro AIMM LAYOUT FOR =M 054-W
10-17-12
TIMM 10 ADAW WE VALVE SM W PROW OF UNIT #7 &SHOW OP ON 1M LIAM N fWW
11-6-12
21
REVISM PER A00k
2-13-13
22
IEMO M AMW 9II OF LNT §40 & AD D A WNMM PAID AT T{E REAR OF LAMS /10 & 74.
S-12-14
REV Rl
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DATE
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/ (III Il1� • v
Iq r -fit
2 W2=4�i5 _ I IIKj t V
/ / T-1.0' N I II II1{ta ?
WEIR INV-16.47 1 1 III \ Q
ro '
SILT FENCE 0
OF PROPOSED T
BYPASS WEIR
N/F
Ernest T. &
Elaine M. Bozeman T FENCE
DB 749 PG 370
jN
0•Z ,
GRAPHIC SCALE
50 0 25 W ,OD Z00
( W FEET )
1 inch = 50 tL
DATE
STORMWATER & S&EC PLAN 4-2-08
CORAL RIDGE 1" 50•
7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA DRAWN:
JCB
MALPASS ENGINEERING &SURVEYING, P.C. 0HEMOM,
1134 3EDPYARD BOULEVARD JBM
1WII,imWG1VN, ROELTH CAROI.INA ZB412 PROJECT NO:
Pho&e 910-992-5248 94
ILz 910-9fFL-620.9 1]OffiR9S No. C-2920
O4m•r ODR2ALN.� PALIC BLVD. SUITE A SH�No-
C ROLINA BEACH. NC 28428
PHONE [phone]
OR
K:\AutoCAD\2005\94\co ra (_rid g e(8-11-14).dwg
SEF ii Ld/�Ci
�z1
Gy

ent Pool POND*2A&2B Pennanant Pool POND # 1 -10 & 1-20
2" FaIrcloth Skirnmereu ee
(A): . CONTOUR INCREMENTAL ACCUM Forebay CONTOUR INCREMENTAL ACCUM J. W. FairCIW l1 Sr San, Inc.
CONTOUR AREA VOLUME VOLUME STAGE CONTOUR AREA VOLUME VOLUME STAGE
(sq R) (d, ft) (cu ft) (ft)
(sq ft) (tuft) (cu R) (ft) www.FairclothSkimmer.com
10 1801 00 0 1' Vent
11 2217' 2008-92' 2008,92' 1 11 2463 O " 0 O 4' SCf1 with Yellow 6p kid - iwm se"I
12 2891' 2453.98' 4462.9- 2 12 2463' 2463.27* 2463.27`• 1 � usperWing idet
13 3234' 2982.455' 742&355' 3 13 3374' 2918.53` 5381.8' 2 CENTERLINE COMCIhO 275'pVe WOWt
14 38" 35392' 10964.555' 4 14 3877` 3625.615` 9007.415` 3
15 4507' 4176.005' 15140.56' S 15 4413' 4145.4' 13152.815 4 5' 1.5' 11' I 11' 6.5' °1On
16 5222' 4864.79' 20005.35' 6 18 4982' 4697.45 17850.265 ' 5
16.75 5794' 4131.07125' 24136A2125' 6.75 Reverse 1/4" PER / /
76.5 5278' 2564.615` 20475.08' S.5 \ 1 4" PER Reverse
Type Gutter
Curb FT. SLOPE ( FT. SLOPE Type H` Curb
r & Gutter 1 Yi Sdr 40 SOLID pro
(B): CONTOUR INCREMENTAL ACCUM 5' aanC. 1/4" Per &Gutter -� 1/2" Per \ bard Or "dm' i `�
CONTOUR AREA VOLUME VOLUME STAGE Sidewalk FoOI $lope Foot Slope SUPPUEDBYUSER'
(sq ft) (cu ft) (curt) (ft) 3:1 MAX. 1/4" Per 1' 1' 1.5 SF9.5A asphalt 6' ABC OVER 1• 7' 3:1 MAX.\
10 214 O' O 0 CONTOUR INCREMENTAL ACCUM SLOPE Foot Slope COMPACTED SUBGRADE SLOPE
11
393'
303.19'
303.19'
1
Ma,n Pond (I-10).
CONTOUR
AREA
VOLUME
VOLUME STAGE
12
632'
512.545'
815.735`
'
2
(Bq R)
(cu R)
(Cu R)
(ft)
13
920
776275'
1592.01
3
14
1258'
1081
2881.27'
4
0'
O
-
O
15
1650,
1454.145'
4135.415'
5
9
3253
`
16
2099
1874.685
6010.1 ,
6
10
3997_
3624-91
3624.91
1
16.75
2507'
1727.37375'
7737.47375'
6.75
11
4813'
4405A '
8030.01 r
2
12
sage'
5256.205 '
13286.215'
3
13
5'
4
Mein Pond (A):
CONTOUR
INCREMENTAL
ACCUM
14
7657'
170.6
6634.9
26634.975
5
CONTOUR
AREA
VOLUME
VOLUME STAGE
15
8785
6763
8233.78"
34868.755`
34868755*
6.
-
(sq It)
(cu R). -
(cu ft)
(it)
16
9952
9367.39'
9367.39 `
44236.145
7
18.5
12058'.
5502.0225�
�
49738.1675,
7.5
9
1383
0'
O
O
10
24W
1939.79`
1939.79'
1
'
11
4501
3499.15
5438.94
2
4
12
6355
5428.33
10867.27
3
13
8318
7336.5
18203.77
4
Main Pond (1-20):
CONTOUR
INCREMENTAL
ACCUM
o
14
10415
9366.305
27570.075
5
CONTOUR
AREA
VOLUME
VOLUME STAGE
»
15
125W
11535.71
39105.785
6
(scl ft)
(CU R)
(cu it)
(1t)
Z
18
15045
13850.095
52958.48
7
_
^ ?
1825
Issas
3838.75625
56795.23625
725
,Z 1
16.75
20144
8952.1575
65747.39375
775
9
1154
O
O'
O
-3:1 MAX.
m Z
10
1634'
1393.83 '
1393.83 '
1
SLOPE TO
3 mi
-
11
2188'
1911.015,
3304.845 _
2
EXISTING
-- o
12
2817
2502-405'
5807.25
3
\
o'
Main Pond (B):
CONTOUR
INCREMENTAL
ACCUM
13
3519'
3168.075 `
8975.325
4
CONTOUR
AREA
VOLUME
VOLUME STAGE
14
4297
3908.12
12883.445
5
(sq R)
(c , n)
(cu R)
(n)
15
5149
4723-08
17606.525,
6
/
0
18
8080
5614-555
23221.08
7
1/2" Per
9
10
2455
3587
O
3020.99
O
3020.99
1
16.5
7614
3473.35.
26694.43.
7-5
Foot Slope
11
4943
4264.785
7285.775
2
12
6304
5668.51
12954285
3
13
7942
7168.13
20122.415
4
Temporary Pool
14
98M
8775.47
28897-085
5
CONTOUR
INCREMENTAL
ACCUM
15
11504
1055642
39454,305
6
CONTOUR
AREA
VOLUME
VOLUME 'STAGE
16
13520
12516395
51970.7
7
(sq R)
(cu R)
(Cu ft)
(R)
1625
1405E
3447.285
55417.985
7.25
16.75
17652
7925.41
63343.375
7.75
'
16.5
2540E
O
O,
O
17
30343
13937.8325,
13937-8325
0.5
Temporary Pool
17.5
31900
15560.685
29498.5175
1
CONTOUR
INCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME STAGE
(eq R)
(au R)
(cu R)
(ft)
16.75
46MI
0.
O
O
- -
-
17.25
46632
23378235
23378.235
0.5
17.7
52547
23845.37175
47223.60675
0.95
ISLE OF PALMS LANE (DRIVE ISLE) X-SECTION - Al
1. '
N.T.S. -' wwse lAxim
+ Skimmer shown it
tfloating position
1 W hose, w clamps 7 inlet 2' HEAD on cer to
7 threaded male IICtn9 On outlet end a(lanacn 4 OF Not and 1xilloa
1. Skimmer can be attached to a straight 4'sch 40 pipe through the dam but the pipe may need
to be anchored to the bottom at the connection so it is secure. Coupling can be removed and
hose attached to outlet using the threaded 2' ritting. Typical methods used: on a metal structure
o' a steel stubout welded on the side at the bottom side with a 2' threaded coupling or reducers;
If R/Wc Z on a concrete structure with a hole or orifice at the bottom, use a steel plate with a hole art in It
50' R.O.W. = a and coupling welded to it that will fit over the hole in the concrete and bolted to the structure with
sealant; grout a 4" pvc pipe in a hole in the concrete to connect the skimmer.
5' Y ) 3' 13' L 72' m 2. Dimensions are approximate, not intended as plants for construction.
a �.
1 4 PER 3 2 3. Barrel (solid• not foam core pipe) should be 1-4 times the depth of water with a minimum
Type "H" Curb /4 SLOP" PERE 1/ "SLOPE Type "H" Curb `'� length of 6 so the inlet can be pulled to the side for maintenance. If more than 6 long weight
. .. &Gutter -t-
-� & Gutter may have to be added to inlet to counter ft increased buoyancy.
5' Conc. 1 t Per 1 t S Per \ 4. Inlet tapers dorm from 2" na)(imum inlet to a 1 'f.` b4RNl and hose. Barrel is srrsler to
Foot Slope Foot Slope
Sidewalk 1.5' SF9.SA Asphalt s" ABc ovER reduce buoyancy and tendency to GTt inlet but is sufficient for flow through inlet because of
1 /4' Per V 1' COMPACTED SUBGRADE i' 1' 3:1 MAX. slope. The inlet orifice can be reduced using the plug and cutter provided to control the outflow
Foot slope BONAIRE ROAD X-SECTION FROM STA. 8+01.40 TO STA. 14+65.54 SLOPE TO ram
EXISTING 5 Inlet is 4" pipe between the straps with aluminum screen door for access to the inlet and
(Residential Local Road) orifice inside-
N.T.S- 6. Capacity 3,283 cubic feet per day maximum with 2" inlet and 2" head inlet can be reduced
by ir7stallirg a smaller orifice using the plug and cutter provided to adjust flow rate for the
particular basin volume and drawdown titre required.
7. Shipped assembled. User glues inlet extension and barrel. installs vent, cuts orifice in plug
and attaches to outlet pipe or structure. Includes flexible hose, rope. wifce cutter, etc.
N/F
Ernest & Elaine Bozeman 2inutc9crM1107 November 14,2007
Z 1- O � SILT FENCE AREA TO BE LOWERED TO ELEVATION=17,0 AS SHOWN
J W N
= tl Rood Stub UNITS OF DISTURBANCE 30. RCP
EROSION SUPPLY COMPANY CESC) SKIMMER
POND
SKIMMER (IN.)
ORIFICE
DIAMETER (IN.)
2B
3
3
EROSION SUPPLY COMPANY
6817 MIDWAY VEST RD.
RALEIGH, NC 27617
PHONE, 919-787-0334
NOTE, CONTRACTOR SHALL CONTACT
EROSION SUPPLY COMPANY FOR
INSTALLATION INSTRUCTIONS.
FAIRCLOTH SKIMMER
POND
SKIMMER
IFICIE
DIAMETER
(IN.)
Qt•L)
I-20
2
Lao
NOTE, SEE POND DETAIL FOR
SKINNER ORIFICE INVERTS
FOR POND I1-20 L 2B.
OWNER'S CERTIFICATION
1 (WE) HUM CERINY THAT I (Wt1 AN (ARE) THE WNW TIMER OF THE PROPERTY AD THAT UPON
WHIT OF /(tMORVA110N-TO-MUSIRWr ANY ClEAR (G, WA MIG COIN FWlON OR DEV4104611r.
WILL BE PERFT)RMFD M ACCORDANCE WITH TINS PLAN Anti TINT THE APPLICABLE ORDINANCES AND RIVES OF
NEW HANONER COUNTY. THE STATE OF NORM CMOUIN AND THE FEDERAL GDANNI TI AND ITS
AGENCIES WINCH ARE HfA N MADE PART OF THIS PLAN. AS THE MIR I (WE) ACCFPr RILL
REWONAlB M FOR THE CONSTRUCTION AND OPERATION AND MAINTENANCE OF IHE PROPOSED FAARE4. 1
(WE) WILL NOT ATTEIPI TO TPA I OF THIS R{SPONSWITY NNOUIT THE MMTEN AUMd87ATION OF
NEW HA LIVER COUNTY.
PRINT NAPE
O
N
O
N/F N WETLAND FILL
Terue Simmons ? 46& W 23 S.F.
_ O - SDMH-10 18 RCP Y2=4--r DISa1A•l G9 LOCATION; TIP=21•0 TEMPORARY POROUS DB 1181 PG 510 M I in
r w SILT FENCE - for Future TEMPORARY POROUS TOP=20.25 W/F•ES. L=8.0' OIS(71ARGE FLOWS TO INV-10.9 BAFFLE (SEE DETAIL) n0- w
a w < PROPOSED BAFFLE (SEE DETAL) THE NORTH PROPOSED SILT FENCE 4: w
M in , n , S 8926'3Y Extension DRAINAGE INV=10.70 IINV=18.6$ T=1.0' DRAINAGE - � � � v) � �
S 89"26 32 E AA-7 .5E Ala E oo'zt.6o ESMT _ _ _ _ _ _ - - - - - - - - - - - -
20' Perimeter Setback / r
157 E4 OREICE PIP 'o _20 �.'dior\ c- _- _ �Y ✓ 1k 'Y �Y
/ \
14, \Y
� \ / \ O CVB 25
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BUILDING C',
O ZB _ / / / 0 0 0
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ti // /DISTURBANCE I- < J J
1 / l l I I Z - E100 roxW=GRAVE •v\ \�//WE q FR4 l WA `PO.L,OC• .MCI .� WETLAND I • % •/\ �1- .L �Y_ `� y. W J, 1 0a
a_ \ �/ S.F. \ m / RESTORATION ! 8' 24' RCP lllw (
/ / REtxA7ED SING 12 FT PROPOSED // / TOW=1TH.90 �` I •'2a871.88 S.F. I• w[F E.S. / /
I ACCESS & PUB IC/ W7pE DIRT R()•AD; TO BE - p� REINING WA,`L. // / Oie:19.90-J� y / �Y �L' �' ) `D( �I' < \ / 16.E - - y� y y / W /� SILT FENCE rcj
SILT CE / 6ED DRIVE I�= n� / / r. SpF kiL aL f�6 ETn uNG wFl� - NEOLIiKEU / ) I
UTILITY EASMENT/ U AS WAY FOR - x�
lfO7S /51 52 & 53 / pA / / y �/' \ SILT FENCE i d y / W W y I y / j10'x70' SIGHT
_ _ w.M _L ._ SD H-5 I TRIANGLE
22 lF 8" DIP 7. TOW t9 90 - - - _17_ - - _ _11
UNITS OF DISTURBAN / - ♦ (+t=79.90 ° -
/ 23 lF 8` P 40 LF e' DIP - LTd-22 - � _ � )2- 8' G.V
LIMITS aF DISTURBANCE / �5'tF-g=LNR _ - / CURB TRAN ktt1RA�TRANSIT1a
SDMH-13 - . - �� 800"�LRCP
S 8 02'17" E/ 152.00' S 00'57'43" W 40.00' R 1 a a _ _ -
s 1; 8 30' RCP C8724 21.04 - 18_RCP / ^ - I S. 18-- 18" RCP 21.16 - - \ 7 � BOnoir %acpe- -' la" 21.05 _ 22.03 � RCP R-1025' _
045.32' w w _ _ w w - - -te_ n �, 77 MH-T - - -
_ gg� RCP 2 - _
rg 1 �76.34' ri 0 \ - 50 Private? s.Fyc H1bHt U>,eJ_ _ - - - _ is RCP -18 1 -' CB
�- t �(
_-_ _-, 0,•'S73\ 1 (]1j \ o ,o i TIT
S 00.57'43" W - _----- _� D-�REIIW ---------------------------------- ----------------__ / 2T.32 �R=1025' EXIS G18"SIP
N��--[NbAALL WE .3
S21A \ ✓/ -'--N N N--_`Q _ _ _-24_R i - �- �jr- _-- - ROACIYES'F�F-�8=1WE&N$--_---- - _------- -- _ _ - ---- _ _ ---- _ _-- _----_ _------ ,.
�� =� I - - �- T y _�, _ - _ �tEnvla"
W 1Y `L' DI�19 I l I i I c'B�, \ / / / / / 10 z7' INSTALLL RIP RAP W W y W y y \ / \ \ 18_ n
/ 9 6 2 17 / 21.57 soM 6 ANGLE 011 SLOPE AfAWND Y I Y L y -4, - tT
PE"9Y11 IitPtx �' W y y 14, 24 L2�`P W/F.E• N
SDMH-11
a.
PI ERE S .y 2. R(I' \ .... s
21\65 `2 21:05, 'O \ SILT FTINCE THAN 3:1 WyrF.ES. _
W W .1 Nri Jr - �Jy W W W W W INV.45.45 `L' W W y W \ INVe18 0 \ - TOMI=21.95 N X
24' R(3' d �. • l / W W y W W \ \ $0.t FENCE _ 25 SF - J
N D \ - _ TOWs 3..aG
�� \ I - ro \ / ( N W W �, W �, W W W �, W y. �L. LIMITS OF DISTURBANCE SILT FENCE - -.
W GE=21.45 .,y 53
N I N X I-• fill
W W y T o
v / / / / �� 48 47 4
y Y L y ' • \ _ GEm21TOW-.77� a L P a SS I V eI' J' *41 L W L SILK .L 0 / L .b .v �Y .I y .v L .L .L .b L ?
_ \ _ / / /1 ' G7 /� 0a W W W W W I o
tP \ II ( I i I . � \ \ _ ,/ 78" i 'y .ti 1k 41 .I. W .y .Y •x. Gk \ o Seib P.�a SS iJ/e .I. .j. .I, .l. �1. Buffer
(C� X to
r TDw-21.77 Rec Area <bo / GO p 1 X X
O , \ \ , .A GEyEX. GRADIP 41 W W W N, SB /' v, W W iRec WAre� Jk I 1 W "523 s.f.y Q N ro I \ n
W 1k W \ 5 5 4 �3 Im oat \
� � II / S2 91 8 d �/ _ / CB-27 1. 07 ac. z5 coo / � � , -- .- coo ..yy .y I
y. .y .y 1 END 'BERM / % I \ \ / / 1, vl! .,_`t' -.'.:_ =_y , ' k -yL: --:. Nil / W y .y y y y y1.64 OC. .L. .I. W y y y PROPOSED I I\ \ \
5 T01V=23.80 RETAINING WALL
/ / / / 28 ( Y y _ y.1 Ji Jr �Y mil. Active 2 Jr 41 dr 1Y .i� 1L �Y 1Y 1L J, �Y =>9r25 �Y \ I \ \
y y y y y // 70 E-21.70
/ / \\ / f►koposEO`N' y W y Rec Area / y. •4• y y y y 41 y y y y \V y y y 41 W y TOW=`�3.sy21.7syII N \ m
RETAINING WALL /
y W y W y 0.9E aC. .y y y W y y W W W W vl+ y W y ,y WGE=23.Oy I N N
-- - / / SILT FENCE START BERM N77 'OZ'07.4W y W y y y y y \
N /F 50,Go' TOw=21.77
Ralph C. & N/F cE=IX GRADE \ \ 1
Doris C. Peggy Dawn T F N/F N/F SfLT DICE
Whitney Burton N/F NITS OF DISTURBANCE N/F N/F
9 DB2515 PG649 DB3788 PG211 N/F N/F N/F N/F The Chase Howard C. & Roger G. Regina
N/F
N/F N/F Robert E. Jeffery A. Coffer Sr. Regina Gay
Josh A. & Albert P. Chynthia J. Manhatton Martha L. Basinger Teresa E. David Wa
Albert P. Larry Michael 9 McNeil DB1716 PG365 Gurganus
Belinda H. Diflorio Ignaszewski Bank Coles DB2075 PG666 McNeil Hazel B. M
Moore Diflorio DB2830 PG351 DB3943 PG860 D64367 PG665 &Phyllis Faulk D62131 PG705 DB1314 PG360 DB2830 PG485 DB1282 P
DB1913 PG18 DB1369 PG78 D61614 PG720 DB1605 PG14
L•lLfle
0
-
c
B o R/W
WTLET PIPE
"
mZ
'RIP RAP
N C
RACE ONE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP.
2:1 MAX.
vii L
SLOPE TO \
EXISTING /
P
OUTLET PROTECTION
HIT TO SCALE
50' R.O.W.
0
R/Wc Z
=�
5'
1.5'
13'le
13'
3'
9•
I
rnc
Type "H" Curb
FT. SLOPE
i 4- PER
FT. SLOPE
Type "H" Curb
3 -
a
& Gutter
1/2` Per
-�
& Gutter
1/2' Per
'�
5' Co C.
Sidewalk
Foot Slope
1.5" SF9.5A As halt
p
I 6' ABC OVER
Foot SlopeX.
1/1 Per
1/4" Per
1' 1'
COMPACTED SUBGRADE
1' 1'
SLOPETO
Foot Slope
Foot Slope
EXISTING
BONAIRE ROAD
X-SECTION FROM
STA. 14+65.54 TO
STA. 15+69.63
N.T.S.
S
E
GRAPHIC SCALE
(INS)
1 inch - 50 &
2
FMim TO AI3EPAW LET SIACN WE
6-8-06
3
eDsOM TO aeI MIIS OF 0671IN& E
a-10-Os
4
REVMM FM "COBOL
9-le-OB
5
FWMM 10 ADA6r INTER. A, SEWER
,0-30-Oa
s
REV6m PER 6PIN
/1-10-0s
7
REVISED 70 "Isr MOORE RW cMM
3-23-M
a
REVISED TO SHOW DUSnM CMVERF TO BE RIDICMW
4-4-00
9
REVSSm PER wit 111C.
3-12-10
10
REV6FD 70 ADD CURET PROTOMM.
6-4-10
11
REMBED 70 RWIILE WnND EPICIs, ADD ADDITIONAL 9/PARS CLILVERL A ADD IRTAPM TIVI
7-4-10
12
REVSED PER KCDR TO SHOW NERAND RESIIIM710N ABTA
9-16-10
13
REVISED PER CLIENT 70 ACAIST LAYOUT & ADD ROAD CROSS SE210K6.
1-20­-11
14
nV= PER WE 10 PIOVOE ADMOM SPOT E7EWME NO" LIMNS #I t 53.
1-27-11
15
RVem PER MO M ADD RP PAP NOTE NOR 3-42' PIPES
2-21-11
is
KVM PBt NI l0 SNOW OM & OUNCE POND #29 SIOMNER FROM A PANCLOH TO M Est
3-22-11
17
IRVBFD PER CLDe TO ADJUST L ODW FOR LAPIS 111
10-17-12
7s
IE145m TO MAW LAYOUTFOR 11145 j54-89.
2-13-13
1f
REw6ED To ADJST LAMM ON 3-42" Nor MOER 9014M@ RI
a-t2-ts
REV NO.
OESL7WRON
atE
STORMWATER & S&EC
CORAL RID
7160 CAROLINA BEACH
FEDERAL POINT TOWN
PLAN
SHIP
OAiE:
4-3-08
GESCALE.ROAD
1" = 50'
NEW HANOVER NORTH CAROUNA
DRAWN:
JCB
MALPASS ENGINEERIlVG &SURVEYING, P.C.
1134 SLI<PYARD BOULEVARD
JBM
I/QiB4(; l'ON, NOIi'TH CAROLINA 28412
PROUECr NO:
Phone 9l0-992-6248
94
Faz 910-992-62A9 I]C1DN8E No. C-2920
DOI Com RIDGE. LLC
1202 N. LAKE PARK BLVD. SL47E A
SN ET NO:3
CAROLNA BEACH, NC 28428
PHONE [phone]
K:\AutoCAD\2005\94\coral-6dge(8-11-14).dwg
"v
_ SEI .i ffUMi
it

SEDIMENT STORAGE N
FLODD STORAGE
BOT = 18.9— ZONE
15' RCP
W/r.E.S.
INV-20.4
ROCK PIPE INLET
DETAIL
N.T.S.
�.
rii ::S:SSAiSii.
g .=r
a
F STING PA
m River Oaks\.
LIMITS OFIL Sec. 7/Ph. 3
DISTURBANCE c
M.B. 47/393
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NOTE,
TOPE ON WESTERN EXISTING LOTS (fit-R & /52) IS FROM NEW HANOVER COUNTY
TOPO, AND IS NOT THE RESULT OF AN ACTUAL SURVEY.
MA NTENA14M PLAN
p jF4EWT DAdAI+S TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN
1.
ALL EROSION CONTROL MEASURES WILL BE CHECKED EVERY 7 DAYS OR
THROUGH THE STONE CHECK DAM. AND PREVENT LARGE FLOWS FROM
CARRYING SEDIMENT OVER THE DAM. ADD STONES 1D DAMS AS NEEDED
AFTER EACH RAIN PRODUCING 1i INCHES OR MORE WHICH EVER COMES
TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
2.
FIRST.
SEGMENT WILL BE REMOVED FROM BEHIND MILT FENCES WHERE SEDIMENT
INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL
MAKE ANY REQUIRED REPAIRS IMMEDIATELY -
3.
IS 0.5 FEET DEEP AND REPAIR FABRIC IF 11ORN, LEAKING OR FAILING.
INSPECT AND REFRESH CONSTRUCTION ENTRANCE WITH A NEW LAYER OF
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF
A BAFFLE COLLAPSE, TEAR, DECOMPOSE. OR BECOME INEFFECTIVE.
4.
GRAVEL AS NECESSARY.
CHECK SEDIMENT BASINS AFTER PERIODS OF SIGNIFICANT RUNOFF.
REPLACE IT PROMPTLY.
REMOVE SEDIMENTSTORAGE DVOLUMEEp=Ts WHEN REACHES HALF FULL TO PROVIDE
REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS
E
ADEQUATE STORAGE VOLUME FORE NEXT RAIN AND TO REDUCE
WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE DESIGN DEPTH.
CHECK THE EMBANKMENT. SPILLWAYS. AND OUTLET FOR EROSION DAMAGE,
DAMAGING THE
PRESSURE ON THE BAFFLES. TAKE CARE PT AVOIDSHOO"
DURING CLFNNOUT. SEDIMENT DEPTH SHOULD NEVER EXCEED
AND INSPECT THE EMBANKMENT FOR PIING AND SETTLEMENT. MAKE ALL
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS
BAFFLES
HALF THE DESIGNED STORAGE DEPTH.
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
FROM. THE RISER AND POOL AREA
GRAVEL WILL BE CLEANED OR REPLACED WHEN THE SEDIMENT POOL NO
STABILIZED. REMOVE ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT
DEPOSITS, BRING THE AREA TO GRADE. AND STABILIZE R.
5.
LONGER ORNNS PROPERLY OR IF THE ROCK IS DISLODGED-
INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH SIGNIFICANT RAINFALL
12. INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT 01
REMOVE SEDIMENT MID RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS
INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF ANY
OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN
DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT b REMOVED IN THE
DEBRIS
SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE
DESIGNED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE
TE)APORARY E DIVERSIONS ONCE A STONE
AND AFTER EVERY
GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING.
IT A
t3. INSPECT
RAINFALL IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA AND
REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE
PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IS
MINIMUM OF 1.5 FT BELOW THE LOW PONT OF THE EMBANKMENT.
TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS
IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBAKMENT TO SLIGHTLY
BE
PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO
BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE
ABOVE GRADE. ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST
REPLACED IMMEDIATELY.
AFTER ALL SEDMENT-PRODIK:iNG AREAS HAVE BEEN PERMANENTLY
rt•
14. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH
STABILIZED. REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT.
SMOOTH THE AREA TO BLEND WITH THE ADJOIANG AREAS AND STABILIZE
SIGNIFICANT (ONE-WLLF INCH OR GREATER) RAINFALL EVENT AND REPAIR
INEDIAT&Y. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS
PROPERLY.
ORIGINAL. DIMENSIONS WHEN. SEDIMENT ACCUMULATES TO ONE-HALF THE
6.
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RATS TO SEE IF
ANY EROSION AROUND OR BELOW THE RIPRAP WAS TAKEN PLACE OR IF
HEIGHT OF THE FIRST BAFFLE PULL THE SKIMMER TO ONE SIDE SO
THAT THE SEAMEN UNDERNEATH R CAN BE EXCAVATED. EXCAVATE THE
STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED
SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR
THE FIRST CELL MAKE SURE VEGETATION GROWING IN THE BOTTOM OF
7.
REPAIRS TO PREVENT FURTHER DAMAGE
RIP RAP SHOULD BE INSPECTED PERIODICALLY FOR SCOUR OR DISLODGED
THE BASIN DOES NOT HOLD DOWN THE SKIMMER.
STONES. CONTROL OF WEED AND BRUSH GROWTH MAY BE NEEDED N
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES
B.
SOME LOCATKNS.
ROCK DAM: CHECK SEDIMENT AFTER EACH RAINFALL REMOVE SEDIMENT
IF WATER IS FLOWING UNDERNEATH OR AROUND THEM.
IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE
AND RESTORE ORIGINAL VOLUME WHEN SEDIMENT ACCUMULATES TO ABOUT
BASIN, USUALLY JERKING ON THE ROPE WILL LAKE THE SKIMMER BOB UP
AND DOWN AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS
ONE-HALF THE DESIGN VOLUME
CHECK THE STRUCTURE FOR EROSION. PIPING. AND ROCK DISPLACEMENT
DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN
AFTER EACH SIGNIFICANT RAINSTORM AND REPAIR IMMEDIATELY.
AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
9.
INSPECT ALL MULCHES PERIODICALLY AND AFTER RAINSTORMS TO
CHECK FOR RILL EROSION. DISLOCATION. OR FAILURE. WHERE EROSION IS
SKIMMER TO SEE R IT IS CLOGGED: IF SO REMOVE THE DEBRDS.
IF THE SKIMMER ARM OR BARREL PIE IS CLOGGED, THE ORIFICE CAN BE
OBSERVED. APPLY ADDITIONAL MULCH. IF WASHOUT OCCURS. REPAIR THE
REMOVED AND THE OBSTRUCITON CLEARED WITH A PLUMBERS SNAKE OR
SLOPE GRADE. RESEED . AND ROWALL MULCH. CON NUE INSPECTIONS
BY FLUSHING WITH WATER. BE SURE AND REPLACE- THE ORIFICE BEFOG
10.
UNTIL VEGETATION IS FIRMLY ESTABLISHED.
INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF
REPOSITIONING THE SKIMMER.
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY
EVENT.
REQUIRED REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND
SPILLWAY. CHECK THE EMBANKMENT. SPILLWAYS, AND OUTLET FOR
EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT
EROSION DAMAGE. AND INSPECT THE EMBANKMENT FOR PIPING AND
AL DAMAGE IMMEDIATELY . IF SIGNIFICANT EROSION OCCURS BETWEEN
SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE Al
DAMS. INSTALL A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE
TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS.
CHANNEL
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME
SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT
THE SKIMMER FROM PLUGGING WITH ICE.
SIN
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DINER'S CERTIFICATION
I (LIE NNW DERMA TINT I (WE) AM (JNHE) THE CURRENT OwER OF THE PROPERTY AD THAT IRON
RECEPT OF 'AUDIO RATION-10-CONSMUCP ANY CLEAENG. GINDIIG. OOIISffL0 OI OR DEVE011WIT.
WLL BE PEIDRIED N ACCORDANCE WITH THIS PUN AO TWQ THE APPUGHBE NNfMNCE4 NO TIMES OF
NEW HMID AR C"IY. THE STATE OF NORTH CNtOIIN AO If FEDERAL 60NEMENT AO ITS
A DICES *K H AM HEREW MADE PAR OF THIS PEAL AS THE OVER, I (Wq ACCEPT FULL
RE"ISI ITY FOR THE CONSMU CTION NO OPERATION AO MAINTENANCE OF TIE PROPOSED FA UTES. I
Coo WILL WT ATIEPT TD TRANFFR OF NHS REWONSBDY WIIMIT THE WRITTEN AIMMATION OF
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\ I KGVIJIur4J I
3TORMWATER & S&EC PLAN
;ORAL RIDGE
7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA
BITE
4-3-08
SCALE
1- so'
DRAWN:
JC B
MALPASS ENGINEERING, P.C. CHECKED:
1134 SAIPYAIRD BOULEVARD JBM
WD.L@IGTON, NORTH CAROLINA ZB412 PROCECT N0:
PAone 910-89I-5243 94
Fez 910-9H12-5209
Khmer. CORAL M&E LLC w
1202 N. LAKE PA6 BLVD. SUITE A
CAROLINA BEACH, NC 28428
PHONE 9IG-458-5605
K.\AutoCAD\2005\94\cora1_ridge(3-4-10).dwg SEP i�iti
i'y:

SURFACE AREA
1-20
Permanent Seeding
Specifications /6.11 - Specifications
(Specifictions are as per the Erosion and Sediment Centroi Planning and Design Manual' of the state of
North Carolina)
Table 6.11p - Seeding No. 1CP for. Well -to Poorly Drained soils with Good Moisture Retention; Low
Maintenance
Seeding mixture
Species Rate (lb/acre)
Tail fescue 80
Pensacola Bohiagrass 50
Sericea lespedeza 30
Kobe lespedeza 10
Seeding Notes
1. From Sept. 1 - Mar. 1, use unscorified sericec seed
2 On poorly drained sites omit sericeo and increase Kobe to 30 lb/acre.
3. Where a neat appearance is desired, omit sericee and increase Kobe to 40 lb/acre.
Nurse plants
Between Apr. 15 dD Aug. 15, add 10 lb/acre German millet or 15 lb/acre Sudongrass. Prior to May 1 or after
Aug. 15. add 25 lb/acre rye (grain).
Seeding dates
Best Possible
Early spring: Feb. 15 - Mar. 20 Feb. 15 - Apr. 30
Fall: Sept 1 - Sept. 30 Sept. 1 - Oct. 31
Sol amendments - Apply lime and fertilizer according to sal tests, or apply 3,000-5,000 lb/acre ground
agricultural limestone (use the lower rate on sandy so0a) and 1,000 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 Ib/ocre grain straw m equivalent cover of another suitable mulch. Anchor straw by
tacking with asphalt, netting, or roving or by crimping with a mulch anchoring too]. A disk with blades set
nearly straight can be used as a mulch anchoring too.
Maintenonce - If growth is less than fully adequate, rsfert0ize in the second year, according to sol tests or
topdress with 500 lb/acre 10-10-10 fertilizer. Mow as needed when sericeo is omitted from the mixture.
Reseed, fertilize, and mulch damaged areas immediately.
Table 6.111; - Seeding No. 2CP for. Well -to Poorly Drained soils with Good Moisture Retention; High
Mointenonce
Seeding mixture
Species Rote (lb/ome)
Tall fescue (blend of two or
three improved varieties) 200
Rye (grain) 25
Seeding dates
Best: Sept. 15 - Oct. 15
Possible: Sept. 1 - Oct. 31 or Feb. 15 - Apr. 30
Sol amendments - Apply lime and fertilizer according to soil tests, or apply 3,000-5,000 lb/acre ground
agricultural limestone (use the lower rate an sandy soils) and 1,000 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre grain straw or equivalent cover of another suitable mulch. Anchor straw by
tacking with asphalt, netting, or roving or by crimping with a mulch anchoring tool. A disk with blades set
nearly straight can be used as a mulch anchoring tool.
Maintenance - Fertilize according to sail tests or apply 40 lb/acre nitrogen in Jan. or Feb., 40 lb in Sept.,
and 40 lb in Nov.. from a 12-4-8 , 16-4-8. or similar turf fertilizer. Avoid fertilizer applications during
warm weather, as this incenses stand losses to disease. Reseed, fertilize, and mulch damaged areas
immediately. Mow to a height of 2.5-3.5 inches as needed.
Table 6.11v - Seeding No. 7CP for.. Grass -lined Channels; Coasto Plain. Lower Piedmont, and Dry Sole in the
Central Piedmont
Seeding mixture
Species Rote (lb/acre)
Common Bermudogross 40-80 (1-2 Ib/1,000 ft^2)
Seeding dates
Coostal Plain: Apr. - July
Piedmont Apr. 15 - June 30
SoR amendments - Apply lime and fertilizer according to soil tests, or apply 3,000 Ib/ocre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material to cover the bottom of
channels and ditches. The lining should extend above the highest calculated depth of flow. On channel side
slopes above this height, and in drainages not requiring temporary linings, apply 4.000 Ib/ocre grain straw
and anchor straw by stopling netting over the top.
Mulch and anchoring materials must not be allowed to wash down slopes where they can dog drainage
devices.
Maintenance - A minimum of 3 weeks is required for establishment. Inspect and repair mulch frequently.
Refertilize the following Apr. with 50 Ib/ocre nitrogen.
Refer to Appendix 8.02 for botanical names.
Table 6.11r - Seeding No. 3CP for. Dry Sands to Sandy Looms;
High Maintenance, Fine Turf
Seeding mixture
Species Rate (bu/1,000 ft^2)
Tifwoy or THWay II Minimum: 3
hybrid Bermudogross Rapid cover. 10
Seeding Notes
1. Sprig or sod (Practice 6.12, Sodding). Moisture is essential during initial establishment. Sod must be kept
well watered for 2-3 weeks, but can be planted earlier or later than sprigs.
2. Gammon Bermuda con be seeded or sprigged but does not produce a high -quality turf. It is also less
cod tolerant than the hybrids, more weed prone, and a pest in flower beds and specimen plantings.
Planting dates
Apr. - July
Sol amendments - Apply lime and fertilizer according to soil tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 Ib/ocre 10-10-10 fertilizer, or 50 lb/acre nitrogen from turf -type
slow -release fertilizer. Add 25-50 lb/acre nitrogen at 2- to 3-week intervals through midsummer.
Sprigging - Plant sprigs in furrows with a tractor -drawn transplanter, or broadcast by hand.
Furrows should be 4-6 Inches deep and 2 it apart Place sprigs about 2 ft apart in the row with one
end at or above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs into the top 1/2-2 inches of soil with a disk set
straight so that sprigs are not brought back toward the surface.
Mulch - Do not mulch.
Maintenance - Water as needed and mow to 3/4- to 1-inch height. Topdress with 40 Ib/ocre nitrogen in
Apr., 50 Ib In May, 50 lb in June. 30 lb in July, and 25-50 lb in Aug.
Table 6.119 - Seeding No. 4CP for: Weil -Drained Sandy Looms to Dry Sands, Coastal Plain and Eastern Edge
of Piedmont; Low -to Medium -Care Lawns
Seeding mixture
Species Rate
Centipedegrase 10-20 lb/acre (seed) or
33 bu/ocre (sprigs)
Seeding dates
Mar. - June
(Sprigging can be done through July where water is available for irrigation.)
Soil amendments - Apply lime and fertilizer according to soil tests, or apply 300 lb/acre 1G-10-10.
Sprigging - Plant sprigs in furrows with a tractor -drawn transplanter, or broadcast by hand.
Furrows should be 4-6 in ches deep and 2 it apart. Place sprigs about 2 It apart in the row with one end
at or above ground level (Figure 6.11d)
Broadcast at rates shwon above, and press sprigs into the top 1/2-2 inches of soil with a disk set straight
so that Wigs ore not brought back toward the surface.
Mulch - Do not mulch.
Maintenance - Fertilize very sparingly - 20 Ib/acre nitrogen in spring with no phosphorus. Cenbpedegrass
cannot tolerate high pH or excess fertilizer.
Table 6.11t - Seeding No. SNP for. Well -Drained Sandy Looms to Dry Sandw;
Low Maintenance
Seeding mixture
Species Rate (lb/ocre)
Pensacola Bohiagrass 50
Sericea lespedeza 30
Common Bermudogross 10
German millet 10
Seeding Notes
1. Where a neat appearance is desired, omit serieea.
2. Use common Bermuda only on isolated sites where it cannot become a pest. Bermudogross may be
replaced with 5 lb/acre centipedegross.
Seeding dates
Apr. 1 - July 15
Sol amendments - Apply lime and fertilizer according to sal tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 Ib/acre grain straw or equivalent cover of another suitable mulch. Anchor by tacking
with asphalt, roving. or netting or by crimping with a mulch anchoring tool. A disk with blades set nearly
straight con be used as a mulch encoring too.
Maintenance - Refertilize thea following Apr. with0is d/asicrred nitrogen.
Repiceo and mt as oos oth ften es. Mas ay be
mowed only once a year.appearance
15' 1f
`
FLOW 15
T_ 1.5' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND #1-20
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
30,47'\ � 3.10�
FLOW ooO 33b.4-7'
T1.5' THICK
RIP RAP
NOTE. PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND #1-10
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
Tezl gg rary Seeding
Specifications #6.10 - Specifications
(Specifications are as per the 'Erasion and Sediment Control Planning and Design Manual' of the state of
North Carolina)
Table 6.10o. - Temporary Seeding Recommendations
for Late Winter and Early Spring
Seeding Mixture
Species Rate Clb/acre)
Rye (graln) 120
Annual lespedeza (Kobe In
Piedmont and Coastal Plain,
Korean in Mountains) 50
Omit annual lespedeza when duration of temporary cover is not to extend beyond June. \
Seeding dates
Mountains - Above 2500 fti Feb. 15-May 15
Below 2500 ft, Feb. 1-May 1
Piedmont - Jan. 1-May 1
Coastal Plain - Dec. 1-Apr. 15
SoR amendments - Follow recommendations of soft tests or apply 2,000 lb/acre ground agricultural limestone
and 750 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool.
A disk with blades set nearly strnlght can be used as a mulch anchoring tool.
Maintenance - Refertilize If growth Is not fully adequate. Reseed, refertilize and mulch immediately following
erosion or other damage.
Table 6.I0b Temporary seeding Recommendations for Sumner
Seeding mlxture
Species Rate (Ib/acre)
German milet 40
In the Piedmont and Mountains, a small -stemmed Sudangrass may be substituted at a rate of 50 lb/acre.
Seeding dates
Mountains - May 15-Aug. 15
Piedmont - May 1-Aug. 15
Coastal Plain - Apr. 15-Aug. 15
Sol amendments - Follow recommendations of soli tests or apply 2,000 lb/acre ground agricultural limestone
and 750 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool.
A disk with blades set nearly straight can be used as a mulch anchornng tool.
Maintenance - RefertTlze If growth Is not fully adequate. Reseed, refertiize and mutch immediately following
erosion or other damage.
Table 6.10c Temporary Seeding Recommendations for Fall
Seeding mixture
Species Rate Ob/acre)
Rye (grain) 120
Seeding dotes
Mountans - Aug. 15-Dec. 30
Coastal Plain and Piedmont - Aug. 15-Dec. 30
Solt amendments - Follow soil tests or apply 2,000 lb/acre ground agricultural limestone and 1,000 lb/acre
10-10-10 fertilizer.
Mulch - Apply 4,000 tb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool.
A disk with blades set nearly strnlght can be used as a mulch anchoring tool.
Maintenance - Repair and refertftlze damaged areas Immediately. Topdress with 50 lb/acre of nitrogen In
March. If It Is necessary to extend temporary cover beyond June 15, overseed with 50 lb/acre Kobe
(Piedmont and Coastal Plain) or Korean (Mountains) lespedeza In late February or early March.
PIPE SYSTEM - POND #1
FROM
TO
SIZE(IN)
LENGTH(FT)
SLOPE(FT/FT)
U.S. INVERT (EL)
D.S. INVERT (EL)
GRATE ELEV.
(2 EDP)
CB-1
CB-2
18
30
1 0.00533
16.58
16.42
19.85
CB-2
SDMH-2
18
140
1 .0030
16.42
16.00
19.85
SDMH-2
DI-2
36
74
1 0.01135
14.71
13.87
20.80 (TOP)
DI-2
SDMH-1
36
44
0.00295
13.87
13.74
19.58
DI-3
SDMH-1
Is
48
.038%
15.61
13.74
1956
SDMH-1 SDMH-12
42
9
0.00333
13.74
13.71
19A1 (TOP)
CB-29
CB-30
1 18
37
0.01595
21.14
2055
25.96
CB-30
CB-31
I 18
41
M01463
20.55
19.95
25.18
CB-31
CB-5
18
59
0.01576
19.95
19.02
24.15
CB-5
CB-4
18
182
0.02198
19.02
15.02
22.63
DI-4
CB-4
24
23
.00304
15.09
15.02
1934
CB-3
CB-4
IB
30
0.00333
16.84
16,74
20.09
CB-4
SDMH-2
36
1 101
.00307
15.02
14.71
20.09
SDMH-12
DI-1
42
1 71
0.002%
13.71
13.50
19.85 (TOP)
DI-i
DUTFALL
42
1 53
1 .00358
13.50
1 13.3E
1 19.60
PIPE SYSTEM - POND #2
FROM
TO
SIZE(IN)
LENGTH(FT)
SLE(FT/FT)
IP
U.S. INVERT CEL)
D.S. INVERT CEL)
GRATE ELEV.
(E EDP)
DI-5 i
DI-6
24
146
0.00301
17.34
16.90
21.95
D-6
DI-7
24
144
0.00306
16.90
16.46
21.90
DI-7
SDMH-9
30
79
0.00304
16.46
16.22
22.50
DI-8
SDMH-9
18
45
0.05
18.47
16.22
23.08
SDMH-9
SDMH-8
30
75
.00307
16.22
15.99
24.03 (TOP)
SDMH-8
SDMH-3
30
31
0.00323
15.99
15.89
26.62 (TOP)
SDMH-3
CB-6 1
30
61
0.00328
1529
15.69
26.62 (TOP)
CB-6
CB-8
30
233
0.00305
15.69
14.99
26.49
CB-7
CB-8
18
23
0.06739
19.98
18.33
23.21
CB-8
CB-10
36
239
0.00301
14.98
14.26
23.21
CB-9
CB-10
18
23
0.06739
18.07
1652
21.41
CB-10
CB-16
42
221
0.00303
14.26
13.59
21.41
DI-14
DI-15
SS
123
0.00561
20M
1932
24.26
DI-15
DI-16
18
186
0.00806
19.32
17.82
23.57
DI-16
DI-17
24
163
M00460
17.82
17.07
22.57
DI-17
CB-13
24
79
0A1759
17.07
15.68
21.86
CB-11
CB-12
18
23
0.00565
18.20
10.07
21.56
CB-12
CB-13
IB
42
0.0569
18.07
15.68
2156
CB-13
CB-14
30
73
0.D0329
15.68
15.44
21.72
CB-14
CB-16
36
54
0.00778
15.44
15.02
2214
CB-15
CB-16
15
23
1 0.05
IBM
17.53
22.13
CB-16
CB-18
60
117
1 0.00256
13.59
1329
2213
CB-17
CB-18
18
23
0A1
17A5
17.42
21.07
CB-18
SDMH-5
60
71
0.00380
13.29
13.02
21.07
SDMH-5
SDMH-7
60
136
0.0030E
13.02
12,61
22.10 (TIP)
SDMH-7
OUTFALL
60
58
0.00293
12.61
12.44
21.72 (TOP)
CB-19
CB-20
18
23
0.007826
17.35
17.17
20.82
CB-20
OUTFALL
18
43
0.043
17.17
15.32
20.82
DI-19
DI-20
IB
119
0,00479
17.12
16.55
21.30
DI-'0
SDMH-6
24
77
0.00312
16.55
16.3E
21.05
CB-27
CB-28
18
23
0.00739
17.69
17.52
21.02
CB-28
SDMH-6
18
72
0,01681
17.52
16.31
21.02
SDMH-6
CB-29
24
89
0,00303
16.31
16.04
21.40 (TOP)
CB-25
CB-26
18
23
0,00739
1759
17.42
20.94
CB-26
SDMH-13
CB-29
CB-24
1B
30
124
lee
0.01131
0,00297
17.42
16.04
16.04
15.66
20.94
21.72 (TOP)
CB-21
CB-22
18
23
0.00695
1758
17,42
20.92
CB-22
CB-24
18
28 6
0.0023E
1222
11.56
20.92
CB-23
CB-24
1 18
1 23
1 0.0104
17.46
17.22
20.79
CB-24
OUTFALL
1 36
1 50
1 M0012
11.56
1 11.50
20.79
PIPE SYSTEM - BYPASS PIPE
FROM
TO
SIZE(IN)
LENGTH(FT>
SLOPE(FT/FT)
U.S. INVERT (EL)
DS. INVERT (EL)
GRATE ELEV.
(8 EOP)
UPSTREA!
DI-22
15
16
016063
20.40
1783
-
DI-22
DUTFALL
15
336
0.00232
17A3
17.05
20.05
40' 1 �21.70' T
FLOW °o°0 40'
15' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND 12A
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
40' �1`9
1 T
FLOW °o°0 40'
1
T_ I.5' THICK
RIP RAP
NOTE. PLACE ONE LAYER IP FILTER
FABRIC UNDER RIP RAP
POND #2B
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
FINISHED GRADE
MANHOLE CONSTRUCTION
SIMILAR TO STANDARD
MANHOLE
NEW OR EXIST.
CULVERT -1
IV, I .J,
LS AWNTEN
ACCESS
P❑ND
1-10 DETAIL
N,T.S,
TOP OF POND
TOP OF POND
3' W/0E
TEMPORARY POOL EL
3:1 SLOPE
3'I
SLDPf
PERMANENT POOL EL
3`1 S
1 S1 SLOPE
10.1 SLOPE
fO:T SLOPE
10:1 SLOPE
BOTTOM OF FOREBAY
FOREBAY SEDIMENT
BOTTOM OF POND
MAIN POND SEDIMEN7
CLEANOUT EL
CLEANOUT EL
POND
#1-10 FOREBAY & POND CROSS-SECTION
10' WIDE
SCALE. I' = 20'
VEGETATED
TOP OF POND
3:1 SL�
10: 1 SLOPE
TOP OF POND
3A SLOPE
f0'1 SLOPE
TEMPORARY POOL EL -
3,l �=PERMANENr PO01_ EL -
�f
BOTTOM OF POND MAIN POND SEDIMEWT
CLEANOUT EL
POND #1-20 POND CROSS-SECTION to' WIDE
SCALE. F = 20' VEGETATED
SHELF
OUTLET STRUCTURE
(SEE DETAIL)
TOP OF POND
3:1 SLOPE 10:1 SLOPE
10.1 SLOPE
3' WOE TEMPORARY POOL EL
PERMANENT POOL EL 3:1 SLOPE
10..1 SLOPE
10:1 SLOPE
BOTTOM OF FOREBAY BOTTOM OF POND MAIN POND SED/MENT
FOREBAY SEDIMENT CLEANOUT EL
CLEANOUT EL 16 WIDE
POND #2A FOREBAY & POND -CROSS-SECTION VEGETATED
SCALE. 1' = 20' SHELF
TOP OF POND
3:1 SLOPE -
1P.1 SLOPE :-
TEMPORARY POOL EL _
PERMANENT POOL EL /
} L 10:1 SLOPE
BOTTOM ()F' FOREBAY J BOTTOM OF POND MA
FOREBAY SEDIMENT CL
CLEANOUT EL
POND #2B FOREBAY & POND CRUSS-SECTION
FOREBAY & POND CRUSS-SECTION
NOTES: SCALE, I' = 20'
1. MUHLENBERGIA CAPIL ARl15(PI K MU HLY) B SPARIVIA BAKERI(CORDOM) OR CENTIPEDE
SOD TO BE PLANTED ON SLOPES OF PONDS ABOVE THE
PERMANENT POOL 3 EITHER PICKEM5. WEED, BLUE FLAG IRIS, OR DUCK POTATO
TO BE PLANTED ON THE VEGETATED SHELF.
2. IF THE BASIN IS USED FOR SEDWENT AND EROSION CONTROL DUtrMO
CONSTRUCTION, CLEAN OUT OF THE BASIN IS SPECIFIED PRIOR TO USE AS A
WET DETENTION BASIN.
3. ALL WATER THAT DIMS OFF WERNOUS SURFACES LOCATED WITHIN THE DRAINAGE AREAS FOR POND 11 AND POND 12
WILL BE DIRECTED INTO THE STOBMNATER SYSTEM, BY EDFER RASING AND SLOPING SiTE TOWARDS THE
STREET. PIPING TOWARDS THE STREET OR GUTTERING TOWNHOUSES AND SPRDNG
WATER INTO FRONT YARDS THAT DRAM TOWARDS THE PARKING (ALL ROOF DRAINS MUST BE DIRECTED TO THE FONDS).
4. ENERGY OISSIPATORS TO HARE FILTER FABRIC UNDERIAYMENT.
5. IF THE PONDS NEED TO BE DRAINED FOR MAINTENANCE OR AN EMERGENCY
A PUMP IS TO BE USED TO DRAIN THE PONDS.
6. BUILDINGS TO DRAIN TO THE PARKING IN FRONT OF ITSELF.
3000 PSI CONC.
FOOTING :% i.':: . - �:'•°�ti
INTERFERENCE MANHOLE
NTS
0
TYPE SF9.5A ASPHALT
CTEDJ 1 ......
..... 1 '6' CRUSHED STONE(ABC)
ARTHH m
a a
REVERSE TYPE 'H' CURB AND GUTTER
NOT TO SCALE
TYPE SF9.5A ASPHALT
�6' CRUSHED STONE(ABC)
1
0 0
TYPE 'H' CURB AND GUTTER
SD 7-04
n.ET STRUCTURE
(SEE DETAIL)
TOP OF POND
�OPE
10.11 SLOPE
SHUT ELEVATIONS
POND
ELEV.
1-10
12.98
1-20
13.98
2A
15.0
2B
15.23
DESE+ERS PLAN GERMKAIRW.
I HEREBY CUM TENT THIS PIAN WAS BEEN PREPARED IN ACCORDANCE WITH THE LATEST NEW HARM
0=0 ORO#NIK:ES AND STORMWAEIRl DESIGN MARTIAL
SIMIL E:
PRINT RAW Ten F•
ROGISIRIUM MAETR'
OMER'S CERRunm
I (WE) HEREBY CERTIFY THAT 1 (WE) AM (ARE) THE CLIRRElT OWIER OF THE PROPERTY AND THAT UPON
RE"I OF %W7RORBAION-TO-CONSIRUCP ANY DEARRCG, GRA JIGCOIA'muci ON OR DEVELOPMENT.
WILL BE PEED IN ACCORDANCE WITH INS PLAN AND TINT THE APPLICABLE ORDINANCES 40 RLIL S OF
NEW WINNER COI#BY, THE STATE OF NORTH CAROIBN AND THE FEDERAL. G MINA9NT AND ITS
AGENCIES WHOH ARE LEPEBY MADE PINE OF TM PUN. AS THE OMAR, N (WE) ACCEPT FIAT
RESPONSIBILITY FOR THE CONSTRI) ON NO OPENTON AND MWENANM OF THE PROPOSED FACILITIES. I
(WE) WILL NOT ATTEMPT TO TRM#ER OF THIS RESPONSEWBY WITHOUT THE MUTEN &MORW110N OF
NEW HANOVER COUNTY.'
sIINNAnIE•
PROF NAME TTB F'
DATE.
e tau
14
a ADD NEWERSECIM
10-17-12
13
HEtl4D A ADJUST PPE C WWr A MD fit® DETN..
1-20-11
12
REVISED PER NOW1111 TO MOVE REFEREHM TO AN WL.TRAMN BASIN.
9-27-10
11
WINED 10 AOWST PIPE CHARD FOR POND 1.
7-6-10
10
1RW4D TO AaMSD PPE CIAO A WOW10415 AREA C1WWf.
3-12-tO
e
A MSED 10 AMW PPE CFWRL
1-28-10
a
#WVM W Ii110.E BERINNUr 9PLLWAY DETAL.
4-111-0e
7
RLMSED 10 ADARD PWE SYSIOA CMWM
3-27-00
e
ReWISm 70 MAST OREICE SIZE FOR EACH POND.
9-15-M
a
Il111300 RD N CMM RI AM SEDIMENT CUNINDUD ELEVAilU1S.
9-2e-011
4
FORM 10 ADD STET BEWTON FOR Falb 1-10 t 1-211.
a-25-0
3
REVISED TO ADJUST 694RVDA AFWA CHNO FOR POND h
8-6-M
2
REVISED 10 ADANT POW 1-20 DETAIL
5-15-0
1
REVISED PER FIEF HANKER COUNTY COMMENTS 10 ADO OWN BiVA70115 W PIPE S115ENAW CM
a-4-OB
REV Na
DESCPoPRDN
DARE
POND 1-20 DETAIL
N,T.S.
HATCHED AREA FOR THE INFUN INTO POND 2A
r-- FLOW PATH 2A
HATCHED AREA(g 671.53 SF.)) IS LARGER THAN THE REQURE.D SURFACE AREA
AT THE PERM POOL F01t THE INFLOW INTO PCs, 2B
P❑ND 2B DETAIL
N.T.S.
rNITI FT CTRIRY:7i1RE DETAILS (FEET)
POND
BOX
/NSA
GROUT INSIDE
rcrc
B07ELE OF BASE
n
1
4X4
6x6x0.5
0.75'
14.5
2
4x4
6x6x0.5
1'
14.75
NELDED BAR
TRASH RACK
BOLTED IN PLACE
4' OPENINGS
PVC ORIFICE WIN GRAVED
90' ELBOW DOWN ---7
ra1rM rtne_
PRECAST CONCRETE
y OR EQUIVALENT
6' 77
DETAIL SHEET
CORAL RID
7160 CAROLINA BEACH
FEDERAL POINT TOWN
6- THICK PRECAST
LEV OUTLET STRUCTURE
ELEV.
OUTLET PIPE
HOTS ALL I ITLETS SHALL BE PROTECTED BY TRASH SCREENS.
TILE TOP OF THE RISER SMALL WINE A IRIISHI W MADE OF
MAW 5 REM WEIDED TO ANGLE FAME FRAIE SHALL BE
ATTACHED TV MSM SO AS 70 BE RFMMMZ FOR M4NL8NNCE
OUTLET STRUCTURE DETAIL
NOT TO SCALE
DATE
4-3-08
GE
ROAD N.T.S.
SHIP NEWHANOVER NORTH CAROLINA DRAWN:
JCB
MALPASS ENGINEERING &SURVEYING, P.C.CHECKED.
1194 37DPYARD HOTJIEVARD `BM
WII,A@iGTON, NOIt'fIi C.AROI.04A 28412 PROJECT NO:
Phma 910-992-524.Y 94
Fez 910-8BE-02OS IIlODN� ]Io_ C-2920
owner: 1202 NBEIKM LLc
. PARK Jew. sUITE A SHEET NO: � O
CAROLINA BEACH. NC 28428
PHONE. 91G-455-5M
K:\AutoCAD\2005\94\corn I_ridg e(8-11-14).dwg
x
SEI ° C "#
BY: -

e
NOTES: DESIGNERS PLAN CERTIFICATION: INDEX
N/F
Teruo Simmons 1. DISTURBED AREA=1,416.891 S.F. = t32.53 AC. I HEREBY TOM THAT IHS PIMA WAS BEDI PREPARED IN ACCORDANCE WITH THE LATEST NEW NMIOVER I COVER SHEET
DB 1181 PG 510 visa 2. ALL SEWER MAINS TO BE 8• PIPE WITH MINIMUM 3' COVER UNLESS NOTED OTHERWISE. COUNTY ORC9NNCES Nip STIIRLMAETR DESIGN MMAUL.
N S 8926'32' E 597.&T' S 8926'32 3. ALL WATER MAINS TO BE 8" UNLESS NOTED OTHERWISE WITH A MINIMUM 3' COVER. in INDEX SHEET
20' P w saeaclJ Y Y Y Y Y I IF Y Y Y Y Y W Z 4. STREET LIGHTS PER PROGRESS ENERGY MAP. SIONUInrE• 2 STORMWATER & S&EC PLAN
_ 2°• Pvm'°r'r s°m°a` m Pe't""t^ sae 5. ALL ROAD MATERIALS SHALL MEET NCDOT STANDARDS.
Y Y W W Y Y W W W Y W Y Y W •dS
Y W W W W W W Y Y W Y Y �\ Y Y W / 7 T' 6. HORIZONTAL SEPARATION BETWEEN WATER AND SEWER IS TO BE 10' BETWEEN EDGE PRINT NNE llrl F• 3 STORMVATER & S&EC PLAN
x e.ruPy YN Y Y Y .Y .Y Y Y \ Y Y • W l / \ OF PIPES. pA7F• 3A STORMWATER & S&EC PLAN
Ream= • 7. A 24 IN. VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN STORM SEWER AND
Y Y Y Y Y Y W W W Y Y Y
a. \ \ as, a �/ \\ Q SANITARY SEWER LINES OR FERROUS PIPE SPECIFIED. REGISIRATION NUMBER: 4 PLAN PROFILE
S. VERTICAL SEPARATION BETWEEN WATER AND SANITARY SEWER:
5 DELETED
\ W Y Y
Y W n
W W Y
s• /
,�
+ I
WATER OVER SANITARY SEWER: >18" OR USE D.I.P. (ON BOTH) 10' ON EITHER SIDE
OWNER'S CO FIGUION
6
PLAN PROFILE
G�`'p
51 -R YI
\
Y W Y
Z
OF CROSSING.
SANITARY SEWER OVER WATER: USE D.I.P. (ON BOTH) 10' ON EITHER SIDE OF
9 (WE) HQEB CERTIFY THAT I (cat) AM WtLi THE cuRRENr OWNER of THE PRor EmY AND THAT UPON
_
2.71 DC. \
Y W W W /
CROSSING.
RECOPT OF •AUT DRITATTON-TO-CONSERUCT" ANY CLEARING. GRADING, CONSTRUCT DN OR DEVELOPMENT.
WILL BE PERFORMED IN ACCORDANCE WITH THIS RAN ALB! THAT TFE MRMI81-E ORMICES AND RULES OF
7
PLAN PROFILE
\
yW' /
S. VERTICAL SEPARATION BETWEEN WATER AND STORM SEWER;
THE FEDERAL NERNNBNT AND 95
8
DELETED
\ Y
52 �
+ Y
/
_ z
W Y
ti> /
'Y
W-
Z
WATER OVER STORM SEWER: >18. OR USE D.I.P. ON WATER 10' ON EITHER SIDE OF
11 AND
NEWT IMiKAAA:IR HA RE RE STATE OF NORTH HIS PLAN. RILL
AGQNCIES WHCH ARE HEREBY MADE PART OF THIS F1AN. AS THE MAXOWNER. I (WE) ACCEPT FULL
9
WATER PLAN
�
7.56 OC. \
W Y
+
Y /\
/
1
N 005r4S E s 59ortr E S 0a57'4J- IN I
+ /
CROSSING.
STORM SEWER OVER WATER: USE D.I.P. ON WATER 10' ON EITHER SIDE OF
RESPpiSB•JIl' FOR THE CONSTRUCTION AND OPERATION AND MAINIENNNCE OF THE PROPOSED FNX111FS. 1
(WE) WILL NOT ATTEMPT TO TRNNFER OF THIS RESPONSIBILITY WIOIOUT THE WRITTEN ADIHORRATION OF
9A
WATER PLAN
ar case u•nr r.•en /
a•vuaa star
J87.2s'
_ - zoo' m 30o
1s__
u%v
- -
ue® O
/
CROSSING.
10. ALL SANITARY SEWER MANHOLES WITH A DROP OF 30' O2 GREATER SHALL HAVE AN
NEW lNNOVER COtMiY.'
10
DETAIL SHEET
�
_
"-a°5e" E
` p�
"""'1°0A�"
WO'
/
INSIDE DIAMETER OF 5' WITH AN INSIDE DROP STRUCTURE
W19p•
11
WATER DETAIL
--
mia�ewp
w•n
s
11. ALL ROOF DRAINS TO BE DIRECTED TOWARDS DRAINAGE SYSTEM AND PONDS.
12
SANITARY SEWER DETAIL
-• - - r - r
- -
- - • 1
• -
12 THERE SHALL BE NO ENCUMBRANCES WITHIN THE RIGHT-OF-WAY.
PRINT NNE TIRE
=-s-ss9ziY E a.7s - -
- -
-
- - - - - - -
- •�-
�
13. UPON COMPLETION OF ANY PHASE OF ACTIVITY DISTURBED AREAS WILL BE
DATE'
13
SANITARY SEWERDETAIL
-
SEEMED WITHIN 21 DAYS OF NO CONSTRUCTION.
to
t rrr srettflN DETAIL
Patrick
N/F
ym
D811�586
D8134
an atri<k
PG1
NOTE; SEE SHEET
3 OF
20 FOR
ADDITIONAL
ROAD
CROSS
SECTION DETAILS.
& SHEET
OF 20 FOR
TYPE
'H' CURB
DETAIL.
A
W
S
E
+ Y + W W + W + `V W + + W W + + W 'YV� + W + W W + + + + + + W W + + \ I �- I 14• IT IS THE CONTRACTOR'S RESPONSIBILITY TO RAISE & SLOPE LOTS ADEQUAItLT IO
W + + vreae + + + + W W W W + W + W W ^" / ENSURE POSITIVE DRAINAGE TOWARD STREET.
/ + + + + + + + + .✓-r .Y Y + Y W W W+w o-vx`aW Y +. Y Y + W W Y W Y W \ 196 15. THE DEVELOPER SHALL ENSURE STORMWATER ON ADJACENT PROPERTY IS NOT
W W ;W + W W Y W W W W W W W W W W Y W W W + W + I HINDERED FROM FLOWING OFF THOR PROPERTY DUE TO DEVELOPMENT.
Y Y W W Y Y Y Y Y W W W ,7i1 Y W W Y W W Y W W yl+E W W Y Y W W W Y Np� I I 16. MANHOLES, CATCH BASINS, AND DROP INLETS SHALL BE SIZED APPROPRIATELY TO
Y W W W W Y W W W W W + + W W W W + W + W Y W W W- aW�� W W + W W IV
W W W W ACCOMMODATE OVERSIZED PIPES.
I O 17. GRAVITY SANITARY SEWER WITHIN 50' OF WETLANDS SHALL 8E DJ.P. AND MEET
Y Y W Y Y W W W W W W Y Y W W Y Rl Area. W W W W W + W Y W Y Y, \ 1 IJ _I WATER MAIN MATERIALS, TESTING METHODS AND ACCEPTABILITY
W + W W + W W W W W W W W W + + + W W W W W W + W 2.95 eeY W W W + W + + W W W\ L1J STANDARDS (15A NCAC 18C).
W + + + W W W W W W W W W + + W W W W W W IVW W + W W W W W + W W + W + , m/aet / 18. GROUND ELEVATION (GE) ON RETAINING WALLS IS THE GROUND ELEVATION AT THE
Y W IVY Y Y W Y Y Y Y Y Y Y Y Y Y Y W Y W W Y W Y Y IIIY Y W W Y W Y Y W Y W IVRS.
E.�/ / m WALL THE ACTUAL BOTTOM OF THE WALL TO BE DETERMINED BY OTHE
H ttttMOY w a931s' + + + + IV s tNE2'aY t 1015.10' IV IV + 1, // / 19. PROPOSED RETAINING WALL DESIGN AND HEIGHT (AS MEASURED FROM TOP OF WALL
/ TO BOTTOM OF WALL) BY OTHERS. MALPASS ENGINEERING, P.C., IS NOT
N/F N// LLJ RESPONSIBLE FOR RETAINING WALL DESIGN.
F
Layman Patrick Usher R C. & Ralph & N/F W 20. ALL DROP INLETS TO Bx3 E HEAVY DUTY 2'' FRAME & GRATE (GENERAL FOUNDRIES
D81342 PG1586 oris C- Doris C. Peggy Dawn INC., ITEM /24364 OR EQUIVALENT) FRAME & GRATE TO BE TRAFFIC BEARING.
Whitney Whitney Burton U) 21. ALL CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL, STATE, & FEDERAL
2515 P0649 D92515 P0649 083788 PG211 REGULATIONS & CODES.
22 NO GEOTECHNICAL TESTING HAS BEEN PERFORMED ON SITE. NO WARRANTY IS
EXPRESSED OR IMPLIED FOR SUITABILITY OF SOILS. OWNER/CONTRACTOR SHOULD
CONSULT WITH A GEOTECINICAL ENGINEER FOR SOILS INFORMATION. ANY UNDERCUT
FINISHED FLOOR
ELEVATIONS
LIMITS
ELEV.
1-12
21.86
13
24.07
14-19
25.07
20-22
M41
23
25.48
24
25.61
25-28
2&46
29
2EE83
30
28.73
31
2&37
32
27.75
33
27.07
34
26.39
35
25.79
36
25.68
37 L 38
25.83
39
25.66
40
1 2515
FINISHED FLOOR
ELEVATIONS
UNITS
ELEV.
41
25.09
42
24.54
43
24.35
44
24.60
45
24.86
46
24.61
47 & 48
24.77
49
24.71
53
24.40
54
24.61
55
24.50
56
25.15
57
25.32
58
2529
59
25.00
60
2520
61
25.82
62
2622
FINISHED FLOOR
ELEVATIONS
UNITS
ELEV.
63
26.26
64
26.11
65
26.04
66
26.54
67
27.13
68
282
69
27.35
70
26.82
71
26.68
72
27.06
73
27.78
74
26,97
75
26.81
76
2624
77
1 25.95
78
26.19
79
1 26.24
801
26.18
FINISHED FLOOR
ELEVATIONS
UNITS
ELEV.
81
25.78
82
2521
83
24.97
64
25.23
85
25.29
86
25.26
87
T4 88
88
89
90-95
m2d
96-97
I5 DETAIL SHEET
16 DETAIL SHEET
17 DETAIL SHEET
17n DRIVEWAY GRADES 6 DETAIL SHEET
18 DETAIL SHEET
19 DETAIL SHEET
20 DRIVEWAY PLAN & DETAIL SHEET
4
WITH SUITABLE MATERIAL SHALL BE THE RESPONSIBILITY
0
0
OF THEREQUIREDCONTRACTOR.
CL
z
R/IN
23. EXISTING WATER MAIN TO BE D.I.P. IF CLOSER THAN 5' HORIZONTALLY TO CULVERTS.
_r
7' CONIC.
IO
R
W
50' R.O.W.
CFO
EXISTING FORCE MAIN TO BE D.I.P. IF UNDER CULVERTS. (SEE ABOVE FOR
ONC'
g•x16' PARKING SPACES 24' D
AISLE 9'x16' PARKING SPACES WA K
,�
-'I
SEPARATION NOTES.)
I 13'
12'
N c
24. SOILS ON SITE ARE MAINLY: W0. St, Ly, Kr. & Pm.
MIN. 1/4' PER
MINN. 1/4" PER
3mz
5'
T
13'
25. TOTAL PROPOSED IMPERVIOUS AREA ON SITE (INCLUDES FUTURE ALLOCATION) = 409,101 S.F.
FT. SLOPE
FT. SLOPE
3:1 MAX.
$
"A"
1/4" PER
1/4" PER
fT. SLOPE
Type "A" Curb
g 0 3:1 MAX.
26. SOME OFF -SITE DRAINAGE ENTERS THE SITE-t-
27. THIS PROPERTY IS NOT WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN OF FIRM
SLOPE TO
EXISTING
Type Curb
&Gutter
FT. SLOPE
-_
YP
&Gutter
SLOPE TO
EXISTING
COMMUNITY PANEL: 3720313200J /DATED: APRIL 18, 2005.
24" CURB 4" A.B.C. 1.5• I-2 UNLESS OTHERWISE
24' CURB
& GUTTER
/
1/2�Per
.�--
1/2" Per
\
28. WHEELCHAIR RAMPS TO BE NCDOT STANDARD. WHEELCHAIR RAMPS TO BE
& GUTTER OVER COMPACTED ASPHALT INDICATED BY SPOT
'A'
TYPE 'A' G2
1/2" Per
5' Conc.
Sidewalk
Side1/4"
Foot
1.5" SF9.5A Asphalt I 6" ABC OVER
Foot Slope
MAINTAINED BY THE LOCAL MUNICIPALITY.
29. SWALE #2 & REMAINDER OF DISTURBED AREA LOCATED WITHIN NCDOT R/W OF
311 MAX. MIN.
SLOPE TO PER
1/4- TYPE OR SUBGRADE ELEVATIONS TURNDOWN SIDEWALK
TURNDOWN SIDEWALK
Foot Slope
Per
Foot slope
t'
COMPACTED SUBGRADE
5+17.49 TO
1' 1'
STA. 8+01.40
CAROJNA BEACH ROAD TO BE IMMEDIATELY SEEDED & STABILIZED WITH EXCELSIOR
EXISTING TYPICAL CROSS SECTION AT PARKING AREA
MIN. 1/4'
BONAIRE ROAD
X-SECTION FROM STA.
MATTING PRIOR TO ANY RAINFALL EVENT.
GRADE
PER FT.
(Residential Local Road)
30. A RECORDED DRAINAGE EASEMENT IS TO BE PROVIDED FOR EACH POND INCLUDING
WITH SPACES ON BOTH SIDES
SLOPE
ACCESS TO NEAREST RIGHT-OF-WAY. CONTRACTOR MAINS IS TO NOTIFY E
31. PRIENGGIN� I�
NOT TO SCALECL
4'
N-T.S.
MALPTI� PE. YIITTH MA PASS'S ENGINEERI G PCT 910-392- 243.
CURB
32. DEVELOPER AND/OR LOT OWNER CAN NOT PLACE VERTICAL OBSTRUCTIONS, FENCES.
& GU
&
4
z
o
R/IN
WAITS, ETC., IN EASEMENTS.
33. GUARDRAILS OF SUFFICIENT HEIGHT TO PREVENT ACCIDENTAL INJURY SHALL BE
7' CONIC. TYPE A
WALK 9'x16' PARKING SPACES 225' D IVE AISLE
R
W
50' R.O.W.
co
-'I
INSTALLED ON ALL RETAINING WALLS.
34. BYPASS WEIR TO BE IMMEDIATELY SEEDED & STABILIZED WITH EXCELSIOR MATTING
MIN. 1/4' PER MIN. 1/4- PER
m
I 17
8
PRIOR TO ANY RAINFALL EVENT.
FT SLOPE FT SLOPE
3 �.
5'
3'
17'
w �.
35. A FAIRCLOTH SKIMMER SHALL BE INSTALLED IN AND CONNECTED TO THE OUTLET STRUCTURE�-
rQ
3.
LOCATED IN POND /1-20 (SEE SKIMMER DETAIL & CHART FOR SKIMMER & ORIFICE SIZE). AN
X.
ATO
3:1 MAX.\
SLOPE TO
Type "A" Curb
1/4" PER
FT- SLOPE
1/4" PER
FT. SLOPE
Type "A" Curb
3:1 MAX.
15SLOPE TO
EROSION SUPPLY COMPANY (ESC) SKIMMER SHALL BE INSTALLED IN AND CONNECTED TO THE
24" CURB 4' A.B.C. 1.5' 1-2
&GUTTER NLESS OTHERWISE
OVER COMPACTED ASPHALT
SLOPE
EXISTING
EXISTING
_
&Gutter
-i-
-�
&Gutter
Per
EXISTING
OUTLET STRUCTURE LOCATED IN POND SEE CHART FUR SKIMMER SI THE FAIRCOTH
(
THE ENTIRE AREA DRAINING TO A POND HAS
3:1 MAX.
MIN. 1//4' TYPE 'A' OR SUBGRADE INDICATED BY
ELEVATIONS
SPOT GRADE
/
5' Conc.
1/2" Per
1/2"
\
& THE ESC SKIMMER ARE TEMPORARY. ONCE
SLOPE TO
PER FT. TURNDOWN SIDEWALK
1/2' Per
Sidewalk
Foot Slope
1.5" SF9.5A Asphalt 6" ABC OVER
I
Foot Slope
BEEN STABILIZED THE SKIMMER IN THAT POND SHALL BE REMOVED & THE ORIFICE (SEE THE
EXISTING
SLOPE
TYPICAL CROSS SECTION AT PARKING AREA
1/4" Per
1' 1'
COMPACTED SUBGRADE
i' t'
POND DETAIL & CHART FOR SIZES) SHALL BE INSTALLED.
GRADE
Foot Slope
Foot Slope
BONAIRE ROAD
X-SECTION FROM STAF, 0+40.04 TO
STA. 4+35.49
36. BYPASS SWALE p SECTION /2 TO BE IMMEDIATELY SEEDED & STABILIZED WITH
TO RAINFALL EVENT.
WITH SPACES ON ONE SIDE
R
T t' f th' - ectlon t0 the
x-section at sta 5+17 49
EXCELSIOR MATTING PRIOR ANY
37. BUILDER TO ENSURE THE AREA AT THE FRONT OF EACH TOWNHOUSE IS THE SAME
NOT TO SCALE
(Residential Collector oad) -
rand on on Is x s
ELEVATION AS THE BACK OF THE SIDEWALK LOCATED IN FRONT OF IT. BUILDER TO
4
N.T.S.
ENSURE THE AREA TOW RISES BY 2 INCHES FROM FRONT OF
-
0
0
3 t
TOWNHOUSE TO BACK OAF TN USES
c Z
38.
TOPO ON WESTERN EXISTING LOTS (ill &- 052) IS FROM NEW HANOVER- COUNTY
z
o R/W"i
TOPO, AND IS NOT THE RESULT OF AN ACTUAL SURVEY.
R/W
39.
ALL ROADS SHALL BE PRIVATE, FOR PUBLIC USE. & BUILT TO NCDOT STANDARDS.
m ml
z
40.
THERE SHALL BE NO ENCUMBRANCES WITHIN THE NCDOT RIGHT-OF-WAY.
w c
3
50' R.O.W.
^?
41.
ONLY NCDOT APPROVED MATERIALS ARE TO BE USED WITHIN THE RIGHT-OF-WAY,
3'--
^0c
42.
DETENTION PONDS TO BE LOCATED INSIDE PERMANENT PUBLIC EASEMENT OR OTHER
3:1 MAX.\
a
0 1.5'
5'
1.5'
13' I 13 3
9 rn
LEGAL INSTRUMENT TO GUARANTEE PERMANENCE OF FACILITY AND FUTURE
SLOPE TO
3 �:
MAINTENANCE RESPONSIBILITY. PERMANENT EASEMENT IS TO BE RECORDED WITH
EXISTING
1/4" PER 1/4" PER
"A"
r% -2:1 MAX.
PRCNSION THAT MAINTENANCE IS TO BE PERFORMED BY THE PROPERTY OWNER.
/
�,,/PFT
Type "A" Curb
FT. SLOPE FT. SLOPE Type Curb
SLOPE TO
43.
1, KEN COFFER, HEREBY CERTIFY THAT I AM THE OWNER OF THE PUBUC EASEMENT
2:1 MAX.
".
&Gutter
-�- -�- &Gutter
EXISTING
SHOWN AND DESCRIBED HEREON WHICH IS FOR THE PURPOSE OF STORM WATER
SLOPE TO
5' Conc.
1 /2" Per
1/2" Per
-�.
DETENTION AND THAT PUBLIC EASEMENT WILL BE MAINTAINED BY THE OWNERS HIS
Foot Slope
EXISTING
Sidewalk
Foot Sloe
P
1.5" SF9.SA Asphalt 6" ABC OVER Foot Slope
HEIRS, OR ASSIGNS, FOR THAT PURPOSE AT NO EXPENSE TO THE DEPARTMENT OF
1/2" Per
1/4" Per
1' 1'
COMPACTED SUBGRADE 1' 1'
TRANSPORTATION.
Foot Slope
Foot Slope
44.
SANITARY SEWER MANHOLES MUST BE GREATER THAN 50' FROM WETLANDS, AS
BONAIRE ROAD
X-SECTION FROM STA. 15+69.63 TO STA. 25+87.33
45.
MEASURED TO THE CLOSEST OUTSIDE EDGE
DRIVEWAY CULVERT AT CAROLINA BEACH ROAD & BONAIRE ROAD MUST BE
(Residential Local Road)
KEPT FREE OF SEDIMENT To ENSURE PROPER FUNCTIONING OF CULVERT.
STORMWATER RUNOFF FROM CLUBHOUSE & POOL AREA SHALL BE DIRECTED TO DI-5.
N.T.S. N/F
f
THE BOTTOM LEVEL OF UNITS /29-49 & 53 MAY OR MAY NOT BE ENCLOSED.
N/F
Ernest & Elaine Bozeman
Ernest & Elaine Bozeman
-_
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GRAD IC SCALE
Carolina Inlet 100 0 50 1G0 12DO
Acres
Z._0.
1/2' R
GUTTER SHALL SLOPE AWAY I I a
AS SHOWN IN PARKING LOT °
1 1/4' R
° a
a
a �
NOTE WELL 2.5' CURB SHALL ONLY BE USED ON BONAIRE ROAD FROM
STA. 0+40.04 TO STA. 4+20.49. 2' CURB SHALL BE USED
IN THE PARKING LOTS & ON THE REMAINDER OF THE ROADS
WHERE TYPE •A' CURB IS USED.
STANDARD CURB SECTION TYPE 'A'
NOT TO SCALE
II - __ }'R
1'R I `
1j'R
Irl N :ZD ,
NOTE WELL: 2.5' CURB SHALL ONLY BE USED ON
BONAIRE ROAD FROM STA. 0+40.04
TO STA. 4+20.49.
STANDARD CURB SECTION TYPE 'Aw
SD 7-01
NOT TO SCALE
52.0'
20.0'
7
TOWNHOUSE DETAIL (TYP.)
NOT TO SCALE
52.0' _t
22.0'
C�
TOWNHOUSE 1# 3_28
& 68-97 D TAIL
NOT TO SCALE
48.0'
24.0'
T
TOWNHOUSE ##29-49
& 53-67 DETAIL
NOT TO SCALE
( iN FEET )
1 inch = 100 ft.
SANITARY SEWER NOTES:
1. SEWER GUARDS REQUIRED AT ALL MANHOLES.
STAINLESS STEEL SEWER GUARDS REOUIRED AT
MANHOLES LOCATED IN TRAFFIC AREAS
2, TO' UTILITY EASEMENT PROVIDED ALONG THE
FRONTAGE OF ALL LOTS.
3. SERVICES SHALL BE PERPENDICULAR TO MAIN
AND TERMINATE AT RIGHT OF WAY LIN
E IN CENTER
OF ROAD FRONTAGE FOR EACH LOT THAT IS
SERVED. SERVICES IN CUL-DE-SAC ARE REQUIRED
TO BE PERPENDICULAR OR MUST ORIGINATE IN
MANHOLE AND TERMINATE AT RIGHT OF WAY LINE IN
CENTER Or ROAD FRONTAGE FOR EACH LOT THAT IS
SERVED.
4. ALL SERVICES TYING INTO DUCTILE IRON MAINS
SHALL BE CONSTRUCTED OF CLASS 50 D.I.P. 44
PROTECTO CERAMIC LINED.
5, SERVICES SHALL EXTEND FROM MAIN TO CENTER
OF LOT.
\ \ \ \ \ \ \\ \ \
N �Jl
MCQUILLAN
w E LEHIGH RD
S BONAIRE R
INLET ACRES DR'
Vicinity Map
(Not To Scale)
LEGEND
MESONS LIMITS OF DISTURBANCE
O a - SILT FENCE
W WATER MAIN
© WETLANDS
- - -19- - - EXISTING CONTOURS
19 PROPOSED CONTOURS
'3:1 MAX. DRAINAGE OR UTILITY
SLOPE TO EASEMENT
EXISTING
GRADE x19.58 PROPOSED SPOT ELEVATIE
... _ PROPOSED SWALE/YARD
GRADING
® INLET PROTECTION
GE GROUND ELEVATION
DIRECTION OF FLOW
FN- PROPOSED 6' FORCE MAIN
PROPOSED CONSTRUCTION
ENTRANCE/EXIT
50' R.O.W. (40' FOR STUB ROAD ADJACENT TO LIFT STATION)
I
5' 7' (2') 13' 13
t/. PER
1/4- PER
Type "A' Curb FT. SLOPE FT. SLOPE
& Gutter -�-
5' Conc. 1/2' Per
Sidewalk Foot Slope 1.5" SF9.5A Asphalt I 6" ABC OVER
1/4" Per 1' 1' COMPACTED SUBGRADE
Foot Slope TYPICAL ROAD X-SECTION
(Residential Local Road)
N.T.S.
68
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Type "A" Curb ° SLOPE TO
& Gutter EXISTING
1/2" Per
Foot Slope
t' 1'
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Bradford DB 1181 PG 510
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2
REVISED ro •lCRE76E LAIN= OF Dar, ADASr NOTES 29 ! 38. AND SHM ROCK PIPE •YETI.
6-30-M
3
REVOW TO 111Dtr AN ALTERNM LIFT STATION snE
9-5-0e
4
PEWiED TO NgEME DADS OF DISRIIHMICE.
a-2O-m
5
REVISED PER NC9Oi1.
9-I54e
e
MAIM TO ADM POD 11 DOMEMN 9PliWAYS & OLMET PIPE
10-24-IN
7
REVISED TO ADAW WATER ! SEWER
10-7111-0
e
REVISED PEW CFPUA
11-10-0
9
Reimm m mum pSVEWAY PPE
3-4-OB
70
REVISED !2AMAT OR EWAY PIPE & 90aVIE ROAD GRADE.=.
3-23-017
REVISED ro SIDW BOOM CULYFRr TO eE REMOVED.
4-9-0
12
RFVBED PER MM TO A17JUST OHVEMY CLUENL
5-14-M
13
REVIsm 10 AM GLINIDIisE/PODI. AREA
3-2-10
14
REVEM PER NR: TRD.
3-12-10
is
RLVL4D To ADD aUilEr t4t0TFL'iION & wlDw ISOLATiD WERAIA
6-8-10
16
REVOW TO AIMIM No1E ft. FEOUCE WERAID RVADIS, ADD iMPASS CULVflR. & SAFE Ce J&
7-6-10
17
ROOM PER CIDE 10 ADAIST LAYOUT FOR t"M 029-40 ! D AND ADD 10ON0 M OETAL
1-20-11
1e
REVISED Pet NIC ro PRWOE ADORION4L SPOT EIEVAT AROUND -09 ! 5& REVOW
10 A"M FHSED MOOR EI ATIOM FOR UNIS & 53 AND ADD 7.
t-27-i1
19
REVISE PFR NHC ro SHOW eEreL
3-22-11
ID
REVISED PFTt CLFM ro AOAIsr uYOttT FOR tRR15 /Sa-97•
10-17-12
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COVER SHEET
CORAL RID
7160 CAROLINA BEACH
FEDERAL POINT TOWN
1'�.' 1 11
t
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1
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to
CA DATE:4-2-08
GErr ' ' \a�lti/a�� SCALE:
ROAD 1• = 100'
SHIP NEW HANOVER NORTH CAROLINA DRAWN:
JCB
MALPASS ENGINEERING &SURVEYING, P.C. CHECKED:
1194 SfiIPYARD BOtD:EVAttD JBM
WII.MINGTON, NORTH CAROIdNA 28412 PROJECT N0:
Ft
Phone 910-9BZ-52/3 94
lrei Blp_ggy_62gg TIC6N8B No. C-2820
Owner: COItAT. RIIKiS. 11.0 SHEET N0: I
1202 N. LAKE PARK BLVD. SUITE A
CAROLINA BEACH, NC 28428
PHONE: [phone] � O
OF:
t"� s

TEMPORARY GRAVEL CONSTRUCTION
ENTRANCE/EXIT
NOT TO SCALE
NOTES:
GROUND
1. FILTER FABRIC SHALL BE A MINIMUM OF
36' IN WIDTH AND SHALL BE FASTENED
ADEQUATELY TO THE WIRE AS DIRECTED
BY THE ENGINEER
2 STEEL POST SHALL BE 5' 0- IN HEIGHT
AND BE OF SELF FASTENER ANGLE
STEEL TYPE
GUIDELINES FOR TEMPORARY SILT FENCE DETAIL
NOT TO SCALE
N
N/F
Ernest & Elaine Bozeman
- - - - DB1089 PG164 W
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N -
0
O
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Z w 468.23 S.F.LL SILT FENCE S
J W
2 =
U N OMITS OF DISTURBANCE
� w SSMH-30
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\ 85�'io " E 247'I.2fi
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87
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85
84
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TOP OF CONCRETE SLAB OF UNIT
AT FINISHED FLOOR ELEVATION
WCE
VARE CLOTH
NESH OPENINGS) 1 10.0' 1
WASHED STONE
NOTES:
TRENCHED INTO BOTTOM OR SIDE 1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET.
2 DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING
NOTE, 700 G/M^2 COIR EROSION BLANKET, COIR MESH, THE INLET. SPACE POSTS EVENLY AROUND THE PERIMETER OF THE
TREE PRINLET, A MAXIMUM OF 4 FEET APART.
N FENCE FOLDED OVER TO REDUCE PORE 3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE
SIZE, OEITHER
R OTHER SIMILAR MATERIAL TO BE USED AS BAFFLE. THE VARE MESH TO THE STEEL POSTS AT THE TOP, MIDDLE, AND
BOTTOM. PLACING A 2-FOOT FLAP OF THE VARE MESH UNDER
TEMPORARY POROUS BAFFLE CROSS SECTI❑N DETAIL THE GRAVEL FOR ANCHORING IS RECOMMENDED.
NOT TO SCALE HARDWARE CLOTH & GRAVEL
INLET PROTECTION DETAIL
3' BELOW TOP OF
CONCRETE SLAB
SEE SPOT ELEVATIONS ON PLAN
FOR BOTTOM ELEVATION
YARD GRADING BETWEEN
UNITS #29-49 & 53 DETAIL
NOT TO SCALE
TOP OF CONCRETE SLAB OF UNIT
AT FINISHED FLOOR ELEVATION
10.0' (MIN.)
3' BELOW TOP 01 z Oq
CONCRETE SLAB
3' BELOW R y
TOP OF
CONCRETE
SLAB
GRADING BETWEEN UNITS SHALL
HAVE A LONGITUDINAL SLOPE OF 1%
YARD GRADING BETWEEN
UNITS #54-89 DETAIL
Nor TD SCALE
LIMITS OF DISTURBANCE
HATCHED AREA TO BE APPROX. LOCATION
GRADED AT 3:1 SIDE SLOPES OF EXISTING DRIVEWAY
TO BLEND WTH EXISTING GRADE AS TRACED FROM NHC
ONLINE GIS AERIAL
- - A
A
P I P o c o DI .05 Earthlyn Simmons N/F Wi=3 5
R iNv=?i.e3 Bradford Terue Simmons W2-4.45'
L=B.O'
15/-FRCP DB 1035 PG 530 DB 1181 PG 510 T=i.o'
IN3 Z0.4, SILT FEN 15- RCP BYPASS PIPE 15-RCP W OS
F1� 52'� -3 YPASSswALE
ESMT $ $5.30'2 " \ ��= Q' SEGMON 3 0�
4 N 8; 7 6 5 4 �\
7 NV 25.85 NV=22
o '
0
-
I GRATE 4- n=,vc., .. _^;DOT�D7 HANDICAP RAMP 6.74 - Y- - ti 4' F - 20.42 36 RCP
- ND
ti \ - W 50' Pr v t IR / or flu I c RUNOFF bHA1 CM=
MAIN,,� SSAI NCOOT S SSMH 6 1 1
. - 18• CP ONG 9UNANRE RD 7D 0
."�. 3t<� .%Ip,M.. -av _ �4 _ - � - - - - -
-'':{. ��. '�+ - �' 'CA. •G -�'/ c /" - W_ SB - - LF 8' OIP L / C8-3-
,� l0 x / , x �- •1 f_ - •.--.y -_ l"gin 1' 1 .•`. ` -� - •� \ -
3 1 I RI n \ n X, ,. x ... .:x %X - \ X -x - - -- . 7 GI-
N N N � 45\ N 1\ N Try I 1^ I n \ � I < 1 " 1 N \
48 4� 46 \ 44� 43/ 421" 141 40 3� " 381N 07 3� \ 35 1 �� � 3� r \ N ` N \ p �_�� � MH ti i / ""
x 1 I / \ \ \ 1 1 1\ \ Q a 2 7 z \ P C.V 1 �1 8 I 4.
1 X N X 1\ \ \ \ \ X \ N \ 1\ 20 1 Il \ \ \ \ \ \\ \ \ \\ \ \ \ 24\ 1 I \\ ���' CP \ \ •` .• .l . ..
N 1 n \ n X / ^ \ n X \ X v n 2�7�C`� P \ x i� x xi>x - �• I j ' �' I_..' , ',I ..I .:I. ,.j ... .. / _ ... .
ryrq �p I I I N N Wes' / " / N N a� N N f \N \SIN `J \\ \u \ \N \ \r7 e7 N I m n c (h
N N m -�N N Ogg \ \ ! 1 n w .3 rI n, nl n, n,
�\ �I\N \�S 'M�6 26
I _ �I \ N ( I / I'�,,,7I I I / / /
\ 1 \ \ \ \ \ I `NOTE WELLI-AREA BEHIND UNITS 029-4 & 53 SHALL 1 \ \ \ \ \ \ \ \ _ .S. o,a 3 1 I ( 4- N �� 21/ �ZO 19 18 /17 1
\ HE GRADED TO DRAIN TU MIRE ROAD / \ \ \
N?/
D\i \N m 2
/< n 1 \ \ �\ \ N .. \ " 2k41 25.07
M l ~- \ \ \ \ 1 X ( n WETLANDRp
p1 ' 1 \mac- -�-\,1 \ •/ �/ ' X \ 2.20247JI8.
\ X \ " \ X \ X X 1 Perin-iXter 511, ck X \ X \ X \ x \ X \ \ \ \ X x*50 \ - _ '-BLOIR1Atr'
\ \ 1.50
S 89.02b7" E 2557.40' ,/ �„ ��/�
13
SILT FENCE - - / / /
SILT FENCE /
N /F N /F SILT FENCE
gina Gay David Wayne & N/F LIMITS OF DISTUR CE
urganus Hazel B. McLamb Hazel B. McLamb N/F N/F
330 PG485 DB1282 PG763 DB1472 PG643 N/F N F Welton G. & Gary M. & N/F
Kimberly D. Carver / Welton Stanley Letha S. Richard Berry
N/F y Nelda M. Davis Seawell Jr. Fisher Welch
Joseph L. Crews DB 2543 PG 47 DB 1237 PG 38 DB1428 PG653 DB1385 PG808 DB1277 PG440
DB 4165 PG 82
S=0.0029 FT/FT
NORTH 0-10YR=0.36 CFS SOUTH
I I V-10YR=0.85 FT/S
L WHERE STEEPER 0.5'
DE90NE 'S PLAN CER MTION: THAN 3:1 LINE EXISTING
I HUM CERTIFY BUT THIS PUN HAS BEEN PREPARED IN ACCORDANCE WITH THE LATEST NEW HWOVER WTH RIP RAP ROCK GRADE
COUNTY ORDINANCES MID STORMWAETR DESIGN MANUAL � 3' I
SCNATURE: NOTE: IMMEDIATELY SEED & STABILIZE WITH EXCELSIOR MATTING PRIOR
PRINT NAME TITLE TO ANY RAINFALL EVENT
DA,<. BYPASS SWALE #1 SECTION 1 DETAIL
Nor ro
REGISTRATION NUMBO:
OWNER'S CERIIRCATION
'I (WO HOM CERTIFY THAT I (WE) AM (ARE) THE CURRENT OWNER OF THE FROPEIRIY AND THAT UPON EXISTING PROPOSED PROPOSED
RECEIPT OF 'AUTHORIZATION-TO-ODNSTRUCT' MY CLEW , GRADING. CONSTRUCTION OR DEVELOPMENT
LOT TOWNHOUSES TOWNHOUSES
WILL BE PERFORMED RI ACCORDANCE WITH THIS PLAN AND THAT THE APMU ABLE ORDIWNCES AND RULES OF
NEW HWWER CO1JtI THE STATE OF MOM CAROLINA AND THE FEDERAL GOVERNMENT AND ITS
AGENCIES WHICH ARE HEREBY MAIZE PART OF THIS PLAN. AS THE OWNER, I (WE) ACCEPT FULL J
RESPOISBBW FOR Tiff CONSTRUCTION AND OPERATION AND MAINTENANCE OF THE PROPOSED FACILITIES-
MITTEN
'Q,'�
(WE) WALL NOT ATTEMPT TO TRAWER OF THIS REMISIBUTY WITHOUT THE WRITTEN AUMORIlAT10N OF M. .� "T' VARIES 0.81'
NEW HANOVER COUNTY! MIN.
SIGNANR
S-0.071 FT/FT
NORTH 0-t0YR=0.36 CFS
SOUTH
NORTH
0-10YR-2.36
SOUTH
L V-TOYR=1.65 FT/S
t'
FCFST/
V-10YR=234 FT/S
'£p� 5'
FS
5'
T(SHEAR STRESS)-10YR=0.27 LB/FT-2
(10:1
S (10:1
SLOPE)
15'
SLOPE)
ls'
•.
' 7 0.5'
E3
'S
-WHERE STEEPER
0.5' "�-
THAN TUNER
EXISTING
THAN 3:1 LINE
EXISTING
WTH RIP RAP ROCK
GRADE
WITH RIP RAP ROCK
GRADE
3' --I
NOTE: IMMEDIATELY SEED & STABILIZE WITH
EXCELSIOR MATTING PRIOR
NOTE: IMMEDIATELY SEED & STABILIZE WITH EXCELSIOR MATTING PRIOR
TO ANY RAINFALL EVENT
TO ANY RAINFALL EVENT
BYPASS SWALE #1 SECTION
3 DETAIL
BYPASS
SWALE 11 SECTION
2 DETAIL
NDr TD
NOT TO
PROPERTY
5=0.0015 1.05 S=O.fX)15 FT/FT POND #1-20 LINE
EXISTING 0-10YR=11.05 CFS Q-10YR=17.33 CFS
OSTING LOT V-10YR=1.97 FT/S V-10YR=2.17 FT/S TO'
GRADE NOTE: IMMEDIATELY SEED & NOTE: IMMEDIATELY SEED
STABILIZE WITH EXCELSIOR STABILIZE VATH EXCELSIOR WV-16.47
MATTING PRIOR TO ANY MATTING PRIOR TO ANY
SOUTH I NORTH RAINFALL EVENT RAINFALL EVENT 3. I5. 3' A I ` j y._y y�l
� VARIES �'�-� I�LI� �j'�- 4
1 3 13 2' MIN. O J/ 2 �(MIN.)� EXISTING
PRINT MIME ��'
DATE "�' 13' MIN. ,'11 NOTE IMMEDIATELY SEED BOTTOM AND SIDE SLOPES
P I--- 3' •--I & STABILIZE BOTTOM WITH EXCELSIOR MATTING
YARD DING DETAIL YARDYARD GRADING�2 DETAIIDETAIL W1IoAT ro PRIOR 1n ANY RAINFALL EVENT REVISIONS
NOT TO sr•,r NOT TO SCALE BERM DETAIL WIDrSz ALA PROPOSED BYPASS DETAI�BYPASS�IR DETAII
xet 10 tfiNF ,,,„ ,•, n... �
/
Pond #1-10
_/-42' RCP W/FES
3.0
L_-
�.�\ice _ r
4 WWEA4A^^1
414TER
1 5 14 W 1
FRL
FEZ
x24.57 x24.57
/
F. / S (OR ATER RUN \
RUNOFF FROA1 CLUBHOUSE do
r-'
/ I
/-
POOL AREA SHALL BE DIRVECTED TO DI-5
�
_16-
SILT CE
WEIR INV=16.47
LIMITS DISTURBANCE
N/F
Bobby &
Janice Lee N/F
DB1646 Bobby &
PG416 Janice Lee
DB1646
PG416
1 , Oile6lf m AeltRr RYDISS ,W1R a PA2 MIL
K:\AutoCAD\2005\94\coral_ridge(1-18-11).dwg
R 4M4-1
2
REVISED ,O ADD RDCN PPE N O.
5-21-IN
3
REVISED TO 91OW NJERMW LFT SrATION SIZE.
8-6-0
4
REVISED TO INCREASE LARIS OF DISRMBWCE
8-20-M
5
REV® ro RESTIVE S1WAE DUT
9-15-0
9
ROOM TO ADRISr M7ER t SEINER
10-3D--09
7
REVISED PER CFP A
11-10-09
S
REVISED TO AMIST DRNDLW PIPE
3-4-00
9
REVISED TO ADJUST DANO W/ PPE ! AOAUST 9DNAME ROAD ORCE.
3-23-M
10
REVISED TO ADD I101E
4-i5-09
11
REVISED PER NCDOr TO ADA6r DRIVE9'AY CULVERT ! TO ADD SWALE #2A DETAIL
5-14-40
12
WVNED ro ADO CLLMIIWSVPOOL NWA
1-26-10
13
REVISED PER NW TRC.
3-12-10
14
REVISED ro SHOW ISOLATED RERAAD.
9-1-10
15
REVISED ro REDUCE RERNO UVCT & ADRIST LOCATION OF C9 �
7-6 10
19
REVniD PER CLIENT ro AOAIST LAYOUT FOR UNITS fn-49 & 53.
1-2D-11
17
53 40
PROVIDE ARM M DERL OUVIEEN THESE LWM a
1-27-11
to
REVISED 10 ADAW WN OETAI.
3-22-11
19
REVISED PER aRNr ro AMM15T u1Dur FOR oars p.-97.
10-n-12
REV N0.
OL9CRPIpN
ODE
0
m
O
11
N
Q Z'
n 1 1
12
1
0^
W I
O
♦��
d
i 11
� G1
11.1
V /
POROUS
DETAIL)
�mb
a
rw N i
f
f
m
/
�y 0wr
9
�� 11 �• � �ZC fCppRy� �Z
-• O) \1 n,
b � A
% L--&o'rf
111111 % 'p
WEIR INV=16.47 II 1 11�07 1S
SILT FENCE OTTOM
OF PROPOSED �>
BYPASS WEIR
N/F
Ernest T. &
Elaine M. Bozeman 1-11
DB 749 PG 370 SI T FENCE
GRAPHIC SCALE
50 0 25 50 100 wo
( IN FEET )
1 inch - 50 ft
STORMWATER & S&EC PLAN
ORAL RIDGE
7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA
,g\Sh1 CAR0�/,
�OQ; •�E7SS%Ol�y9��.
: d�jo-s A2.
i
;•. 0382 2T
L
NGS :NGINE�. e�L\\�•
TCI I B\\\\�"\\
3- BELOW
TOP OF
CONCRETE
SLAB
DATE
4-2-08
SCALE
1 - = 50'
DRAWN:
JCB
MALPASS ENGINEERING & SURVEYING, P.C.
CHECKED'
1134 SHIPYARD BOULEVARD
JBM
OILMINGTON. NORTH CAROLINA 28412
PROJECT N0:
Phone e10-M-5243
94
Fez 910-392-5203 LICENSE No. C-2320
Owner. CORAL 1NDGE, uc
1202 N. LAKE PARK BLW. SIRTE A
SHEET N0:2
CAROUNA BEACH, NC 28428
PH(910-455-5605
/")
OF: L

ant Pool
PCND82A&2B
Pertnanent Pool
(A):
CONTOUR INCREMENTAL
ACCUM
Foreba y
CONTOUR INCREMENTAL,,,.
ACCUM
CONTOUR
AREA
VOLUME
VOLUME
STAGE
CONTOUR
VOLUME STAGE
(Salft)
(cu ft)
(Cu ft)
(ft)
10
7 7
1801
2217 "
O'
2008.92 •
0
2008.92
O
1
11
2463 0"
'
0
�_
O
'
12
2463' 246327
246327
1
12
13
2691
3234'
2453.98'
2962.455'
4462 9'
7425.355'
2
3
13
3374' 2918.53'
5381.8_
2
7415
3
Forebay(8):
Pond (A):
Main Pond (B):
Pool
14
3845
4507'
$539.2 10964.555
4176.005• 15140S6'
4
5
14
15
3877
4413'
3625.615
4145.4'
900
13152.815'
4
5'
1.5'
15
16
5222'
4864.79' 20005.35'
6
18
4982'
4697-45'
17850.285'
5
16.75
5794'
4131.07125' 24136.42125'
6.75
18.5
5278'
2564.815,,
20415.08.'
5-5_
\
CONTOUR INCREMENTAL ACCUM
5' Conc. 1/4" Per
Foot Slope C
CONTOUR
AREA
VOLUME VOLUME STAGE
-
Sidewalk
(sq ft)
(Cu ft) (cu ft)
(ft)
3:1 MAX. 1/4" Per 1
2' Faircloth Skimmer® Cut Sheet
J. W. Faircloth 8 Son, Inc.
www.FairclothSidmmer.com
1' Vent ._
with Yellow ePNet unilum leaps
a' Sch 40 ing met
coupling 2 Y.- Pe Haut
6.5' connection
�p 27'
1 3T Sch 40 SOLID P\n �` '
1/2" Per \ barrel or'ari 'I
Foot Slope SUPPLIED BY USER' yA•
3:1 MAX. f
0 o R INCREMENTAL ACCUM SLOPE Foot Slope SLOPE !11 27'
10
214
O
Main Pond (1-10):
CONTOU
11
393
303A9
303-19
1
CONTOUR
AREA
VOLUME
VOLUME STAGE
12
632'
512.545"
815.735
2
(gq ft)
(cu ft)
(cu ft)
(ft)
13
920
776.275'
1592.01'
3
_
14
1258'
1089.26
2881,27
4
g
3253_
Or
O
O
75
law'
1454-145'
4135.416'
5
10
3997
3624-91
3624.91
1
76
1875
2099'
2507'
1874.885'
172737375'
6olo.1'
7737.47375'
6
5.75
11
4813'
4405.1
_ _803001_�
2
- -
12
5699'
5256.205'-
13286215'
3
-
13
6657'
6178.1`
19464.315'
4
REMENTAL CREMENTAL
INC
ACCUM
14
7685'
7170.66'
26634.975
5
CONTOUR
AREA
VOLUME
VOLUME STAGE
15
8783'
8233.78E
34868755'
6
(sq ft)
(ou ft)
(W ft)
(ft)
16
9952'
9387.39
44236:145
7
18.5
12056.'
5502.0225 1,
49738.1675
7.5
9
1383
0'
0
0
10
2497'
1939.79'
1939.79'
1
11
4501
3499.15
5430.94
2
4'
12
6355
5428.33
10867.27
3
13
8318
7336.5
18203.77
4
Main Pond(1-20):
CONTOUR
INCREMENTAL,
ACCUM
o
14
10415
9366.305
27570.075
5
CONTOUR
AREA
VOLUME
VOLUME STAGE
15
12656
11535.71
39105.785
6
(sq ft) -
(cU R)
(CU ft)
(R) _
= o
to
15045
13850.695
52955.48
7
o
1625
156"
3838.75625
5679523625
7.25
9
1154
0r
O
O
16.75
20144
8952.1575
65747.39375
7.75
10
1634'
1393.83.
1393-83'
1
3:1 MAX.
y c
11
2188'
1911.015 `
33G4.845'
2
SLOPE TO
B 2.
12
2817'
2502.405
580725
3
\
EXISTING
o
CONTOUR
INCREMENTAL
ACCUM
13
3519'
3168-075*
8975.325
4
CONTOUR
AREA
VOLUME
VOLUME STAGE
14
42117
3908.12'
12883.445
5
(sq ft)
(Cu ft)
(cu ft)
(ft)
15
5149
_ 4723.08_
- 17606.52_5:
6
16
6080
5814.555
23221 08
7
1 /2" Per
9
2455
o
O
O
18.5
7814
3473.35.
26694.4.3
7-5
Foot Slope
10
3587
3020.99
3020SQ
1
11
4943
4264.785
7285.775
2
-
-
- -
12
6394
566851
12954285
3
13
7942
7168.13.
20122A15
4
Temporary Pool
14
9609
8775.47
28897.885
5
CONTOUR
INCREMENTAL.
ACCUM
15
11504
10556.42
39454.305
6
CONTOUR
AREA
VOLUME
VOLUME STAGE
76
13529
12518.395
51970.7
7
(ggft)
(cu ft)
(CU ft)
(ft)
16.25
14050
3447265
55417.965
725
16.75
17652
7925.41
63343.375
7.75
16.5
25408
O
O
O
-
17
30343
13937.8326
13937.8325
0.5
17.5
31900
15560.685,
29498.5175
1.
5'
5' Conc.
Sidewalk
1/4" Per
Foot Slope
CENTERLINE
it'
I 11
Reverse
1/4" PER
PER
1/4" PER
Reverse
Type "H" Curb
T. SLOPE
FT.
I
Type H" Curb
& Gutter
-�
-�-
i
& Gutter
1•
1.5" SF9.5A Asphalt
6" ABC OVER
1•
COMPACTED SUBGRADE
-SECTION
ISLE OF PALMS LANE (DRIVE ISLE) X
i
1
N.T.S. - i= �� IYmIIR SAOA151
Skimmer shown in
floating position
I )S have. we clamps oultel d end extension2 inlet T HEAD on center
an outlet
7lmale Hill4 of Inlet and arMoe
1. Skimmer can be attached to a straight 4'sch 40 pipe through the dam but the pipe may need
to be anchored to the bottom at the connection so it is secure. Coupling can be removed and
hose attached to outlet using the threaded 2° fitting. Typical methods used: on a metal structure
o' a steel stubout welded on the side at the bottom side with a 7 threaded coupling or reducers;
R/ c Z on a concrete structure vlith a hole or office at the bottom, use a steel plate with a hole curt in I
50' R.O.W. = and coupling welded to it that will frt over the thole in the concrete and baked to the structure with
,� 1 sealant; grout a 4" pvc pipe in a hole in the concrete to connect the skimmer.
7' 13' IS L 12' m; 2. Dimensions are approximate• not intended as plans for construction.
a �.
t 4 PER 3 �_. 3. Barrel (solid, not foam core pipe) rta(Atd be 1.4 times kla depth of water with a minirtum
Type "H" Curb FT. SLOPE T. SLOPE Type "H" Curb '��_ length of 5 so the inlet can be pulled to the side for maintenance. If more than 8' long weight
& Gutter -� & Gutter may have to be added to inlet to counter the increased buoyancy.
" Per 1 /2" Per \ 4- Inlet tapers down from 2` maximum inlet to a 1 'r5` Harrel and hose. Barrel is smaller to
Slope 1.5' SF9.5A Asphalt I 6" ABC OVER Foot Slope reduce buoyancy and tendency to lift inlet but is sufficient for flow through inlet because of
t' 1 • COMPACTED SUBGRADE 1' l' 3:1 MAX. slope. The inlet orifice can be reduced using the plug and cutter provided to control the outflow
BONAIRE ROAD X-SECTION FROM STA. 8+01.40 TO STA. 14+65.54 SLOPE TO ram
EXISTING 5. Inlet is 47 pipe between the straps with aluminum screen door for access to the inlet and
(Residential Local Road) orifice inside-
N.T.S. 6- Capacity 3,283 cubic feet per day maximum with 2" inlet and 7 head. Inlet can be reduced
by installing a smaller orifice using the plug and cutter provided to adjust flow rate for the
particular basin volume and drawdown time required.
7. Shipped assembled. User glues inlet extension and barrel, installs vent, cuts orifice in plug
and attaches to outlet pipe or structure. Includes flexible hose, rope. orifice cutter, etc.
N/F 2inchCut TM 11-07 November 14, 2007
Ernest & Elaine Bozeman
EROSION SUPPLY COMPANY (ESC) SKIMMER
POND
SKIMMER (IN.)
ORIFICE
DIAMETER (IN.)
2H
1 3
3
EROSION SUPPLY COMPANY
8817 MIDWAY VEST RD.
RALEIGH, NC 27617
PHONE- 919-787-0334
NOTE, CONTRACTOR SHALL CONTACT
EROSION SUPPLY C13WANY FOR
INSTALLATION INSTRUCTIONS.
FAIRCLOTH SKIMMER
POND
SKIMMER
ICE
DIAMETER
(IN•)
( it)
1-20
2
1.80
NOTE- SEE POND DETAIL FOR
SKIMMER ORIFICE INVERTS
FOR POND 81-20 L 2B,
DESI;NER'S PUN CEADFlGTIOW
I HUM CERTIFY THAT TIES PLAN HAS BON PREPARED M ACCORDANCE WITH THE LATEST NEW HANOVER
COUNTY ORDIUNCIES AND SIORMNAEIR DESIGN MANUAL
SMINIURE:
PRINT NAME nr1F•
DATE
REMIRATION 1♦l1NEff1C
OMNER'S COO MhTION
I (WE) NOW CH7il/Y THAT I (WE) AM (ARE) THE CURRENT OWNER OF THE PROPERTY AND THAT UPON
RECEPT OF 'AUIHIOT�ATIDN-TO-CONSTRUCT' ANY aFARI ID WAOMG, CONSTRLXIM OR DEVELoplaw,
WILL BE PERFORMED M ACCORDANCE WITH THIS PUN AND THAT THE APPUCABIE ORDINANCES AND RUINS OF
NEW HANOVER 001.111M, THE STATE OF NORTH CAROLINA AND THE SWAL GWOtN" AND ITS
AGENCIES WINCH ARE HEREBY MADE PART Or THIS PUN. AS THE OWNER. I (WE) AfXffPE FULL
RESVISI9UIY FOR THE CONSIRIICHON AND OPERATION AND MAMIOW CE OF THE PROPOSED FACILITIES. I
(VIE) WILL NOT ATTEIPT TD MANFER OF THIS; RESPONSIBILITY WITHOUT THE WRITTEN WNORIZATION OF
NEW HANOVER COUNTY.'
g;(;NAnmr•
PRIM NAME ITEM'
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/ / IJOTS /51 alp 52 & 53 / ern IT
W SILT FENCE 0' W H-5 y / W y W I y ^� TRIANGLET E
LIMITS OF DISTURBAN w.N -/ - 22 LF 8' DIP ,L 1�•90 - -- - -n_ - _ J / --17' /° - - J / �2 �x80'GV(,FiT M1
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ci -
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(Cu ft)
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(R)
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LIMITS OF DISTURBANCE
AREA TO BE LOWERED TO ELEVATION-17.0 AS
30' RCP
SDMH-11
N/F
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DB 1181 PG 510
I
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Whitney Burton
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M
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N/F N/F SILT FENCE
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Yn Manhatton Martha L. Basinger Teresa E. David Wa l
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DB2830 PG351 DB3943 PG8wski DB43Ba PG665 & Phyllis Faulk DB2131 PG705 DB1314 PG360 DB2830 PG485 DB1282 PI
D81614 PG720 DB1605 PG14
TENSED 70 ADD FAM=M MMMM DEWS DATE
DATE:
N
I
8-
5'
1.5'
13' I 13
3
9
MC
•
Type "H" Curb
FT. SLOPE ER 1/4 PER
Type "H" Curb
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& Gutter
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Al
5' Conc.
Sidewalk
Foot Slope
Foot Slope
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MAX.
Per 1/4" Per
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COMPACTED SUBGRADE V 1'
SLOPE TO
Foot
Foot Slope Foot Slope
EXISTING
BONAIRE ROAD
X-SECTION FROM STA. 14+65.54 TO STA. 15+69.63
(Residential Local Road)
N.T.S.
S
E
GRAPHIC SCALE
( IN FEM )
1 inch = 50 &
u
t
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1EV15ED 10 AL7EW1alE UFT STAnm am
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11-10-M
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6
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9
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3-12-10
10
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9-18-10
13
HEARD PER CLEW TO AaRlsr IA'ODT a ADD ROAD 010053 SiCTMM
1-20-71
14
TENSED PER NHC to PROVIDE M01710101 SPOT 11000IO16 AM" tWM -49 a A.
1-27-11
is
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2-21-11
le
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3-22-11
17
REVISED PER CLWMr TO A W IAMIT FOR LIDS /54-V
10-17-12
REV No.
DESCRPII0H
MlE
STORMWATER & S&EC PLAN
4-3-08
CORAL RIDGE
5�
50'
7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA
DRAWN:
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Permanent Seedino
Specifications 116.11 - Specifications
(Specifictions are as per the 'Erosion and Sediment Control Planning and Design Manual' of the state of
North Carolina)
Table 6.11p - Seeding No. 1CP far. Well -to Poorly Drained sole with Good Moisture Retention; Low
Maintenance
Seeding mixture
Species Rate (lb/acre)
Tali fescue 80
Pensacola Bohiograss 50
Sericea lespedeza 30
Kobe lespedeza 10
Seeding Notes
1. From Sept. 1 - Mor. 1, use unscarified sericea seed
2. On poorly drained sites omit sericea and increase Kobe to 30 lb/acre.
3. Where a neat appearance is desired, omit sericea and increase Kobe to 40 lb/acre.
Nurse plants
Between Apr. 15 do Aug. 15, add 10 lb/acre German millet or 15 lb/acre Sudangross. Prior to May 1 or after
Aug. 15. add 25 lb/acre rye (grain).
Seeding dates
Best Possible
Early spring: Feb. 15 - Mar. 20 Feb. 15 - Apr. 30
Fall: Sept. 1 - Sept. 30 Sept. 1 - Oct. 31
Soft amendments - Apply lime and fertilizer according to sal tests, or apply 3,000-5,GDO lb/acre ground
agricultural limestone (use the lower rate on sandy soils) and 1,000 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 Ib/ocre grain straw or equivalent cover of another suitable mulch. Anchor straw by
tacking with asphalt, netting, or roving or by crimping with a mulch anchoring tool. A disk with blades set
nearly straight can be used as a mulch anchoring too].
Maintenance - If growth is less than fully adequate, refertilize In the second year, omording to soft tests or
topdress with 500 lb/acre 10-10-10 fertflizer. Mow as needed when sericeo is omitted from the mixture.
Reseed, fertilize, and mulch damaged areas immediately.
Table 6.i1q - Seeding No. 2CP for. Well -to Poorly Drained soils with Good Moisture Retention; High
Maintenance
Seeding mixture
Species Rate (lb/ocre)
Tall fescue (blend of two or
three improved varieties) 200
Rye (grain) 25
Seeding dates
Best: Sept. 15 - Oct. 15
Possible: Sept. 1 - Oct. 31 or Feb. 15 - Apr. 30
Sol amendments - Apply lime and fertilizer according to soil tests, or apply 3,000-5.000 Ib/ocre ground
agricultural limestone (use the lower rate an sandy soils) and 1,000 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre grain straw or equivalent cover of another suitable mulch. Anchor straw by
tacking with asphalt, netting, or roving or by crimping with a mulch anchoring tool. A disk with blades set
nearly straight can be used as a mulch anchoring tool.
Maintenance - Fertilize according to soil tests or apply 40 lb/acre nitrogen in Jan. or Feb„ 40 lb kn Sept,
and 40 lb in Nov., from a 12-4-8 , 16-4-8, or similar turf fertilizer. Avoid fertilizer applications during
womn weather, as this incenses stand losses to disease. Reseed, fertilize, and mulch damaged areas
immediately. Mow to a height of 2.5-3.5 inches as needed.
Table 6.11v - Seeding No. 7CP for. Grass -lined Channels; Coastal Plain, Lower Piedmont, and Dry Soils in the
Central Piedmont
Seeding mixture
Species Rate (lb/acre)
Common Bermudagross 40-80 (1-2 lb/1,000 ft" 2)
Seeding dates
Coastal Plain: Apr. - July
Piedmont: Apr. 15 - June 30
Soil amendments - Apply lime and fertilizer according to soil tests, or apply 3,000 ib/acre ground
agricultural limestone and 500 Ib/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material to cover the bottom of
channels and ditches. The lining should extend above the highest calculated depth of flow. On channel side
slopes above this height, and in drainages not requiring temporary linings, apply 4,000 lb/acre grain straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must not be allowed to wash down slopes where they can clog drainage
devices.
Maintenance - A minimum of 3 weeks is required for establishment. Inspect and repair mulch frequently.
Refertilize the following Apr. with 50 lb/acre nitrogen.
Refer to Appendix 8.02 for botanical names
Table 6.11r - Seeding No. 3CP far. Dry Sands to Sandy Looms;
High Maintenance, Fine Turf
Seeding mixture
Species Rate (bu/1,000 ft^2)
Tifway or Tifway II Minimum: 3
hybrid Bermudagross Rapid cover. 10
Seeding Notes
1. Sprig or sod (Practice 6.12, Sodding). Moisture is essential during initial establishment. Sod must be kept
well watered for 2-3 weeks, but can be planted earlier or later than sprigs.
2. Common Bermuda can be seeded or sprigged but does not produce a high -quality turf. It Is also leas
cold tolerant than the hybrids, more weed prone, and a pest in flower beds and specimen plantings.
Planting dates
Apr. - July
Soil amendments - Apply lime and fertilizer according to soil tests, or apply 3.000 Ib/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer, or 50 lb/acre nitrogen from turf -type
slow -release fertilizer. Add 25-50 lb/acre nitrogen at 2- to 3-week intervals through midsummer.
Sprigging - Plant sprigs in furrows with a tractor -drawn transplanter, or broadcast by hand.
Furrows should be 4-6 inches deep and 2 ft apart. Place sprigs about 2 ft apart in the row with one
end at or above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs into the top 1/2-2 inches of sol with a disk set
straight so that sprigs are not brought back toward the surface.
Mulch - Do not mulch.
Maintenance - Water as needed and mow to 3/4- to 1-inch height. Topdress with 40 Ib/acre nitrogen in
Apr., 50 lb in May, 50 lb in June, 30 lb in July, and 25-50 lb in Aug.
Table 6.11s - Seeding No. 4CP for. Wall -Drained Sandy Looms to Dry Sands, Coastal Plain and Eastern Edge
of Piedmont; Low -to Medium -Care Lawns
Seeding mixture
Species Rate
Centipedegross 10-20 lb/acre (seed) or
33 bu/acre (sprigs)
Seeding dates
Mar. - June
(Sprigging can be done through July where water is available for Irrigation.)
Soil amendments - Apply lime and fertlizer according to son tests, or apply 300 lb/acre 10-10-10.
Sprigging - Plant sprigs in furrows with a tractor -drown transplanter, or broadcast by hand.
Furrows should be 4-6 in ches deep and 2 ft apart. Place sprigs about 2 ft apart In the row with one end
at or above ground level (Figure 6.11d)
Broadcast at rates shwon above, and press sprigs into the top 1/2-2 Inches of soft with a disk set straight
so that sprigs are not brought back toward the surface. -
Mulch - Do not mulch.
Maintenance - Fertilize very sparingly - 20 Ib/ocre nitrogen in spring with no phosphorus. Centipedegrass
cannot tolerate high pH or excess fertilizer.
Table 6.11t - Seeding No. 5CP for. Well -Drained Sandy Looms to Dry Sands;
Low Maintenance
Seeding mixture
Species Rate (lb/acre)
Pensacola Bohiagrass 50
Sericea lespedeza 30
Common Bermudagross 10
German millet 10
Seeding Notes
i. Where a neat appearance is desired, omit sericea.
2. Use common Bermuda only on isolated sites where it cannot become a pest. Bermudagross may be
replaced with 5 lb/acre centipedegross.
Seeding dotes
Apr. 1 - July 15
Soil amendments - Apply lime and fertilizer according to soil tests, or apply 3,000 Ib/acre ground
agricultural limestone and 500 Ib/acre 10-10-10 fertlizer.
Mulch - Apply 4.000 Ib/ocre grain straw or equivalent cover of another suitable mulch. Anchor by tacking
with asphalt, roving, or netting or by crimping with a mulch onchoring tool. A disk with blades set nearly
straight can be used as a mulch ancoring tool.
Maintenance - Refertilize the following Apr. with 50 lb/acre nitrogen. Repeat as growth requires. May be
mowed only once a year. Where a neat appearance is desired, omit sericea and mow as often as need.
15' \ �23,09J
FLAW L °0°0 15
°°°°
1.5' THICK
RIP RAP
NOTE. PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND #1-20
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
30.47'�23.10�
-OW °o°0 3p 7'
°O°O
1.5' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND #1-10
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
TemporaryS eedlno
Specifications #6.10 - Specifications
(Specifications are as per the 'Erosion and Sedlm"t Control Ramming and Design Manual' of the state of
North Carolina)
Table 6.10a - Temporary Seeding Recommendations
for Late Winter and Early Spring
Seeding Mixture
Species Rate Qlalacre)
Rye (grain) 120
Annual lespedeza (Kobe In
Piedmont and Coastal Plain,
Korean In Mountains) 50
Omit annual lespedeza when duration of temporary cover Is not to extend beyond June. C
Seeding dates
Mountains - Above 2500 ft. Feb. 15-May 15
Below 2500 ft, Feb. 1-May 1
Piedmont - Jan. I. -May 1
Coastal Plain - Dec. 1-Apr. 15
Soil amendments - Follow recommendations of soft tests or apply 2,000 lb/acre ground agricultural limestone
and 750 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/ocre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool.
A disk with blades set nearly straight can be used as a mulch anchoring tool.
Malntenonce - RefertlUze If growth is not fully adequate. Reseed, refertize and mulch Immediately following
erosion or other damage.
Table 6.I0b Temporary seeding Recommendations for Sumner
Seeding mixture
Species Rate (lb/acre)
German millet 40
In the Piedmont and Mountains, a small -stemmed Sudangrass may be substituted at a rate of 50 lb/acre.
Seeding dates
Mountains - May 15-Aug. 15
Piedmont - May 1-Aug. 15
Coastal Plain - Apr. 15-Aug. 15
Soft amendments - Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural limestone
and 750 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool.
A disk .with blades set nearly straight can be used as a mulch anchoring tool.
Maintenance - Refertilize if growth Is not fully adequate. Reseed, refertlize and mulch Immediately following
erosion or other damage.
Table 6.10c Temporary Seeding Recommendations for Fall
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Seeding dates
Mountlons - Aug. 15-Dec. 30
Coastal Plain and Piedmont - Aug. 15-Dec. 30
Soil amendments - Follow soil tests or apply 2,000 lb/acre ground agricultural limestone and 1,000 lb/acre
10-1D-10 fertilizer.
Hutch - Apply 4,000 tb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool.
A disk with blades set nearly straight can be used as a mulch anchoring tool.
Maintenance - Repair and reFertftize damaged areas Immediately. Topdress with 50 lb/acre of nitrogen In
March. If It Is necessary to extend temporary cover beyond June 15, overseed with 50 Lb/acre Kobe
(Piedmont and Coastal Plain) or Korean (Mountains) lespedeza In late February or early March.
PIPE SYSTEM - POND #1
FROM
TO
SIZE(IN)
LENGTH(FT)
SLOPE(FT/FT)
U.S. INVERT (EL)
D.S. INVERT (EL)
GRATE ELEV.
(li! EDP)
CB-1
CB-2
18
30
0.00533
16.58
16.42
19.85
CB-2
SDMH-2
18
140
.0030
1&42
16.00
19.85
SDMH-2
DI-2
36
74
0.01135
14.71
13.87
20.80 (TOP)
DI-2
SDMH-i
36
44
0.00295
13.87
13.74
19.58
DI-3
SDMH-1
18
48
.03896
15.61
13.74
19.56
SDMH-1
SDMH-12
42
9
0.00333
13.74
13.71
19.81 (TOP)
CB-29
CB-30
IB
37
0.01595
21.14
20.55
25.96
CB-30
CB-31
18
41
1 0.01463
20.55
19.95
25.18
CB-31
I CB-5
18
59
0.01576
19.95
19.02
24.15
CB-5
CB-4
18
182
0.02198
19.02
15.02
22.63
DI-4
CB-4
24
23
A0304
15.09
15.02
19,34
5-3
CB-4
I8
30
0.00333
16.84
16.74
20.09
CB-4
SDMH-2
36
101
.00307
15.02
14.71
20.09
SDMH-12
DI-1
1 42
71
13.71
13.50
19.85 (TOP)
DI-1
❑UTFALL
42
53
%O6O296
.00358
13.50
13.31
19.60
PIPE SYSTEM - POND #2
FROM
TO
SIZE(IN)
LENGTH(FT)
SLOPE(FT/FT)
US. INVERT (EL)
D.S. INVERT (EL)
GRATE ELEV.
(8 EDP)
DI-5
DI-6 1
24
146 1
0.00301
17.34
16.90
21.95
D-6
11I-7 1
24
144 1
0.00306
16.90
16.46
21.90
11I-7
SDMH-9 1
30
79 1
0.00304
16.46
16.22
22.50
DI-8
S1MH-9 1
18
45
0.05
IBA7
16.22
23.08
SDMH-9
SDMH-6 1
30
75
.00307
16.22
15.99
24.03 (TOP)
SDMH-8
SDMH-3 1
30
31
0.00323
15.99
15.89
26.62 (TOP)
SDMH-3
CB-6 1
30
61
0.00328
15.89
15.69
26.62 (TOP)
CB-6
CB-8 1
30
233
0.00305
15.69
14.98
26,49
CB-7
CB-8
1 18
23
0,06739
19.88
18.33
23.21
CB-8
CB-10
1 36
239
0.00301
14.98
14.26
23.21
CB-9
CB-10
1 18
23
0.06739
1&07
1652
21.41
CB-10
CB-16
1 42
221
0.00303
14.26
13.59
21.41
DI-14
DI -IS
1 18
123
0.00561
20.01
19.32
24.26
DI-15
DI-16
1 18
186
0.00806
19.32
17.82
23.57
DI- 6
DI-17
1 24
163
0,00460
17.82
17.07
22.57
DI-17
CB-13
1 24
79
0.01759
17.07
15.68
21.86
CB-11
CB-12
I 18
23
0.00565
18.20
18.07
21.56
CB-12
CB-13
1 18
42
0A569
1847
15.68
21.56
CB-13
CB-14
1 30
73
0.00329
15.68
15.44
21.72
CB-14
CB-16
1 36
54
0.00778
15.44
15.02
22.14
CB-15
CB-16
1 15
23
0.05
18.68
17,53
22.13
CB-16
CB-18
1 60
117
0.00256
13.59
13.29
22.13
CB-17
CB-18
1 18
23
0.01
17.65
17.42
21.07
CB-18
SDMH-5
1 60
71
0.00380
13.29
13.02
21.07
SDMH-5
SDMH-7
1 60
136
0.00301
13.02
12.61
2210 (TOP)
SDMH-7
OUTFAILLI
60
58
0.00293
12.61
12.44
21.72 (TOP)
CB-19
CB-20
1 18
23
0,007826
17.35
17.17
20.82
CB-20
OUTFALLI
18
43
0.043
1717
15.32
20.82
DI-19
DI-20
IS
119
0.00479
17.12
1 16.55
21.30
DI-20
SDMH-6
24
77
0.00312
16.55
16.31
21.05
CB-27
CB-28
I8
23
0.00739
17.69
17.52
21.02
CB-28
SDMH-6
18
72
0.01681
17.52
16.31
21.02
SDMH-6
CB-29
24
89
0.00303
16.31
16.04
21.40 (TOP)
CB-25
CB-26
CB-26
CB-29
18
IB
23
124
0.00739
0.01131
17.59
17.42
17.42
16.04
20.94
20.94
SDMH-13
CB-24
30
128
0.D0297
16.04
15.66
21.72 (TOP)
CB-21
CB-22
18
23
0.GO695
17.58
17.42
20.92
CB-22
CB-24
18
286
0.00231
12.22
11.56
20.92
CB-23
CB-24
18
23
OA104
17.46
17.22
20.79
CB-24
I DUTFALL
1 36
1 50
0.0012
11.56
1 11.50
1 20.79
PIPE SYSTEM - BYPASS PIPE
FROM
TO
SIZEUN)
LENGTH(FT)
SLOPE(FT/FT)
U.S. INVERT (EL)
D.S. INVERT (EL)
GRATE ELEV.
(2 EDP)
UPSTREAM
DI-22
15
16
0.16063
20.40
17.83
-
DI-22
I OUTFALL
1 IS
1 336
1 0.00232
1 7.83
17.05
1 20.05
40' L�21,70�
FLOW °o°0 40
T °°°° 1
1.5' THICK
RIP RAP
NOTE, PLACE ONE AARRIC UNDER RIRILTER
AP
POND �2A
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
40' 1F8,70�
FLOW- o000 40
1.5' THICK
RIP RAP
NOTEi PLACE LINE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND #2B
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
MANHOLE CONSTRUCTION
SIMILAR TO STANDARD
MANHOLE
NEW OR EXIST.
CULVERT
3000 PSI CONC.
FOOTING
TOP OF POND
3:1 SLOPE f '
,4.
10:1 SLOPE, �1
3' WIDE
-RFW- - - -
IN, I ,J.
BOTTOM OF FOREBAY FOREBAY SEDIMENT L 10: 1 SLOPE
CLEANOUT ELBOTTOM OFPOND
POND #1-10 FOREBAY & POND CR❑SS-SECTION
SCALEi V = 20'
IS MAIN17ENANCE
ACCESS KIND 1-10 DETAIL
N.T.S.
TOP OF POND
TEMPORARY POOL EL
PERMANENT POOL EL
J MAIN POND SEDIMENT
CLEANOUT EL
10'
OUTLET STRUCTURE
(SEE DETAIL)
TOP OF POND TOP OF POND
TEMPORARY POOL EL
3:1 SLOPE �i SL PERMANENT POOL EL
Op f 3' 3A SLOPE 10: 1 SLOPE
101 SLOPE 10..1 SLOPE
BOTTOM OF POND MAIN POND SEDIMENT
CLEANOUT EL
10' WIDE P❑ND #1-20 POND CR❑SS-SECTI❑N 10' WIDE
VEGETATED SCALE, V = 20' VEGETATED
SHELF SHELF
TOP OF POND TOP Of POND
3' WIDE TEMPORARY POOL EL
3:1 SLOPE PERMANENT POOL EL E 3:1 SLOPE
e- LEof gA StOP
10,1 SLOPE - 10.1 SLOPE
10.,1 SLOPE
BOTTOM OF FOREBAY BOTTOM OF POND MAIN POND SEDIMENT
FOREBAY SEDIMENT CLEANOUT EL
OLMOUT EL
POND #26 FOREBAY & POND CR❑SS-SECTION VEGETATED
SCALE, 1' = 20' SHELF
OUTLET STRUCTURE
(SEE DETAIL)
TOP OF POND r TOP OF POND
3.1 SLOPE .J
10:1 SOPE
3' WSIDEE _ TEMPORARY POOL EL
„4S./ R13a PERMANENT POOL EL
L 10.1 SLOPE
BOTTOM OF FOREBAY BOTTOM OF POND
FOREBAY SEDIMENT
MA
CLEANOUT EL
CL
POND #2B FOREBAY & POND CR❑SS-SECTION
SCALE, 1' = 20'
NOTES:
1. MUHLENBERGIA CAPILLARLWNK MUHLY) & SPARTINA BAKERI(CORDGRASS) OR CENTIPEDE
SOD TO BE PLAITED ON SLOPES OF PONDS ABOVE THE
PERMANENT POOL & EITHER PICKEREL WEED, BLUE FLAG IRIS, OR DUCK POTATO
TO BE PLANTED ON THE VECETATED SHELF.
2. IF THE BASIN IS USED FOR SEDIMENT AND EROSION CONTROL DURING
CONSTRUCTION. CLEAN OUT W THE BASIN IS SPECIFIED PRIOR TO USE AS A
WET DETENTION BASIN.
3. ALL WATER THAT DRAINS OFT IMPERVIOUS SURFACES LOCATED WITHIN THE DRAINAGE AREAS FOR POND 11 AND POND /2
WILL BE DIRECTED INTO THE STOtMWATER SYSTEM. BY EITHER RAISING AND SLOPING SITE TOWARDS THE
STREET, PIPING TOWARDS THE STREET OR GUTTERING TOWNHOUSES AND SPILUNG
WATER INTO FRONT YARDS TINT DRAIN TOWARDS THE PARKING (ALL ROOF DRAINS MUST BE DIRECTED TO THE PONDS),
4. ENERGY DISSIPATORS TO HAVE FILTER FABRIC UNDERlAYMEMT.
5. IF THE PONDS NEED TO BE DRAINED FOR MAINTENANCE OR AN EMERGENCY
A RUMP IS TO BE USED TO DRAIN THE: PONDS.
6. BUILDINGS TO DRAIN TO IC PARKING IN FRONT OF ITSELF.
INTERFERENCE MANHOLE
NTS
TYPE SF9.5A ASPHALT
CRUSHED STONE(ABC)
AKIH 'm
I �
REVERSE TYPE 'H' CURB AND GUTTER
NOT TO SCALE
p'-te
TYPE SF9.5A ASPHALT
CRUSHED STONE(ABC)
LANIH
TYPE 'H' CURB AND GUTTER
SD 7-04
SVpr_
POND SEDIMENT
LOUT EL
10' WADE
VEGETATED
SHELF
� Z1 SLOPE
10:1 SLOPE
SHWT ELEVATIONS
POND
ELEV.
1-10
12.98
1-20
13.98
2A
15.0
211
15.23
3: 1 SLOPE
10:1 SLOPE
PVC ORIFICE WITH
go' ELBOW DO]
LARGER TUN THE REQUIRED SURFACE AREA
INFLOW INTO PONDS 1-10 R 1-20
POND 1-20 DETAIL
N,T.S,
r- HATCHED AREA FOR THE INFLOW INTO POND 2A
HATCHED AREA IS MAINTENANCE ACCESS
HATCHED AREA (8,871.83 SF.1 IS LARGER THAN THE REQUIRED SURFACE AREA
AT THE PERMANENT POOL FOR THE INFLOW INTO POND 28
KIND 2B DETAIL
N,T.S,
MITI ET STRUCTURE DETAILS (FEET)
P
BOX
INSIDEI
SLAB
I GROUT INSIDE
I 7HICKNES4
BOTTOM OF
ELEVA77ON
BASE
i
4x4
6x8x0.5
0.75'
74.5
2
4,4
6x6x0.5
1'
14.75
WELDED BAR
TRASH RACK
BOLTED IN PLACE
4' OPENINGS
OFFS PLAN COTFTCATION: PERM POOL 10 W
I HEREBY COM THAT THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH THE LATEST NEW K400 1g:1 SLa
COWRY ORDR4fKES AND STORWWAETR OEM MN#lAL
SD1NT IiPE PRECAST CONCRETE
51. OR EQUIVALENT
PRINT NAME F.
DATE• NHS B' D
REGISTRATION I8#LEER•
OWNER'S CERTIFICATION
1 (WE) MOWN CUM THAT I (WE) All (ARE) THE CURRENT OWNER OF THE PROPERTY NO THAT UPON
RECEIPT OF 'AUT HORQATDN-TO-CONSIRLICE" ANT' CIFARING, GRADOIG, CONSTRUCTION OR DEVFIARMQ1f.
WILL BE PERFORMED N ACCORDANCE WON THIS PLAN AND THAT THE APPLICABLE ORDINANCES AND RULES OF
NEW HtANOIER CDLIM, THE STATE OF NORTH CNMUNA AND THE FEDERAL GOVERNMENT AND ITS
AGENCIES WHICH ARE HEREBY MADE PART OF THIS PLAN. AS THE MR. I (THE) ACCEPT FUIL
RESPONSIBILITY FOR THE CONSTRUCTION AND OPERADON AND MAINTENANCE OF THE PROPOSED FACLMES. 1
(WE) WILL NOT ATTEMPT TO TRM FER OF THIS RESPONSIBIIIY WITHOUT THE WRITTEN AUTHORIZATION OF
NEW WAND" GOINiY.'
PRINT NAME Ten F•
DATE.
DETAIL SHEET
CORAL RID
OW & MPMVIDUS WA CHW FM POND fZ & REVIEW CM
,4WE
13
WMED M ADAM WE MART a Am OM DETAIL
1-20-11
7160 CAROLNA BEACH
12
REVISED PER NCOEID M REIDYE REi17IENCS m AR asILIPATION WIML
9-27-10
FEDERAL POINT TOWN
11
REVISED l0 ADJUST PPE CWRT FOR POND I.
7-6-70
,0
REVISED TO AaR6T PIPE CMRr a RAPDNIOUS ARPA CHART.
3-12-,0
9
ROMIED TO ADAW PIPE CHART.
1-2e-10
a
REVISED M MOM ID113100 Y SPILLWAY DEDiL
H-ae
7
RVMW 70 ADAIST PPE SISNJI CHWM
3-23-40
a
REVISED 70 ADAM ORPICE SUE FOR HIGH PAID.
a-15-OR
5
REVISED PER NOWS 70 ADD SEDIMENT CIEWMIT FIEVNTOM
e-2s-0e
4
WIDOW 10 ADD SHnT EIFIRRIN FOR POND 1-10 ! 1-20.
8-25-05
3
REVISED M MRW RPERMOUS AREA CHART FOR POND
8-8-40
2
REVISED To ADAM POND 1-20 DETAIL
5-15-0
1
WMID PER NEW W XMM COUNTY COAREMS TO ADD GIVaE El£W7101IS TO PPE SYSTEM C MM
5-8-06
REV NO.
DESCIOPIDN
DATE
� \�\\11111111/7j/
r a�O41-12'yy
'a ( SEAL-
�\ ,03623C.
�,` ;
- rp, pOO, IS THICK PRECAST
WE7R ELEV OUTLET STRUCTURE
FlCE ELEV. .OUTLET RPE
6' EXTENDED BASE
NOTE ALL OUTLETS SHALL BE PROTECTED BY TRASH S REEN&
THE TOP OF THE RISER SWILL HAVE A TRASH RACK MADE OF
NUIBERR 5 REM WELDED TO ANGLE FRAME. FRAME SMALL BE
ATTACHED TO RISER SO AS TO BE REMOVABLE FOR MAINTENANCE
OUTLET STRUCTURE DETAIL
NOT TO SCALE
SHIP
DATE
4-3-08
GEB�:
N.T.S.
ROAD
NEW HANOVER NORTH CAROLINA
DRAWN:
JC•B
MALPASS ENGINEERING &SURVEYING, P.C.
CHECKED:
1134 3IHZPYAI2D BOUIEYARD
JBM
1fB21DIGTY)N, NORTH CAROIaiA 28412
PROJECT Nil:
Phone 630-992-Fi249
94
Paz B10-s#2-620s IlCENSE No. C-2RYd0
Owner: CORAL. HEDGE, LLC
SHEET N0:1 0
1202 N. LAKE PARK BLVD. SUITE A
CAROJNA BEACH, NC 28428
PHONE [phone]
0
K:\AutoCAD\2005\94\coral_ridge(1-18-11).dwgf
' U

1. DISTURBED AREA-1,416,891 S.F. - t32.53 AG
DB 118PG Simmons1arm 2. ALL SEWER MAINS TO BE 8' PIPE WITH MINIMUM 3' COVER UNLESS NOTED OTHERWISE
S 8926'32' E 597.11T S liB2 '32 3. ALL WATER MAINS TO BE 8' UNLESS NOTED OTHERWISE PATH A MINIMUM 3' COVER.
N
� 4. STREET LIGHTS PER PROGRESS o4ERcr MAP.
5. ALLROAD MATERIALS SHALL MEET NCDOT STANDARDS.
/ 7 ; �Y 6. HORZONTAL SEPARATION BETWEEN WATER AND SEWER IS TO BE 16 BETWEEN EDGE
7. OAF 24P1N. VERTICAL SEPARATION SHALL BE PROVIDED BETAEEN STORM SEWETt AND
L SANITARY SEWER LINES OR FERROUS PIPE SPECIFIED.
? B.
ii l \\ Q VERTICAL SEPARATION BETWEEN WATER AND SANITARY SEWER:
za"� WATER OVER SANITARY SEWER: >18' OR USE D.I.P. (ON BOTH) 10' ON EITHER SIDE
rtJ�/ 51-R \ nl i i i OF CROSSING
/ SANITARY SEWER OVER WATER: USE D.I.P. (ON BOTH) 10' ON EITHER SIDE OF
2-71 oc \ to i i / CROSSING.
9. VERTICAL SEPARATION BETWEEN WATER AND STORM SEWER:
�78 ........ \ \ / z 'Y i .-.. VATER OVER STORM SEWER. >18' OR USE D.I.P. ON WATER 10' ON EITHER SIDE OF
_ \ 52 I --- ---i ----, i 1 / Z CROSSING.
\ ` i N 005r43' E S 0057'4S W I i O STORM SEWER OVER WATER: USE D.I.P. ON WATER 10' ON EITHER SIDE OF
ES i /' 7.56 OC. S.,`.. twee uwnr use /ra.o: rae,r �.96' Too' S t1vYtY E 10a' ttsa6' ar =1 CROSSING.
4. Ln / _ _ _ _ _ _ _ _ / 10. ALL SANITARY SEWER MANHOLES WITH A DROP OF 30" OR GREATER SHALL HAVE AN
//` M'6059'34' E
l7TV
- L / - - - J �.ar � wm 6� �` s t; 11. A ROOF DINSIDE RAINS TO • WITH AN INSIDE DROP BE DIRECTED WARDS DRAINAGE SYSTEM AND PONDS tteoz'+ 673_91'__mq� • - 12 THERE 91ALL 8E NO ENCUMERANCES WITHIN THE RIGNT-OF-WAY.
- - - •-' _ r - - r - - - - - - - - - - - - - - -- _ Y w 1 13. UPON COMPLETION OF ANY PHASE OF ACTIVITY DISTURBED AREAS WILL BE
71.
'Y -E gSEEDED WITHIN 21 DAYS OF NO CONSTRUCTION.
u 14. IT 5 THE GONTRACTT)R'S RE�ONSIBILITY TO RAISE $SLOPE LOTS ADEQUATELY TO
ENSURE POSITIVE DRAINAGE TOWARD STREET.
i i i i i i ���i 4L° i i i i i i _fl�_��i i i +. i i i i i i i i i98 15. THE DEVELOPER SHALL ENSURE S'fORMWA7ER ON ADJACENT PROPERTY IS NOT
��wHIHIIERED FROM FLOWING OFF THEIR PROPERTY DUE TO DEVELOPMENT.
i /l i i . i i . i i i i i M i i i i i i i i i i i i i i i i i i i i i NI\ I I 16. MANHOLES, CATCH BASINS. AND DROP INLET'S SHALL BE SIZED APPROPRIATELY TO
i i i i i ♦ i i i i i I W �r� W i i i i '.' i i i •Y i i i 'Y i i i i U "y�VERSI fECISasslve ii i n ACl.VITY SANI O.L. SE ED WITH(.
/Rec Areal i i i i i i i i i i O 17. GRAVITY SANITARY SEWER WITHIN 50' OF WETLANDS SHALL BE D.I.P. AND MEET
� lay \ I 1�WAFER MAIN MATERIALS, LISTING METHODS AND ACCEPTABILITY
i i i i i i i i i i i i • i 2J)5 aoY i i i v i i i i i i "rE a--Y ! w18. STGROUND DELEYAl10N (G'E) ON) RETAINING WALLS ES THE GROUND ELEVATION ATTHE
i W i W i i i i i i i i i i i W i --_
i i i i i i i i i i i • i i i i i i i i / / m WALL. THE ACTUAL BOTTOM OF THE WALL TO BE DETERMINED BY OTHERS.
! ^�- 8.021sy w e931s - i i i i i s i /� / 19. PROPOSED RETAINING WALL DESIGN AND HEIGHT (AS MEASURED FROM TOP OF WALL
/ / TO BOTTOM OF WALL) BY OTHERS MALPASS ENGINEERING, P.C., IS NOT
I
L/F N/F
/ ' (1J REPM913LE FOR RETAINING WALL DESIGN.
t Patrick L m atri N/F N� 20. AL DROP INLETS TO BE HEAVY DUTY 2'x3' FRAME & GRATE (GENERAL FOUNDRIES
Ater U or / Layman Patrick Usher R C. & Ralph C. & N/F LLJ
P 5S8 8134Q PG1588 DB1342 PG1586 ��art$ C. Dart C. Peggy Dawn ING, ITEM /24364 OR EQUIVALENT). FRAME & GRATE TO BE TRAFFIC BEARING.
/ / J / Whitney Whitney Burton REGULATIONS C CODES.
BB2515 PG649 OBzs15 Pcs4s DB3788 PG211 Cn 21. ALL CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL. STATE, & FEDERAL
22. NO GEOTECHNICAL TESTING HAS BEEN PERFORMED ON SITE NO WARRANTY IS
EXPRESSED OR IMPLIED FOR SUITAHJUTY OF SOILS, OWNER/CONTRACTOR SHOULD
4• CONSULT WITH A GEOTECHINICAL ENGINEER FOR SODS INFORMATION. ANY UNDERCUT
& REQUIRED REPLACEMENT WITH SUITABLE MATERIAL SHALL BE THE RESPONSIBILITY
NOTE: SEE SHEET 3 OF
20 FOR
o
8
OF THE CONTRACTOR.
ADDITIONAL ROAD
CROSS
-Z R
W
R/W
23. EXISTING WATER MAIN TO BE D.I.P. IF CLOSER THAN 5' HORIZONTALLY TO CULVERTS
SECTION DETAILS,
& SHEET 10
_a
50' R.O. W.
�o
- 0
EXISTING FORCE MAIN TO BE D.I.P. IF UNDER CULVERTS. (SEE ABOVE FOR
TION NOTES.)
OF 20 FOR TYPE
'H' CURB
e
( 13
12'
24. SOLSAON SITE ARE MAINLY: WD St. Ly. Kr. & Pm.
DETAIL.
3 2.
„a
5
T
13'
w
3 a
25. TOTAL PROPOSED IMPERVIOUS AREA TME SIB (INCLUDES FUTURE ALLOCATION) : 409,101 S.F.
N
6
E
3:1 MAX.\
-6
1/4' PER 1/4" PER
"A" FT. SLOPE Type "A" Curb
3:1 MAX.
26. SOME OFF -SITE DRAINAGE ENTERS
27. THS PROPERTY IS NOT WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN OF FIRM
SLOPE TO
EXISTING
Type Curb FT. SLOPE I W
& Gutter -f- -� & Gutter
SLOPE TO
EXISTING
COMMUNITY PANEL' 3720313200.E / DATED: APRIL 1& 2005.
/1/2"
�Pr,;Sidewalk
_
'
Per
1/2" Per
\
28. WHEELCHAIR RAMPS TO BE NCDOT STANDARD. WHEELCHAIR RAMPS TO BE
Conc. Foot Slope I
1/2" 1.5" SF9.5A Asphalt 6" ABC OVER
Foot Slope
MAINTAINED BY THE LOCAL MUNICIPALITY.
29. SWALE /2 & REMAINDER OF DISTURBED AREA LOCATED WITHIN NCDOT R/W OF
Foot Slope 1/4" Per 1' 1' COMPACTED SUBGRADE 7' i'
Foot slope BONAIRE ROAD X-SECTION FROM STA. 5+17.49 TO STA. 8+01.40
MATTING PRIOBEAR T ROAD To BE IMMEDIATELY EVENT. SEEDED & sTAelugD WITH EXCELSIOR
MATTING PRIOR TO ANY RAINFALL EVENT.
(Residential Local Road)
30. A RECORDED DRAINAGE EASEMENT IS TO BE PROVIDED FOR EACH POND INCLUDING
ACCESS TO NEAREST RIGHT-OF-WAY. _
31. TO TRR IS TO NO
OF WATER & SEWEREFF MENGINEERING,ACTO
5243.E
4'
N.T.S.
JNSTALLAON
ENGNEER, MALPn ASS PE, WITH MALPASS PCC AT 910-392
32. DEVELOPER AND/OR LOT OWNER CAN NOT PLACE VERTICAL OBSTRUCTIONS FENCES.
0
o
WAILS ERG, IN EASEMENTS
z
R/W
33. CUOF OF SUFFICIENT HEIGHT 1D PREVENT ACCIDENTAL INJURY SHALL BE
R
W 50' R.O.W.
co
INSTALLED ON ALL RETAINING WALLS.
34. BYPASS WEIR TO BE IMMEDIATELY SEEDED &STABILIZED WITH EXCELSIOR MAILING
3 __
5' 3' 17' I 17'
6
w
PRIOR TO ANY RAINFALL EVENT.
35. A FAIRCLOTH SKIMMER SHALL BE INSTALLED IN AND CONNECTED TO THE OUTLET
MAX.,,,\
�
i 4' PER
/
"
3�3:1 MAX.
STRUCTURES LOCATED IN POND /1-20 & /2B (SEE SKIMMER DETAIL & CHART FOR
3:1
SLOPE TO
a
1/4" PER
Type "A" Curb fT. SLOPE
FT. SLOPE Type "A' Curb
SLOPE TO
SKIMMER & ORIFICE SIZES). THE FAIRCOTH SHIMMERS ARE TEMPORARY. ONCE THE
EXISTING
& Gutter �-
-� & Gutter
EXISTING
ENTIRE SITE HAS BEEN STABILIZED THE SKIMMERS SHALL- BE REMOVED &THE
/�P-r
1/2" Per
1/2 Per
\
ORInCES (SEE THE POND DETAIL & CHART FOR SIZES) SHALL BE INSTALLED.
5' Conc.
Sidewalk Foot Slope 1.5" SF9.SA Asphalt I 6" ABC OVER
Foot Slope
36. BYPASS SWALE /i SECTION %2 TO BE IMMEDIATELY SETDED & STABILIZED WITH
Foot Slope 1/4" Per 1' t' COMPACTED SUBGRADE 1' 1'
EXCELSIOR MATTING PRIOR TO ANY RAINFALL EVENT.
37. BOLDER TO ENSURE THE AREA AT THE FRONT OF EACH TOWNHOUSE IS THE SAME
Foot Slope BONAIRE ROAD X-SECTION FROM STA. 0+40.04 TO STA. 4+35.49
ELEVATION AS THE BACK OF THE SIDEWALK LOCATED IN FRONT OF IT. BUILDER TO
(Residential Collector Road) - Transition from this x-section to the x-section at sto.
5+17.49
ENSURE THE AREA BETWEEN TOWWotiSES RISES BY 2 INCHES FROM FRONT OF
TOWNHOUSE TO BACK OF TOWNHOUSE
3& TOPO ON WESTERN EXISTING LOTS (/51-R & /52)IS FROM NEW HANOVER COUNTY
o N.T.S.
TOPO. AND- OF AN ACTUAL SURVEY.
NOT
3
1
39. ALL ROADS BE PRIIVAATTE.T FOR PUBLIC USE. & BUILT TO NCDOT STANDARDS.
=o R/W
40. THERE SHALL BE NO ENCUMBRANCES WITHIN THE NCDOT RIGHT-OF-WAY.
'
R/
41. ONLY NCDOT APPROVED MATERIALS ARE TO BE USED WITHIN THE RIGHT-OF-WAY.
EASEMENT OR OTHER
rn
c Z
42. DETENTION PONDS TO BE LOCATED INSIDE PERMANENT PUBLIC
N c
50' R.O.W.
=�
LEGAL INSTRUMENT TO GUARANTEE PERMANENCE OF FACILITY AND FUTURE
3 0'
.� l
MAINTENANCE RESPONSIBILITY. PERMANENT EASEMENT IS TO BE RECORDED WITH
0
1.5'
5' 1.5' 13' I 13'
3' 9'
u
PROVISION THAT MAINTENANCE IS TO BE PERFORMED BY THE PROPERTY OWNER.
43. 1. KEN COFFER, HEREBY CERTIFY THAT I AM THE OWNER OF THE PUBLIC EASEMENT
1/4- PER
1/4" PER
r3saa-'-PUBLIC2:1 MAX.
SHOWN AND DESCRIBED HEREON WHICH IS FOR THE PURPOSE OF STORM WATER
Type "A" Curb FT. SLOPE
FT. SLOPE Type "A' Curb
SLOPE TO
DETENTION AND THAT PUBLIC EASEMENT WALL BE MAINTAINED BY THE OWNERS, HIS
2:1 MAX.
& Gutter �-
---+- & Gutter
=
EXISTING
HEIRS, OR ASSIGNS FOR THAT PURPOSE AT NO EXPPENSE TO THE DEPARTMENT OF
SLOPE TO
EXISTING
1/2" Per
5' Conc.
Foot Slope
Sidewalk 7.5" SF9.SA Asphalt
1/2" Per _
Foot Slope
TRANSPORTATION.
44. SANITARY SEWER MANHOLES MUST BE GREATER THAN 50' FROM WETLANDS, AS
I 6' ABC OVER
1 /2" Per
Foot Slope 1/4"Side Per 1' 1' COMPACTED SUBGRADE 1'
t'
45.MFR1� TOVEERRT ATO�OILINNAABBEAROAD & BONAIRE ROAD MUST BE
Foot Slope
BONAIRE ROAD X-SECTION FROM STA. 15+69.63 TO STA. 25+87.33
46.STTTORMWAATER RUNOFF SEDIMENT'To ENSURE
CLUBHOUSE & PROPER7 LA�19NALL CULVERT. DIRECTED TO DI-5.
(Residential Local Road)
47. THE BOTTOM LEVEL OF UNITS /29-49 & 53 MAY OR MAY NOT BE ENCLOSED.
N.T.S. N/F
Ernest & Elaine Bozeman
v wQ rv>. a s s eNvurni a s
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Whitney
Burton
515 P0649
DB2515 PG649
DB3788 PG211
Josh A. & N/F
Relindo H. Albert P.
Moore Diflork,
DB1913 PG18 DB1369 PG78
e-D'
1-4.5' 1/2' R
1' R
GUTTER SHALL SLOPE AWAY I I a
AS SHOWN IN PARKING LOT °
1 1/4' R
NOTE WELL 2.5' CURB SHALL ONLY BE USED ON BONAIRE ROAD FROM
STA. G440.04 TO STA 4+20-49. 2' CURB SHALL BE USED
IN THE PARKING LOTS & ON THE REMAINDER OF THE ROADS
WHERE TYPE 'A" CURB IS USED.
STANDARD CURB SECTION TYPE
NOT M SCALE
OES MOOS PLAN CERTIFICATION:.
INDEX
1 HIREEBI' CERTIFY THAT THIS PINT HAS BEDN PREPAIED N ACCORDANCE WITH THE LATEST NEW HANOVER
1
COVER SHEET
COBRY ORDNMICES AND STCRMM M DESIGN MANUAL..
In
INDEX SHEET
SI('HIATIIIF-
2
STORNVATER & S&EC PLAN
PRINT HAVE 1T11 F•
3
SMR04VATER & S&EC PLAN
DATE
3A
STORKWATER IL S&EC PLAN
REGISTRATION DALLIER'
4
PLAN PROFILE
5
DELETED
OWNER'S CFHIFIGTpN
6
PLAN PROT ILE
i (WE) MOM CERTIFY IMT I (WE) AM (NE) THE CURRENT INNER OF THE PROPERTY NO THAT IRON
RECEIPT OF AURpINATION-TO-CONSTRUCT ANY CL1EAq w OR/ARIG. CONSTRUCTION OR DEVELOPMENT
7
PLAN PROFILE
WILL BE PERFORMED N ICCORQNICE WITH THIS PLAN AND THAT THE APPLICABLE ORDWUNCFS AND RIRES OF
a
PLAN PROFILE
HEW HANOVER COUNli THE STTE OF NORTH CAROLINA AND THE FIDEII GOVERNMENT` AND ITS
AGENCIES WHICH ARE HUM WIDE PART OF THIS PUN. AS THE OWNER. I (WE) ACCEPT FULL
9
WATER PLAN
R6POH SEM FOR THE CONSIRUC110N AND OPERATION IM TION A INTENAN(E OF THE PROPOSED FACILITIES. 1
9A
WATER PLAN
(WE) WILL NOT ATIESPF TO TRAVER OF INS IIESPOI6BIL11Y WRHOUI THE WRITTEN NIRIORIZIOM OF
WI
NEW tINER CDLNTY.'
10
DETAIL SHEET
S1GNA�NF.
11
WATER DETAIL
12
SANITARY SEVER DETAIL
PRINT HIKE ylftP
13
SANITARY SEVER DETAIL
DAB•
14
LIFT STATION DETAIL
FINISHED FLUOR ELEVATIONS
LIMITS
ELEV.
1-12
21.86
70-75
28.08
76 & 69
26.15
77 & 68
25.78
78 & 67
25.16
79-80 & 65-66
2511
81-86 & 59-64
24.76
87-91 & 54-58
2456
25-28
26.46
24
25.61
23
25.4
20-22
25.41
14-19
25.07
92-95
23.96
96-97
24.21
13
24A7
29
28.63
30
1 28.73
FINISHED FLOOR ELEVATIONS
UNITS
ELEV.
31
28.37
32
27.75
33
27.07
34
26.39
35
M79
36
25.68
37 & 38
25.83
39 : r_
25.66
40
25.15
41
25.09
42
24.54
43
24.35
44
24.60
45
24.86
46
24.61
47 & 48
24.77
49
24.71
53
24.40
f
DETAIL SHEET
DETAIL SHEET
DETAIL SHEET
DRIVEWAY GRADES & DETAIL SHEET
DETAIL SHEET
DETAIL SHEET
20 DRIVEWAY PLAN & DETAIL SHEET
7' CONS. 7' CONIC.
WALK 9'xle PARKING SPACES ZV AISLE 9'xl6' PARKING SPACES WALK
MM. 1/4' PER MIN. 1/4- PER
FT. SLOPE FT. SLaPE
24" CURB& GUTTER - 4 A.B.C. 1.5' I-2 - UNLESS OTHERWSE 24" CURB
OVER COMPACTED ASPHALT INDICATED BY SPOT & CUTTER
3:1 MAX. MIN. 1/4' TYPE 'A' OR SUBGRADE ELEVATIONS TMPE 'A' OR
SLOPE TO PER FT TURNDOWN SIDEWALK TURNDOWN SDEWALK
EXISTING SLOPETYPICAL CROSS SECTION AT PARKING AREA MEN.1
GRADE
WITH SPACES ON BOTH SIDES PERSLOPE
NOT TO SCALE
CL 24" CURB
7' SONG & GU
WALK 9'x16' PARKING SPACES 225' DRIVE AISLE TYPE 'A
MIN. 1/4" PER MIN. 1/4- PER
FT. SLOPE FT. SLOPE
24" CURB -� �- 3:1 MAX.
4' A.B.C. 1.5' 1-2 SLOPE TO
& GUTTER OVER COMPACTED ASPHALT OTHERWSE EXISTING
3:1 MAX. MN. 1/4' TYPE 'A' OR SUBGRADE INDICATED BY SPOT GRADE
SLOPE TO PER FT TURNDOWN SIDEWALK ELEVATIONS
EXISTINGRSLOPE
TYPICAL CROSS SECTION AT PARKING AREA
WITH SPACES ON ONE SIDE
NOT TO SCALE
0
�z
_a R W
i
m�
3 _ 5' 7 (2 )
n
3:1 MAX.\ o
SLOPE TO Type "A" Curb
EXISTING - /27� I�& Cuutteir
/ 5' Conc. Foot510
1ot Sidewalkpe
,-{"
FoSlope 1/4' Per V I.
Foot Slope
N
Forest & Elaine Bozenm
DSIO89 PG154
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"y�e �i�w]�.ii i �y / i i i i i i i 1.64 OC. \ I1\\ \\\ :.� r \: Y \.\ -�/ A'r l I �'\ \'� 'a\\.3�,t'\'' •,\d
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The
Manhattan
N/F'
Martha L
Michael
N/F
Robert E
N/F
A.
Howara C. &
C� Sr.
D81716 POW
ReginGay
ziz
DamWad &
Hazel B. McComb&III
N/F
B. MaLamb
`u4ss�
an
D828311 PG351
Ignaszeweki
083943 PG860
Bank
D84367 PG665
Cries
081614 PG720
& PhyllisPhFaulk
D81605 PG14
Basinger
082075 PG666
Tows] E
.McNei
ibe=
w72B2
D81472 P0643
DB2131 PG705
081314 PG360
N/F
N/F
I
Joseph L Gwws
Kirnberly D. Carver
I
OB 4165 PG 82
DO 2543 PG 47
GRAPIIC
SCALE
Carolina Inlet
fro
0
50 100
200
400
Acres
1 1
1
11
TI'��f
1'R 12'R
ij'R o
4.
za
NOTE WELL: 2.5' CURB SHALL ONLY BE USED ON
BONAIRE ROAD FROM STA. 0+40.04
TO STA. 4+20.49.
STANDARD CURB SECTION TYPE 'A'
SD 7-01
NOT TO SCALE
52.0' -►I
20.0'
52.0' --6-
1
11
220
--I-
1.-1481
24.0'
TOWNHOUSE #29-49
TOWNHOUSE DETAIL (TYP.i TOWNHOUSE #13-28 DETAIL & 53 DETAIL
NOT TO SCALE
NOT TO SCALE NOT TO SCALE
( IN FEET )
1 inch = 100 tt
SANITARY SEWER NOTES:
1. SEWER GUARDS REWIRED AT ALL MANHOLES
STAINLESS STEEL SEWER GUARDS REWIRED AT
MANHOLES LOCATED IN TRAFFIC AREAS
2 10' UTILITY EASDAENT PROVIDED ALONG THE
FRONTAGE OF ALL LOTS.
3. SERVICES SHALL BE PERPENDICULAR TO MAN
AND TERMINATE AT RIGHT OF WAY LINE IN CENTER
OF ROAD FRONTAGE FOR EACH LOT THAT IS
SERVED. SERVICES IN CUL-DE-SAC ARE REWIRED
TO BE PERPENDICULAR OR MUST ORIGINATE IN
MANHOLE AND TERMINATE AT RIGHT OF WAY LINE IN
CENTER OF ROAD FRONTAGE FOR EACH LOT THAT IS
SERVED.
4. ALL SERVICES TYING INTO DUCTILE IRON MAINS
SHALL BE CONSTRUCTED OF CLASS 50 D.I.P. 401
PROTECTO CERAMIC LINED.
5. SERVICES SHALL EXTEND FROM MAIN TO CENTER
OF LOT.
70
NA
Nelda M. Doris
OB 1237 PG 38
N
fMCQUILLAN
wE LEHIGH
S nn_tnrol
INLET ACRES DR'
Vicinity Map
(Not To Scale)
LEGEND
M E N E M E LIMITS OF DISTURBANCE
In ta-o- SILT FENCE
V WATER MAIN
© WETLANDS
- -19- - -- EXISTSNG CONTOURS
19 PROPOSED CONTOURS
3:1 MAX. DRAINAGE OR UTILITY
SLOPE TO EASEMENT
EXISTING
GRADE X19.58 PROPOSED SPOT ELEVATIE
... _ PROPOSED SWALE/YARD
GRADING
® INLET PROTECTION
GE GROUND ELEVATION
DIRECTION [IF FLOW
FN - PROPOSED 6' FORCE MAIN
PROPOSED CONSTRUCTION
ENTRANCE/EXIT
50' R.O.W. (40' FOR STUB ROAD ADJACENT TO LIFT STATION)
13' I 13
1/4" PER I 1/4" PER
FT. SLOPE FT. SLOPE
1.5' SF9.5A Asphalt I t-6" ABC OVER
COMPACTED SUBGRADE
TYPICAL ROAD X-SECTION
(Residential Local Road)
01
/
re t
N
N/F
NI
N
Barbara Sean
Judy W Bath
Judy H. Barth
Michael L
085174 PG2929
089M PG7202
CeI PG1202
Paesnare
D82421 PGO525
1
Ar�
N.T.S
N/F
Earthlyn Smmons
Bradford
DB 1035 PG 530
BOONE
IQ3�D
li�[■P
IN
rSYI 11. r i. I
Type 'A" Curb
& Gutter
N/F
Terue Simms
D8 1181 PG 510
�trrsr ors
1
Pond
0
R/CZ
w
352:1 MAX*
r SLOPE TO
1 /2' Per EXISTING
Foot Slope
C
F
Yr erR K 1 a
.'.Ernest
N/Fa M. EloPC 370 N/F Nrely
Walter,G. & may. M, & N/F cabby DB 749 PG 70
�tton Stanleyseowelr. Letho S Rich rd Be" JmFisher ke L41►p 1
DB1425 PG053 D01385 PG808 0111277 PG440 1i46 aIW *.
,YAao row, »�
ts-�t-ert sanx ux w.x1r
2
RIW/m ro VEMASE MM OF DIE, AOARST NOTES 25 a 31L NO SLOW TM PPE ME
tf-JO-OB
3
wini m To SHIN AN AL7omm UFr wom sim
8-6-M
4
F•xIED M 01CNFASE UMnS OF DETURON CE
8-20-M
5
ReAm PER "cam
9-15-M
6
REVISED ro ADAM POND #1 001111121 SPWMS a OURET PPE
10-24-M
7
AtV®ro AM6F TPAiER a SEttRR
fO-JO-OB
8
REVIm PER CFPLW
11-10-M
9
REV® ro ADA/5T DWDNAY PPE
3-4-08
10
REVISM TO ADM DRNEWAY PPE t 80"NI E ROM QR DM
3-25-08
11
REVISED 10 SHOW DOSIMD CULVEI TO M REIIO.ED.
12
REV= PER HCOOT TO ADAPTS CHMAW C1A.VERr
5-T4-O9
13
REARED TO ADD CISOME/POOL AREA
3-2-10
14
REVIOW PER MC MM
3-12-10
15
PEAKED ro ADD OVnEr PAMEM N ! %lOW IOIAIM WE7WO.
6-8-10
78
PEALED TO MATS NOTE 11. AWDIILE wEnAND MWCIS. ADD 1WV3S CULWRT, a SIFT M 1&
7-6-10
17
REVISED PER CUIR 10 AIM( LIMMIT FOR (MIS f211--49 a 63 M/ AM 70NNIOIPg OED6_
1-20-11
18
Nlll' ro IM1RIS a
1-27-7/
REV M.
OESCIPIjun,
DATE
DATE:
COVER SHEET 4-2-08
CORAL RIDGE � 100'
7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA DRAWN:
JCB
In ti r t r r CHECKED:
MALPASS ENGINEERING, P.C.
lh �'� �':. 1134 SFIIPYARD HO[lIJ3VARD JBM
1FII,MQTGTON, NO1:i1H CAITOLINA 28412 PR0.IEC'T N0:
'� �•; T'hoae 910-s9z-5243 94
r� J �i rex 9to-s9z-52os
w�.,.
Owner: CORAL RIDGF, Il.0 TY1L NO:1
1202 N. LAKE PARK BLVD. SIJ17E
`.. CAROUNA BEACH.�q�V�
PHONE g10-MINWR CAROLINA ENVIR N
MANAGEMENT COMMIS 1�I 20
UIYIJIVIY VI Vyl u6SO�\.... �iWIIW
' a9,J�5 fur
FEE 0 7 .011

6' MIN 4_
2-3. tit`
COARSE AGGREGATE
TEMP17RARY GRAVEL C17NSTRUCTION ENTRANCE/EXIT
NOT TO SCALE
4
O
M
Z Uj [;98.23wN S.F. SILT FENCE
W
U N SSMH-30 ITS OF DISTURBANCE
\ \ \ ' SSt'2�" E 2471
22.
--7-7 �
t; 91 / 90 / 89 ,I 88 1 87 86 84
Re jA
02• BL
~ U
i 4 1 \ \ �i
NOTES: GROUND
1. FILTER FABRIC SHALL BE A MINIMUM OF
36' IN WIDTH AND SHALL BE FASTENED
ADEQUATELY TO THE WIRE AS DIRECTED
BY THE ENGINEER
2. STEEL POST SHALL BE 5' 0' IN HEIGHT
AND BE OF SELF FASTENER ANGLE
STEEL TYPE
GUIDELINES FOR TEMPORARY SILT FENCE DETAIL
NOT TO SCALE
N
N/F
Ernest & Elaine Bozeman
DB1089 PG164 W
RT ROPE TO
TO PREVENT SAGGING STAKE T
PPORT POST, 24- SUPPORT WIRE
4' I INTO BOTTOM IIR SIDE
L-COIR MESH OR SIMILAR, STAPLED OR
TRENCHED INTO BOTTOM 13R SIDE
NOTE, 700 G/M^2 COIR ER12SMN BLANKET, COIR MESH,
TREE PROTECTION FENCE FOLDED OVER TO REDUCE PORE
SIZE, 13R OTHER SIMILAR MATERIAL TO BE USED AS BAFFLE.
TEMPORARY POROUS BAFFLE CROSS SECTION DETAIL
NOT TO SCALE
OMITS OF DISTURBANCE
HATCHED AREA TO BE
GRADED AT 3:1 SIDE SLOPES
TO BLEND VATH EXISTING GRADE
CLOTH
OPENINGS)
WASHED7 STONE
NOTES
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET.
7- DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING
THE INLET. SPACE POSTS EVENLY AROUND THE PERIMETER OF THE
INLET, A MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE
THE WIRE MESH TO THE STEEL POSTS AT THE TOP, MIDDLE, AND
BOTTOM. PLACING A 2-FOOT FLAP OF THE WIRE MESH UNDER
THE GRAVEL FOR ANCHORING IS RECOMMENDED.
HARDWARE CLOTH & GRAVEL
INLET PROTECTION DETAIL
N/F
Earthlyn Simmons
Bradford Teru1
DB 1035 PG 530 DB 1'
SILT FENCE
OPOSED 15
� / I
/
$ OLV
aAV / e l N PaaPosm /'- ;>e �Ock
?1 `7-5-z/ DRMUGE ' %, / /
/ 79 78 _ 77 7,6 5 it EST S 30' ,_- o sEQTION 3 9� 8 7 6 5 4
/ \ ZA
_ $ /i YPASS SW ALE /1
r - f SECTION 1 _
•'.1 3f •0 •� 4/� 5. 4 _ SSMH-15 ` l� ^' -
-e9
`71 N/F N/F N/F N/F a
�W Barbara Swan Michael L.
Judy H. Barton Judy H. Barton
iu JJ B5174 PG2929 Passmore
Ds a 3
DB9906 PG1202 DB9906 PG1202
J I 3iRKC 11 DB2421 PG0525 f s.7s1s' RnnG_P
io �b . _ u / s s� Y BLOW�I 1 l>>o•
NCE
• 1 d� / / / \ I Y �
Slair 5� 55 //6 /-�I \ 58 59 6� 61 62 �CyZ 6 65 6 67 68 69 �\ -YARD-,,,"" 11
ANGLE a w it / .!sue , '' `F CENTERLINE of YARD CENTERUNE OF �
1 _ GRADING #2 (SEE DETAIL) i1 ( ) �
\ ggg e J GRADING SEE DETAIL
70 , 36' RCP
27.84 D1-4
10'x70' SI i(1 IRO / �-.--- F CB-29 C8-30 CB-31 TOP-19.34 w
R32 " "- 10' Non -municipal Util Esmt. - - .-, rcur,ANSII�oWU¢Ic Ce-5 INV=15.09TION .... - , . -. ,.: -•- .. ... ' _ _ -5' SIDEWALK
-..C.O. W.M .M. C.O. C.Q G0.
L _ _ -
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091 A,
8 SMP ANTS; P 42� CP �- C8-8 c -NIIIIIIIIIIIIIIIII
3.45
- -70 21.6\ \ to ,� ,
R=512 xI =572 _ e\ - 30- � CB-6 � -3 16' RCP I 18 N 3 18' 4- P CB-4
16' CB- - 025' \ R 23i73 18 R=3025 - - - �' r 20.42 36' RCP J
R-1
GRATE 4• _ T �_,7c &74 NCOOT SSMH 6 1 50,TO
I _ 0 2
Pr vote IR • � For u I c 16. 1
cok-N• b _ �,"y mJnI i 4 61.-'Estnt / / - _ _ _ -
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22
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n_ 1 \ \ \ �V A\ \ `NOTE \WELLf-AREA BEHIND UNITS /929-4y 6 53 $HALL A �� \ �\ \ \ V A �o A 3/ / 1 / 1 1 I I / / /
\ \ BE GRADED TO DRAIN TO J10NAIRE ROAD / \ \ \ \ \ N I
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\ \ �- v a��, w \ r I a \� m N +� - l /Y / n \ l < \ NV A \A\(-
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M pip
\ A S 89'02'07" E 2557.40'
SILT FENCE SILT FENCE
SILT FENCE
N/F N/F
u OMITS OF DISTURBCE
ganusy David Wayne & Hazel B. McLamb
PG763
DB1282 G763
830 PG485 Hazel B. DB1472 PG643
N/F N/F N/F N/F N/F
Joseph L. Crews Kimberly D. Carver Nelda M. Davis Welton G. & Gary M. & N/F
DB 4165 PG 82 DB 2543 PG 47 DB 1237 PG 38 Welton Stanley Letho S. Richard Berry
Seawell Jr. Fisher Welch
D81428 PG653 DB1385 PG808 DB1277 PG440
s-0-02 2 FT/FT
NORTH S=0.0029 FT/FT SOUTH S=0.071 FT/FT NORTH 0-10YR=0.36 CFS SOUTH
CFS NORTH 0-IOYR=0.36 CFS TM L V-10YR-1.65 Fr/S
I I v-10YR=0.85 FT/S \ V-10YR=2.34 FT/S 5'
L WHERE STEEPER 0.5'
DESIGNER'S PLAN CERTIMT01:
THAN 3:' UNE
EXISTING)
I NOiFHt' COM THAT THIS PLAN WAS BEEN PREPARED IN ICOORMNCE WITH THE LATEST NEW WVDVER
WITH RIP RAP ROCK
GRADE
COUNIN ORORWICF_S AND STORIIWAEIR DESIGN MANUAL
1-- 3 ---1
SI('l1ATlIDF•
NOTE IMMEDIATELY SEED & STABILIZE WITH EXCELSIOR MATTING PRIOR
TO ANY RAINFALL EVENT
PRINT NAME
BYPASS SW Oro 1 SECTION
1 DETAIL
aTF
REGISTRAIDN IULnRCIF
OWNER'S COMPICATKW+
I (WE) HEREBY CERTIFY THAT I (WE) AM (ARE) THE GIRREIR OWER OF THE PROPERTY MD TWD UPON
EXISTING PROPOSED
LOT TOWNHOUSES
PROPOSED
TOWNHOUSES
RECEIPT OF 'AUTHORIZATION -TO -CONSTRUCT` ANY CLEARING. GRADING, CONS IC110N OR DEVELOPMENT,
WILL BE PERFORMED IN ACCORDANCE WITH THIS PLAN AND THAT THE APPLICABLE ORDINANCES AID RULES OF
NEW HVIOVER COUNTY, THE STATE OF NORTH CAROUMN AND THE FEDERAL GOVERN181T AND ITS
AGDICIES WHICH ARE HEREBY MADE PART OF THIS PLAN. AS THE MIER, I (ME) ACCEPT FULL
RESPONSIBILITY FOR THE CONSTRUCTION AND OPERATION MID MAINTENANCE OF THE PROPOSED FACILITIES. I
(WE) WLL NOT ATTEMPT TO TRANFFR OF THIS RESPONSIBILITY WITHOUT THE 114M AUTHORIZATION OF
0.56' � 'i' VARIES
0.61'
TEN 14101M COIINW.'
MIN.
SWiIAIURE:
PRINT NAME TITLE -
YARD GRADING #1 D TAIL
Y/
VDT ro SCME
5V T(SHEAR STRESS)-10YR=0.27 LB/FY•2 �Fd' (10:1
S (10:1 SLOPE)
SLOPE) 15
OPE)
15'
WHERE STEEPER 0.5'
- WHERE STEEPER 0.5' THAN 3:1 LANE EXISTING
THAN 3:1 LINE EXISTING3' WITH RIP RAP ROCK GRADE
WITH RIP RAP ROCK GRADE s
NOTE: IMMEDIATELY SEED & STABILIZE WITH EXCELSIOR MATTING PRIOR
NOTE IMMEDIATELY SEED & STABILIZE WITH EXCELSIOR MATTING PRIOR TO ANY RAINFALL EVENT
TO ANY RAINFALL EVENT BYPASS LE SWALE SECTION 3 DETAIL
BYPASS SWA1 ID SECTION 2 DETAIL Iqr
Nor ro
POND /i-20 PROPERTYE�
S=0.0015 FT/FT S-0.0015 FT/FT
EXISTING Q-1oYR=n.os CFS o-10YR=n.33 CFS 10
(ISTING LOT V-10YR-1.97 FT/S V-10YR=2.17 FT/S
GRADE NOTE: IMMEDIATELY SEED & NOTE OMEDIATELY SEED`
STABILIZE WITH EXCELSIOR STABILIZE W11H EXCELSIOR INV-16.47
3-
MATTING PRIOR TO ANY MATTING PRIOR TO ANY .! VARIES
RAINFALL EVENT RAINFALL EVENT 3.53' V.,
VARIES 9' MIN. - j 2Ce J `
PpE�R�MM pT�F�77pA���� (MIN.) �TIGRADE
NG
'W _ NOTE IMMEDIATELY SEED BOTTOM AND SIDE SLOPES
SWALE !E A 3- & STABILIZE BOTTOM WITH EXCELSIOR MATTING
)ING #2 DETAIL M01 Io & SWALE 26 PRIOR TO ANY RAINFALL EVENT
DkE ND1 ID wt PROPOSED BYPASS WEIR DETAIL
VDT ro SCME
11
MUM
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���0
TOP OF CONCRETE SLAB OF UNIT
AT FINISHED FLOOR ELEVATION
10.0' 1
3' BELOW TOP OF -I
CONCRETE SLAB
SEE SPOT ELEVATIONS ON PLAN
FOR BOTTOM ELEVATION
YARD GRADING BETWEEN
UNITS #29-49 & 53 DETAIL
NOT TO SCALE
APPROX. LOCATION
OF EXISTING DRIVEWAY-\
AS TRACED FROM NHC
ONLINE GIS AERIAL
A
WI�
nons W2-4.45'
L-8.0'
510 T-1.o'
15-RCP W/FES
ASS PRE INV=17.05
Pond #1-10
- r-42' RCP W/FES
£
w
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0. 802 AceNo I\ 1 N r
5 14 W 1� �. - 11 �`� ',�
A
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o y�zo � r1
A24.57 X 24.57
\ / n, / \\II 111 R i Q
SPOOL ARE7A_S-HALL FROMIR CLUBHOUSE 5
/ POOL AREA SHALL BE DIR�cTED TO IX-s5'
F
P
/ {ten d y
WEIR INV-16.47 WF7R INV=16.47 I
SILT CE SILT FENCE n=m- EDGEOF
LIMITS DISTURBANCE BYPASS WEIR
N/F = 1
Ernest T. & 2�-
N/F N/F Elaine M. Bozeman T FENCE
Bobby & Bobby & DB 749 PG 370
Janice Lee Janice Lee
DB1646 DB1646 Z%
PG416 PG416 �Z
1 REVISED ro AORAT WPASS WEIR e. PER NOG 5-21-0
'� .... s-21-o6
3
1 REVISED ro S OR ALIDIIME OFT 5TA7M SUE,
6-6-M
4
REVISED ro INCREASE LORI5 OF DUKI S MCE
11-211-00
5
REVISED ro REMOVE SWME i3 DEW.
9-15-M
6
REVISED TO AD.AW WAVER A SEMEN
10-30-06
7
REVISED PER CFP1N
11-10-06
a
REVISED TO MRIST ORNENAY PPE
3-4-06
9
REV® 1D AMW ORIIMW PPE A ADAM 601NRE ROAD GRADE.
3-23-M
10
REVISED ro ADD NOTE
4-15-06
It
REV® PER NLDW 10 MLRW DNYEWRT CLUEW a 70 ADD SOPLE rU DED6.
5-14-0
12
REVISED TO ADD CDRINVSE/POOL A/PA
1-26-10
13
REV® PEN NHC INC.
3-12-10
14
REVISED TO SOW DDUIED 1EIIA/D.
6-5-10
15
REWED ro REDUCE WMA D NPACr A ADAW LOCATION OF CH
7-E-10
16
REVISED PER OM TO ADAM IAVOLD FOR NDS /21-40 ! 51
1-20-11
17
PROAWEDETAIL BEM331 THESE UNITS. !
1-A-11
REV M
1N3CNIPNIN
GATE
GRAPHIC SCALE
( IN FEET )
1 inch = 50 fL
STORMWATER & S&EC PLAN
�.ORAL RIDGE
7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA
DATE
4-2-08
SCALE'
1. = '30.
DRAWN:
JCB
�64nM►M:/pAAAi MALPASS ENGINEERING, P.C. D"E�'
M ~�iy 1134 S1iD?YARD BOULEVARD JBM
.Y NO.MINGTON, NOR1'fi CAROIiNA 88412 PROJECT NP.
�n� � Ph6De e10-slMz-6z4s 94
Faz 910-392-6208
a OML1ar. CORAL RIDES. SHEET NO:
1202 N. LAKE PARK1LC BLVD. 51117E A APPROV
b •r CAROUNA BEACH. NC FAQ• 28428�NV,RV EPMONEBID-458-5MRTT CAROLINA WN''EfCj1�y/ T
MANPn Lit 1 _ 1- ,., .. SI
DIVISION OF WATER QUALITY
K:\AutoCAD\2005\94\cora I-ridge(1-18-11).dwg
FEE 0 7 2011

PW rNIenPool PONDS2Aa2B PenrEenentPool POND # 1-10 & 1-20 OESK7IERSPLANatrincom 2"FalrclothSkimmer•Cut Sheet 30 FairdothSkimmer*Cut Sheet
Fo ebay(A):. CONTOUR INCREMENTAL ACCUM Fonsbay. CONTOUR INCREMENTAL ACCUM I HEREBY COMFY THAT NHS PUN HAS BEEN PREPARED N ACCORDANCE III BE LATEST NEW IdN0#9 J. W. Fairdoth & Son, Inc. J. W. Fairdoth & Son, Inc.
CONTOUR AREA VOLUME VOLUME STAGE CONTOUF AREA VOLUME VOLUME STAGE COUNTY OROlYMB AND SIORMMAETR DESIGN MANUAL SKINNER DETAIL
(sq fa (w R) (wft) (ft) www.FairclothSIdmmer.com www.FairdothSkimmer.com
(sq ft) (cu ft) (cu ft) (ft) a2D-ICE
10 1so1 0' o o SIGIMn POND SKIMMER DIAMETER
11 0217' 20DS.92' 2008.92' 1 11 2463 O' O O 1' Vat _
r PRINT NAME Im r' CIt4.) with Yellow tip hiet ahwn sYaps iiM IN � s
72 2891' 2453.98' 4462.9' 2 12 2463' 246327' 2463.27. 1 1-20 2 1.80 4'Sch 40 TVeM
13 2862.455' 7425.355' 3 13 3374' 2918.53' 5381.8' 2 D11F• Gawk rla"at 4'SW140 with Blue tip`
14 35392' 10964-555' 4 14 3877 3625.615' 9007.415' 3 2B 3 2.7o Conned" 23e pvc fioR causing
15 45M 4176.005' 15140.56' S r REGIST IIT10N NUMBER-
_ 15 4413' 4145.4' 13152.815 4 p � connedi�t 3'lhvc Boat
_ 76 5=1 4864.79' 20005.35' 8
16.75 6794' 4131.07125' 24136.42125' 6.75 15 52784082' 564.815' 17850.265 r 5 OMOM CERTIFICATION % 27` 2 i /
_. 16.5 5278' 256a.815' 20415.08 5.5 NOTEr SEE POND DETAIL FDI2 �) R _�' � � q �.:
- I (WE) HERD Y CUM THAT I (WE) AM (ARE) THE CURRENT DFIRt OF THE PROPERTY AND TINT UPON SKIMMER ORIFICE INVERTS 1 )S" Sdh 40 SOLID PVC-� '(j\
Foiebsy(B): CONTOUR INCREMENTAL ACCUM - RECEpf OF •mnHaFt7ATD#-TO-CdbjMKr ANY aEARNG, GRN)MG CONSTRUCTION OR OEVEIDPMEW , 1 /�`
CONTOUR AREA VOLUME VOLUME STAGE bbmlLI•am' •1 T"i 40 SOLID Pia barrel /•.j �` �•�
(sq (w e) (wN (a) WLL BE PERFORIffD N ACCDI�ANLE NlTtl 7H$ PUN AND THAT 1TE APPl101B1E OROFNNCES Arta RUFS OF SUPPLIED BY USER" ' •j• �} Dr"arm' / � `1 �• ( �
_. TEN N•IO M COUNTY, THE SPATE OF NORM CMaFN AND THE FEDERAL GV430RW AND ITS \ / SUPPLED BY USER'
10 214 0' O O ACCUM AGENCIES WHaf ARE lERIN MADE PAW OF THIS PLAIN. AS THE OMdR, I COE) ACCEPT FULL
_ 11 393' 303.10 303.10 7 Main Pond (7-10): CONTOUR INCREMENTAL CCU Ty � THE CONSTRUCTION NO OPERATION AM MAINTENANCE OF THE PROPOSED FAGITQ I �
12 632' 512.545' 815.735' 2 CONTOUR AREA VOLUME VOLUME STAGE M WALL NOT ATT1pT M 1RIINFER OF THIS Rely UMOUT THE WRITTEN NJIFIORQA7gN OF
/ /�'
13 a20' 776.275' 1592.01' 3 (SIT ft) (cu ft) (CU ft) (it)
14 1258' 1009.26' 2681.27' 4 NEW S Can.'
Neer�o.1s1
15 7650' 1454.745' 4t 35.415' S 9 3253 O' O' O $I(p1ATUalr• nrme•sNg7s1
18 2D99' 1874.685' 6010.1' 6 10 3997' 3624 91 '_ 3824.91 ' 1 'ir �'�
_- 1675 2507' 1727.37375' 7737.47375' 6.75 11 4813' 4405.1 8030-01 ' 2 PRINT NAME im T st1�41k4iiiiiiiiv.
12 5699' 5256.205' 13286.215 r 3 DETr• floating posltlon f Skimmer shown in
13 6657' 6178.1 19484.315' 4 116'hose.wdamps 1 floating position
Main Pond (A): CONTOUR INCREMENTAL ACCUM T inlet T HEAD On center
14 7685' 7170.66' 264334.975' 5 Tlhreaded male 11" 4
_ CONTOUR AREA VOLUME VOLUME STAGE823378 cyan d mist and Orifice Those, '"Clamps T inlet 3` HEAD an center
(sq ft) (wft) (wft (ft 15 6783' 9367.39' 44236-145' 6 an Ou8e1 eed 4
- ) ) 16 9952 9367.39 44236.145' 7 T6Neadad male nipple udmsial of Hat and OIHQ:
9 t383 O' O O 16.5 12056' 5502.0225' 49738.1875 7.5 an°UOel end
10 2407' 1939.79' 1939.79' 1 1. Skimmer Can be attached t0 a >straight4' sch 40 pipe through t1B dam but the pipe may need
_. 11 4501 3499.15 5438.94 2 t0 be anchored to the bottom at the connection so it is Secure. Coupling Can be removed and
sz 6355 542e.33 10887.27 3 4' hose attached LO outlet uS the threaded 2• Typical methods used: on a natal structure 1. Cou can be removed and hots attached to outlet using the threaded 2" nipple. Typical
_ 13 0355 73365 18203.77 4 ng Ong- yPFHIN9
_ 14 18318 9373365 218203.77 5 Main Pond (1-20): CONTOUR INCREMENTAL ACCUM o
- - 15 10415 9366 30 39t 70 075 5 CONTOUR AREA VOLUME VOLUME STAGE o a Steel Sb1b01L welded CRI the side at the hdhlrn side 4YIth a 7' threaded coupling or reducers; methods used: on a metal structure a steel atrlbRRt vYelded On the side at the bottom with a 7
- 16 15045 13850.695 52956-48 7 (Sol ft) (Cu 1t) (cu ft) (ft) _ o R W R/ Z on a concrete structure with a hole or ontice at the bottom. use a steel plate with a hole Wit in it threaded coupling or reducers' an a concrete structure With a hole or orifice at the bottom, use a
1025 15665 3838.75625 56795.23625 7.25 50' R.O. W. -0 and coupling welded to it that will fit over the tole in the concrete aid bolted to the structure With steel plate Wth a hole cut in it and coupling welded to it that wall fit over the tole in the concrete
IS-76 20144 8952.1575 65747.39375 775 9 1154 0' 0 0 ,,, - R sealant rout a 4" c in a hole in the concrete to conned Die skirR7ler. and belted to the structure with sealant: grout a 4' pvc pipe in a hob in the concrete to Donned
10 1634' 1393-83' 1393.83' 1 3:1 MAX. 9 Iw pipe
-- - - SLOPE TO 3 B. 5' 7' 13' I 13' 12' r„; 2. Dimensions are approximate• not intended as plans for constRlGibn- the skimmer. It can be attached to a straight 4" sdl 40 pipe 1MOugh the dam but the pipe deeds
11 2188' 1911.015, 3304.845' 2 .ten a
- - EXISTING v' 3 n 3. Barrel (solid• not foam cone pipe) should be 14 times the depth Or water with a minimum to be andlored to the bottom at the connection 50 d 15 Sews.
Main Pond(B): CONTOUR INCREMENTAL ACCUM 12 3519' 3188.075' 975.325' 3 \ 0 1/4" Plii 1/4" PER
CONTOUR AREA VOLUME VOLUME STAGE 13 3519' 3168.075' 8975.325' 4 Type "H" Curt FT. SLOPE FT. SLOPE Type "H" Curb �� length d G 50 the inlet can ho puled to the side for maintenance. t more than 8' long weight 2. Dimensions are approximate, not interRdRed as plans for construction.
14 4297 390s.12 12883.445 5 & Gutter -f- -+ & Gutter may have to be added to inlet to counter the increased buoyancy. 3. Barrel (solid. not foam core pipe) should be 1.4 titles the depth of water with a minimum
- (sq III (�' ft) (w Po (it) 15 5149 4723.08 17606.525 6 � 5' Conc. 1 /2" Per 1 /2' Per \ 4- Inlet tapers down from 2° maximum inlet to a 1 YV barrel and hose. Barrel is smaller to length of S so the inlet can be puled to the side for maintenance. If more than 10 long weight
16 6060 5614.555 23221.08 7 Sidewalk Foot Slope 1.5" SF9.5A Asphalt 6" ABC OVER Foot Slope reduce buoyancy and tendency to hit inlet but is sufficient for flow through inlet because Of may have to be added to inlet to counter the increased buOYaney.
_ 9 Y455 O O o 1/2" Per
10 3597 3020.99 3020.99 1 16.5 7814 3473.35 26694.43 7.5 Foot Slope 1/4' Per 1' 1' COMPACTED SUBGRADE 1' 1' 3:1 MAX.
_ 11 K943 a264.785. 72as.775 2 � Foot Slope SLOPE TO slope. The inlet orifice can be reduced using the plug and cutter provided to control the outflow 4. Inlet tapers down from a 3• rrnxihwm inlet to a 7' barrN and Fuse. Barrel is smaller to ace
1z 4943 264.78 ,295a285 3 BONAIRE ROAD X-SECTION FROM STA. 8+01.40 TO STA. 14+65.54EXISTING
Mite buoyancy ardtendencytolift inlettatissufficientforf�vthRwghidMbemuse ofsope.The
_-- 13 7942 7168.13 20122-415 4 Temporary Pool (Residential Local Road) 5. Inlet is 47 pipe between the straps with aluminum screen floor for access to the inlet and diet orifice can be reduced using the plug and cutter provided to Control the outflow rate.
14 96M 8775.47 28897.885 5 CONTOUR INCREMENTAL ACCUM orifice inside. 5. Inlet is 6" pipe between the Strapsvvith aluminum screen door for access to the 3 inlet and
_. 15 11504 10556.42 39454.305 a CONTOUR AREA VOLUME VOLUME STAGE N.T.S. 6. Capacity 3,283 cubic feet per day maximum vAth 7' inlet and 7' head. Inlet Can be reduced critics inside.
78 136" 12616.396 51970.7 7
1625 14050 3447265 55417.96.5 725 (sq ft) (cu ft) (cu ft) (ft)
by irhslalig a srrmtler orifice using the plug and otter provided to must flovlr rate for the 8. Capacity 9,774 cable feet per day maximum wklt 3" inlet and 3' head. Inlet can be reduced
16.75 17e52 7925.41 63343.375 775 particular basin volume and drawdown time required. by installing a smaller orifice usrg the plug and cutter provided to adjust flow rate for the
18.5 25408 0 0 0
17 30343 13937.8325 13937.8325 0.5 7. Shipped assembled. User glues inlet e)xbeTFiOn �1d barrel, installs verN, cuts adios in plug particular twin volume and drawdown time required.
Tenp ry Pool 17.5 319M 15550.685 29498.5175 1 and attaches to Outlet pipe or structure. Includes flexible hose, rope, orifice cutter, etc. 7. Shipped assembled. riser glues inlet extension and barrel installs vent, cuts or171Le in plug
_ CONTOUR INCREMENTAL ACCUM and attaches l0 outlet pipe or ffi11Cfure- Includes flexible hose. rope. critics tatter, etc-
_ CONTOUR AREA VOLUME VOLUME STAGE
(aq ft) (w ft) (w ft) In)
2ithchCtt TM 11-07 November 14, 2007 3inchCutTM 11-07 November 14, 2007
16.75 46881 O 0 O N/F
1725 48832 23378235 23378.235 0.5
17.7 59347 23845.37175 47223.60575 0.95 - - - _ Ernest & Elaine Bozeman
-- o
N
i
I
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J w SILT FENCE AREA TO BE LOWERED TO ELEVATION-17.0 AS SHOWN N/F Z of WETLA S.F.
LL
Terue Simmons w
30' RCP SHAH-11 : w
x u) Ri Road Stub LIMITS OF DISTURBANCE W1=4.5' POND 2A & 28)
0 0 SILT FENCE SDIH-10 18' RCP W2=4.r DISCHA LOCAnoN• T�=�•0 TEMPORARY POROUS DB 1181 PG 510 = _
< w < for Future TEMPORARY POROUS N
S 8928'32' DRAINAGE BAFFLE SEE DET�- INV=10.70 16. 1 THE NORTH ( ) ¢ w
fn 03 S 89'2 '32" E 447.50' �18 E co, TOP=2o.25 W/F.ES L=&o DISCHARGE ROWS TO INv=ta9 - 0 SSAH-3
Extension PROPOSED ( ) IINV= PROPOSED BAFFLE SEE DETAIL SILT FENCE
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.y / / / q r \ \ I ySPiLLWA ` / / ( _. !1 1�' 1 12:44 DISTURBANCE < X .0 . I ~ a
1 11 / / jinn / / Z TOW=79.90 \ / / �D" kLL 1 /1\p0 C. `l wETheND I' / �L .v .V .� a
/ L --aGE=E7L GNADE �Y / W , �Y + W �Y TI _ �Y W R(p O g
- < \,/ 5•F• \ / RESTORA ON 8' 24' / / �� lg \\
/ % RREE�KOCAIED S11NC 12 FT PROPOSED // /Told=19.90 �� I-2A71.88 S.F. ES. i 1l IL
.mod - - W1bE w,�j,L // GrA19.9or1C Jr J. W ) W y{�F 8.0 - /
SILT CE �( - / SILT FENCE 0 n
/ NING / / �jr < � J•� W W J• W `j'C O
ACCESS h PUBLIC DIRT R AD; TO BE o -
UnUTY EASMENT/ USED AS AY FOR x� / / GUARDRAIL ALt�6 �ETAFNING WAIL AS REQUIRED / � ) � i • � ;
/ OTS /51 52 & 53 / c / a- I o' W W / W W W I �Y ^
/ W.M ^0^ v' �' SILT FENCE / ''10'x7O' SGHT � o
22 LF 8' DIP tr TOW=,9.90 _ _ s y 5`T1
-n_ - - - �17� SD H-5 ) TRIANGLE W i
UNITS OF DISTURBAN - - _ � `•
-I - �e 23 lF tY P GE=19.90 40 LF B' DIP �-22 J LIMITS OF DISTURBANCE d / �" �51.FH3'--DID - - i �_ ,faiwr ir:ANSTION lo
SINAH-13 _ - - - - - - CURB TRANShZTON _Wtj -
S $9 02'17" E/ 152.00' W $ 00'57 43" W 40.00' 5 1.88 30' RCP C8724 21.04 -18 ,B_RCP 1.77 a 8- - 4 80' RCP R32
1045.32' _ W W - S 78' RCP 21.16 - - - \ 2t.77 Bonolr - f2ociP6- - YB_RCP 212DI.05 - MH-T - - - - - -
J - o� l f RCP j ^ - I��S -CBB - - - - - 2203 60 RCP _
1 '16.34' / ' _ _ _ _ - - - - 18T RCP EXISTING 18" SMP ANTDICAP
~-�(50 p-lr 2ubOc CB 1B 1 .
--- y��137_3]]- \ N m N S 00'c57n'n43' W 24'R i_- --------_-_---_-_-_-_---_----_-_--_--_- _ _ _ _____ -
2 9 - - - - - - _ _ _-
1 y y \ J -- 32 �R=7025'
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Ralph C. & N /F 50.00' GE=EX. GRADE
-7
Doris C. Peggy Dawn T FENCE
Whitney Burton N/F N/F sLr FENCE
9 �R�515 PG649 DB3788 PG211 N/F N/F 1Ts OF DISTURBANCE
N/F The Chase N/F N/F N/F N/F Roger G. R N/F
G N/F
Josh A. &
Belinda H.
Moore
0
c
^.0 R/W
OUTLET PIPE IT
-L
\ RAP
we
3a
-• <i
PLACE ONE LAYER ff FILTER
FABRIC TINDER RIP RAP.
2:1 MAX.
SLOPE TO
1
Vl I-L
EXISTING
N/F
Albert P.
Diflorio
n0l ZCn nr`-70
50' R.O.W.
Albert P.
Diflorio
Chynthla J.
Manhattan
Martha L.
Larr Michael
y
Robert E.
N/F
Howard C. &
Coffer Sr.
PG365
eglna ay
Gurganus
David Wa
DB2830 PG351
Ignaszewski
DB3943 PG860
Bank
Cales
& Phyllis Faulk
Basinger
Jeffery A.
McNeil
Teresa E.
DB1716
DB2830 PG485
Hazel B. M
DB4367 PG665
D61614 PG720
D61605 PG14
DB2075 PG666
McNeil
DB1282 P
0
5'
1.5'
13'
I 13'
3'
9'
m
N
1/4" PER
1/4" PER
"H"
32. W
-
Type "H" Curb FT. SLOPE
I FT. SLOPE
Type Curb
. _ & Gutter
1/2' Per �-
-�
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A
5' Conc.
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I 6" ABC OVER
Foot Slope
1 MA%.
1 /2' Per
1/4" Per 1' 1'
COMPACTED SUBGRADE
1' 1'
SLOPE TO
Foot Slope
Foot Slope
EXISTING
BONAIRE ROAD X-SECTION FROM STA. 14+65.54 TO STA. 15+69.63
N. T. S.
N
W
E
GRAPHIC SCALE
(INFM)
1 inch = 50 ft.
DB2131 PG705 DB1314 PG360
s-2-M STORMWATER & S&EC
2
REVISED 70 A JEW40E LIFT SPIKIN WE
8-45-06
3
KEYED 70 OCRLUE LY OF BORO At L
8-2o-06
4
REVISED PER NOOENt
8-15-06
5
REV® 10 AMW RIVER 8 SOM
10-30-M
6
ELVIND PER omN
11-10-08
7
REVISED TO ADJUST DOWNS ROAD CRNX
3-23-0
6
REVISED 10 SHOW ExerDa QUIVER, 10 RE ROADWED,
4-8-M
9
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3-12-10
10
REVISED 10 ADD OUTLET PRD7EMIX01.
a 8 to
11
REMISED M REDUCE 11MVD allACIS. ADD AOMMK BYPASS QAVEIR A ADD REMPIS WMas
7-8-10
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1-20-11
U
REVISED PER RIC M ADME AOCI04AL War BZWIO16 MOMD LADS #29--0 s 53.
1-27-11
REV RD•
DATE
CORAL RID
7160 CAROLINA BEACH
FEDERAL POINT TOWN
PLAN
SHIP
DATE
4-3-08
GE
SCALE:
ROAD
1" = 50
NEW HANOVER NORTH CAROLINA
DRAWN:
JCB
MALPASS ENGINEERING, P.C.
CHECKED:
111M 3RmYABD HOOLEVARD
JBM
IIDYD4GTON, NO$TH CAROLINA 2B4L2
PROJECT NO:
Phone 910-9a2-524.9
94
Paz 910-992�-fprg209
owner.
f�y
CORAL B1DGS, lac _ui+. Y1.f
SHEET No:3
1202 N. LAKE PARK e[w
`"R N{ N�pE`f
20
1O(1NM/EpN�T.A�
M � dVl�ilSSION
OF:
DIVISION 01F WATER QUALITY
f-'_
° ° 7 2011

SEDIMENT STORAGE iv
ZONE
FLOOD STORAGE
HOT = IS.- ZDRE
15" RCP ., L
W/F.ES.
INV=20.4
�I 1
ROCK PIPE INLET
DETAIL
N.T.S.
f—
W57
WASHED
STONE
3'
TOP = 22.4
% 15' RCP
M/FES
1 1 INV=20.1
NOTE,
TOPO ON WESTERN EXISTING LOTS (f51-R B #52)IS FROM NEW HANOVER COUNTY
TOPO, AND IS NOT THE RESULT OF AN ACTUAL SURVEY.
AWAICJYr"^.L PLAN --.
RCMVYG JGV„nu.. ...r CHA14
PREVENT DAMAGE TO CFIANN0. VEGETATION, ALLOW THE CHANN0. TO DRAIN
I.
ALL EROSION CONTROL MEASURES WILL 13E CHECKED EVERY 7 DAYS OR
FROM
CARRYINGATHESTONNT CHECK µDPREVENT ADD STO
NES EDAM FLOWS NEEDED
AFTER BM:F1 RAIN PRODUCING )i INCHES MORE WHICH EVER COMES
TO MOUNTAIN DESIGN HEIGHT AND CROSS SECTION.
2.
FIRST.
SEDIMENT WILL BE REMOVED FROM BEHIND SILT FENCES WHERE SEDIMENT
1/. INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL
MAKE ANY REQUIRED REPAIRS IMMEDIATELY -
3.
IS 0.5 FEET DEEP AND REPAIR FABRIC IF TORN, LEAKING OR FAILING.
INSPECT AND REFRESH CONSTRMG'TKIN ENTRANCE WITH A NEW LAYER OF
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES • SHOULD THE FABRIC OF
A BAFFLE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE,
4,
GRAVEL AS NECESSARY.
CHECK SEDIMENT BASINS AFTER PERKS OF SIGNIFICANT RUNOFF.
REPLACE R PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE
REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS
ADEQUATE STORAGE VOLUME FOR THE NEXT RAM AND TO REDUCE
WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE DESIGN DEPTH.
CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE,
PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING THE
BAFFLES DURING CL.EANOUT. SEDIMENT DEPTH SHOULD NEVER EXCEED
AND INSPECT THE EMBANKMENT FOR PIPING MID SETTLEMENT. MAKE ALL
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS
HALF THE DESIGNED STORAGE DEPTH.
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
FROM THE RISER AND POOL AREA
GRAVEL WILL BE OR REPLACED WHEN THE SEDIMENT POOL NO
CLEANED
STABILIZED, REMOVE ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT
DEPOSES, BRING THE AREA TO GRADE, AND STABILIZE R.
5.
LONGER DRAINS PROPERLY OR IF THE ROCK is DmOOGED.
SIGNIFICANT RAINFALL'
INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH S
INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
OR GREATER) RAINFALL EVERT. CLEAR THE MESH WIRE OF ANY
REMOVE SEDIMENT AND RESTORE THE TRAP TD ITS ORIGINAL DIMENSIONS
TO ONE-HALF THE DESIGN
INCH
INCH
DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
WHEN THE SEDIMENT HAS ACCUMULATED
DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE
SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE
MESH WRING SEDIMENT REMOVAL REPLACE STONE AS NEEDED.
DESIGNED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE
13. INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY
GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING.
RAINFALL IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA AND
REPAIR THE DIVERSION RIDGE CAREFULLY CHECK OUTLETS AND MAKE
PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE R IS A
MINIMUM OF 1.5 FT BELOW THE LOW POINT OF THE EMBANKMENT.
TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS
PERMANENTLY STABILIZED. REMOVE THE RIDGE AND THE CHANNEL TO
IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBMMENT TO SLIGHTLY
MUST BE
BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE
ABOVE GRADE ANY RIPRAP DISPLACED FROM THE SPILLWAY
R'
REPLACED IMMEDIATELY.
AFTER ALL SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY
14. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH
(ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR
STABILIZED. REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT-
SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE
SIGNIFICANT
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS
ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE
8
PROPERLY.
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF
OR BELOW THE RIPRAP HAS TAKEN PLACE OR IF
HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO
THAT THE SEDIMENT UNDERNEATH R CAN BE EXCAVATED. EXCAVATE THE
ANY EROSION AROUND
STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED
SEDIMENT FROM THE EEENTIRE � IG NOT JUSTAROUND
THE THE BOTTOM OF THE SKIMMER
7.
REPAIRS TO PREVENT FURTHER DAMAGE
RIP RAP SHOULD BE INSPECTED PERIODICALLY FOR SCOUR OR DISLODGED
THE BASIN DOES NOT HOLD DOWN THE SKIMMER.
THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES
STONES. CONTROL OF WEED AND BRUSH GROWTH MAY BE NEEDED IN
REPAIR
IF WATER IS FLOWING UNDERNEATH OR AROUND THEM.
B.
SOME LOCATIONS.
ROCK DAM: CHECK SEDIMENT AFTER EACH RAINFALL REMOVE SEDIMENT
IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE
ON E ROPESKIMMERBOBUP
AND RESTORE ORIGINAL VOLUME WHEN SEDIMENT ACCUMULATES TO ABOUT
BA RN SUALLYD DISLODGE THE BRIS AND RESTORE OW- IF IS
AND DOWN
ONE-HNF THE DESIGN VOLUME
CHECK THE SLRUMITE FOR EROSION, PIPING. AND ROCK DISPLACEMENT
DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN
AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
9.
AFTER EACH SK;lITFICANT RAINSTORM AND REPAIR RAMEDMTELY.
INSPECT ALL MULCHES PERIODICALLY AND AFTER RAINSTORMS TO
SKIMMER TO SEE IF R IS CLOGGED. IF SO REMOVE THE DEBRIS.
SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE
CHECK FOR RILL ERD". DISLOCATION. OR FAILURE. WHERE EROSION IS
OBSERVED. APPLY ADDITIONAL MULCK IF WASHOUT OCCURS, REPAIR THE
IF THE
REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR
SLOPE GRADE, RESEED AND REINSTALL MULCH. CONTINUE INSPECTIONS
BY FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE
10.
UNTIL VEGETATION IS FIRMLY ESTABLISHED.
INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE INTER EACH RUNOFF
REPOSITIONING THE SKIMMER.
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY
EVENT.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND
REWIRED REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE
SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR
EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT
ALL DAMAGE IMMEDIATELY. IF SIGNFCANT EROSION OCCURS BETWEEN
EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND
SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL
DAMS, INSTALL A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE
TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS.
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME
CHANNEI_
SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT
THE SKIMMER FROM PLUGGING WITH ICE
0
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(Lot 93� -- - -`� -- - 20' PUBLIC UTILITY EASMENT END of ACCESS EASEENT 387.96' _ _ .OD' — —
189.86'
\ PROPOSED 8' WATER MAIN APPROX. LOCATION OF LIMITS OF DISIURBA
�� jW-60'58'34' E EXISTING 12 FT WIDE
1 TO BE
DIRT
1�--40.00
oASDRiv WAY FOR L�
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T
1k W
1k 4k y W '41 S 89t2'07" t 1045.t0'y 4k 1kN W 4k W 41 NP 4102'07" W 693.15'
N /F N/F
Prick N/F /F N/F
tlLoyman atLayman Lay
\� � �•' Usher � � Usher man Patrick Usher ` R ph C. & Ralph C. & N
DB1342 PG1586 DB1342 PG1586 DB1342 PG1586 oris C. Doris C. Pegg
\ --//' Whitney Whitney Bur
R) DB2515 PG649 DB2515 PG649 DB378
CN
ri *1 DESIGNERS PUN catTIFreAnoN:
_. I No CERIIFYIHAT THIS PAN HAS BEEN PREPAREDn ACCORDANCE WITH THE IATr1T NEW' H14NOVER
COUIEY ORDINANCES AND STORMIKIR DESIGN MANUAL
SIGNAnI3•
PRINT NAME T01 F'
PATE•
REGISTRATION HALILR
Z (Lot 91)
w
F ,EXISTING P/L
m River Oaks
LIMITS of d Sec. 7/Ph. 3
DISTURBANCE _0
M.B. 47/393
w w w
8" TAPPING /
g SLEEVE & VALVE j
} -- _.....CONTRACTOR SHALL OIREC11MAL YORE -PROPOSED
3 - 8'- WATER, _MAIN _-LOCATED ON LOT 192 IN THE
Z RIVER OAKS SUBDIVISION
\ N/F
\ Terue Simmons
DB 1181 PG 510
S 89'26'32" E 597.83'
N �26'32" W 695.23' j
20' PerimY�er Setback
�\ IV y 1k4k 4k
20' Perimeter Setback
46.58' y y
W y y y W 4k y y y W 1k
4Y
4° Existing 44, 4k y 4k N 4k
4k 414k W y 4k
y W y
Residence y y k 4k y yUri 41 1k k -w
OWNER'S CERTIFICATION
I (WE) HEREBY CERTIFY THAT I (WE) AM W THE CURRENT OWNER OF THE PROPFRIY AND TINT UPON
RECEIPT OF 'AUTHORIZATION-TO-CONSERI1Cf" ANf CLEARING, GRADRK., CONSTRUCTION OR DEVELOPMENT.
WILL BE PERFORMED If ACCORDANCE WITH INS RAN AND THAT THE APPLIGBE ORDINANCES NO RILES OF
NEW HANOVER COUNTY. THE STATE OF NORTH CAROLINA AND THE FEDERAL GOVERMENT NO IS
AGENCIES WHICH ARE IEREHf MADE PART OF THIS RAN. AS THE oYIER. 1 (WE) ACCEPT FULL W
RESPONISIBLITI' FOR THE CONSTRUCTION AND OPERATION AND MAINTENANCE OF THE PROPOSED FACIIR6. 1
(WE) WILL NOT ATTEMPT TO TRMFER OF THIS FE:SPONSIBU Y WITHOUT THE WRITTEN A TIOUABON OF
NEW HANOVER COIMIY."
SIGNATURE:
PRINT NAME TALE
K.-\AutoCAD\2005\94\coral-ridge(3A-10).dwg
N
9
E
GRAPHIC SCALE
(>NFM)
1 inch = 50 fL
4-91Lee
2
TENSED 70 HaF/a IYIS OF 06RAtsk4m
0-20-0
3
wow 70 AIN= WEER t SEWER
10-3D-06
4
1EMIM PER WC ARC
3-12-10
REV ND.
I DESG�
DQE
;TORMWATER & S&EC PLAN
;ORAL RIDGE
'160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA
DATE:
4-3-08
SCALE
DRAWN:
JCB
EERIN
CHECKED:
BOULEVAJBMORTH
CAR2
C!iw
PRQI-52435209
!�
ORnei': COftAI It10GE LLC
1202 N. LAKE PARK BLVD. SUITE A
N`
r �Y
DAROLJNA BEACH, NC 28428
PHONE: [phone]
APPROVED
.I^nTii r" An6Ai
WA r_Fd% k)f'%KIAALAITdi-F -
MANAGEMENT COMMISSION FEB o i 2on
DIVISION OF W.kaR QUALITY,,

Permanent Seeding
SpedfIcotlons #6.11 - Specifications
(Specifictions are as per the 'Erosion and Sediment Control Planning and Design Manual' of the state of
North Carolina)
Table 6.11p - Seeding No. 1CP for. Well -to Poorly Drained was with Good Moisture Retention; Low
Maintenance
Seeding mixture
Species Rate (lb/acre)
Tall fescue 80
Pensacola Bohiagrass 50
Sericea lespedezo 30
Kobe lespedezo 10
Seeding Notes
1. From Sept 1 - Mar. 1, use unscarified sericea seed
2. On poorly drained sites omit sericea and 'increase Kobe to 30 lb/acre.
3. Where a neat appearance is desired, omit sericea and increase Kobe to 40 lb/acre.
Nurse plants
Between Apr. 15 do Aug. 15, add 10 lb/acre German millet or 15 lb/acre Sudangrass. Prim to May 1 or after
Aug. 15. add 25 lb/acre rye (grain).
Seeding dates
Beat Possible
Early spring: Feb. 15 - Mar. 20 Feb. 15 - Apr. 30
Fall: Sept 1 - Sept. 30 Sept 1 - Oct. 31
Sol amendments - Apply lime and fertilizer according to son tests, or apply 3,000-5,000 lb/acre ground
agricultural limestone (use the lower rate on sandy sons) and 1,000 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre grain strew or equivalent cover of another suitable mulch. Anchor straw by
tacking with asphalt, netting, or roving or by crimping with a mulch anchoring tool. A disk with blades set
nearly straight can be used as a mulch anchoring tool.
Maintenance - If growth is less than fully adequate, refertnize in the second year, according to son tests or
topdrass with 500 lb/acre 10-10-10 fertilizer. Mow as needed when sericea is omitted from the mixture.
Reseed, fertilize. and mulch damoged areas immediately.
Table 6.11q - Seeding No. 2CP for. Weil -to Poorly Drained sods with Good Moisture Retention; High
Maintenance
Seeding mixture
Species Rate (lb/ocre)
Tall fescue (blend of two or
three improved varieties) 200
Rye (grain) 25
Seeding dates
Best: Sept. 15 - Oct 15
Possiblr. Sept 1 - Oct 31 or Feb. 15 - Apr. 30
Sol amendments - Apply I•Nne and fertilizer according to soil tests, m apply 3,000-5,000 Ib/acre ground
agricultural limestone (use the lower rate an sandy sole) and 1.000 lb/acre 1G-10-10 fertilizer.
Mulch - Apply 4,000 Ib/ocre grain straw or equivalent cover of another suitable mulch. Anchor straw by
tacking with asphalt, netting, or roving or by crimping with a mulch anchoring tool. A disk with blades set
nearly straight can be used as a mulch anchoring tool.
Maintenance - Fertilize according to soil tests or apply 40 Ib/ocre nitrogen in Jan. or Feb., 40 lb in Sept,
and 40 lb in Nov., from a 12-4-8 , 16-4-8, or similar turf fertilizer. Avoid fertilizer applications during
warm weather, as this inceases stand losses to disease. Reseed, fertilize, and mulch damaged areas
immediately. Mow to a height of 2.5-3.5 inches as needed.
Table 6.11v - Seeding No. 7CP fin. Grass -lined Channels; Coastal Plain. Lower Piedmont, and Dry Soils in the
Central Piedmont
Seeding mixture
Species Rate (Ib/acre)
Common Bermudograss 40-80 (1-2 lb/1,000 ft" 2)
Seeding dates
Coastal Plain: Apr. - July
Piedmont Apr. 15 - June 30
Soul amendments - Apply lime and fertilizer according to sal tests, ar apply 3.000 lb/acre ground
agricultural limestone and 500 Ib/ocre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material to cover the bottom of
channels and ditches. The lining should extend above the highest calculated depth of flow. On channel side
slopes above this height, and in drainages not requiring temporary linings, apply 4.000 lb/acre grain straw
and anchor strew by stapling netting over the top.
Mulch and anchoring materials must not be allowed to wash down slopes where they can clog drainage
devices.
Maintenance - A minimum of 3 weeks is required far establishment Inspect and repair mulch frequently.
Refertnize the following Apr. with 50 Ib/acre nitrogen.
Refer to Appendix 8.02 for botanical names
Table 6.11r - Seeding No. 3CP fin Dry Sands to Sandy Looms:
High Maintenance, Fine Turf
Seeding mixture
Species Rate (bu/1,000 ft-2)
Tmfway or Tmfway 11 Minimum: 3
hybrid Bernudagrow Rapid cover: 10
Seeding Notes
1. Sprig or sod (Practice 6.12, Sodding). Moisture is essential during initial establishment Sod must be kept
well watered for 2-3 weeks, but can be planted earlier or later than sprigs.
2. Common Bermuda can be seeded or sprigged but does not produce a high -quality turf. It is also leas
cold tolerant than the hybrids, more weed prone, and a pest in flower beds and specimen plontings.
Planting dates
Apr. - July
Son amendments - Apply lime and fertilizer according to soil tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertRizer, or 50 lb/acre nitrogen from turf -type
slow -release fertilizer. Add 25-50 lb/acre nitrogen at 2- to 3-week intervals through midsummer.
Sprigging - Plant sprigs in furrows with a tractor -drawn transplanter, or broadcast by hand.
Furrows should be 4-6 inches deep and 2 it apart. Place sprigs about 2 it apart in the row with one
end at m above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs into the top 1/2-2 inches of son with a disk set
straight so that sprigs are not brought back toward the surface.
Mulch - Do not mulch.
Maintenance - Water as needed and mow to 3/4- to 1-inch height. Topdress with 40 lb/acre nitrogen in
Apr., 50 lb in May, 50 lb in June, 30 lb in July, and 25-50 lb in Aug.
Table 6.11s - Seeding No. 4CP for: Well -Drained Sandy Looms to Dry Sands. Coastal Plain and Eastern Edge
of Piedmont; Low -to Medium -Care Lawns
Seeding mixture
Rate
CCeeseitipedegrass 10-20 Ib/acre (seed) or
33 bu/acre (sprigs)
Seeding dates
Mar. - June
(Sprigging can be done through July where water is available for irrigation.)
Sol amendments - Apply lime and fertilizer according to son teats, m apply 300 Ib/acre 10-10-10.
Sprigging - Plant sprigs in furrows with a tractor -drawn transplanter, or broadcast by hand.
Furrows should be 4-6 in chew deep and 2 it apart. Place sprigs about 2 it apart in the row with one end
at or above ground level (Figure 6.11d)
Broadcast at rates shwon above, and press sprigs into the top 1/2-2 inches of won with a disk set straight
so that sprigs are not brought back toward the surface.
Mulch - Do not mulch.
Maintenance - Fertilize very sparingly - 20 lb/acre nitrogen in spring with no phosphou& Centipedegrom
cannot tolerate high pH or excess fertilizer.
Table 6.11t - Seeding No. 5(2' for: Wall -Drained Sandy Looms to Dry Sands;
Low Maintenance
Seeding mixture
Species Rate (lb/acre)
Pensacola Bohiograss 50
Sericea lespedeza 30
Common Bernudagraas 10
German millet 10
Seeding Notes
1. Where a neat appearance is desired, omit wericea.
2. Use common Bermuda only on isolated sites where it cannot become a pest Bermudograse may be
replaced with 5 lb/acre eentipedegrass.
Seeding dates
Apr. 1 - July 15
Sol amendments - Apply lime and fertilizer according to son tests, or apply 3,ODO th/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre grain straw or equivalent cover of another suitable mulch. Anchor by tacking
with asphalt, roving, or netting m by crimping with a mulch anchoring tool. A disk with blades set nearly
straight can be used as a mulch ancoring tool.
Maintenance - Refertilize the following Apr. with 50 Ib/ocre nitrogen. Repeat ae growth requires. May be
mowed only once a year. Where a neat appearance is desired, omit serkee and mow as often as need.
15' ` �23.09'1
FLOW L T_[°0°°0 15
1.5' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND 1-20
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
K,\AutoCAD\2005\94\coral-ridge(1-18-11).dwg
30.47'r23.10'
FLOW I o000 1
1.5' THICK
RIP RAP
NOTE- PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND #1-10
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
Temporary SeekWrp
Specifications #6.10 - Specifications
(Specifications are as per the 'Erosion and Sediment Control Plarwnkg and Design Nanuat' of the state of
North Carolina)
Table 6.I0a - Temporary Seeding Recommendations
for Late Winter and Early Spring
Seeding Mixture
Species Rate (lb/acre)
Rye (grain) 120
Annual lespedeza (Kobe in
Piedmont and Coastal. Plain,
Korean In Mountains) 50 /
OMt annual lespedeza when duratkm of temporary cover Is not to extend beyond June. (/\�
Seeding dates
Mountains - Above 2500 ft, Feb. 15-May 15
Below 2500 ft- Feb. I -May I
Piedmont - Jan. 1-May 1
Coastal Plgin - Dec. I -Apr. 15
Soft amendments - Follow recommendations of soft tests or apply 2,000 lb/acre ground agricultural ilmestone
and 750 lb/acre 10-10-10 fertnlzer.
Mulch - Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool.
A disk with blades set nearly straight can be used as a mulch anchoring tool.
Maintenance - Refertllize If growth Is not fully adequate. Reseed, refert#ize and mulch Immediately following
eroslon or other damage.
Table 6.I010 Temporary seeding Recommendations for Summer
Seeding mixture
Species Rate (lb/acre)
German millet 40
In the Piedmont and Mountains, a snail -stemmed Sudangrass may be substituted at a rate of 50 lb/acre.
Seeding dates
Mountains - Hoy 15-Aug. 15
Piedmont - May 1-Aug. 15
Coastal Plain - Apr. 15-Aug. 15
Son amendments - Follow recommendations of soft tests or apply 2,000 lb/acre ground agricultural limestone
and 750 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool.
A disk with blades set nearly straight can be used as a mulch anchoring tool.
Maintenance - Refertllize If growth Is not fully adequate. Reseed, refertlize and mulch Immediately following
erosion or other damage.
Table 6.I0c Temporary Seeding Reconmendatlns for Fall
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Seeding dates
Mountains - Aug. 15-Dec. 30
Coastal Plain and Piedmont - Aug. 15-Dec. 30
Soil amendments - Follow soil tests or apply 2,000 lb/acre ground agricultural limestone and 1,000 lb/acre
10-10-10 fertillzer.
Mulch - Apply 4.000 lb/acre straw. Anchor straw by tacking with asphalt, netting, ar• a mulch anchoring tool.
A disk with blades set nearly straight can be used as a mulch anchoring tool.
Maintenance - Repair and refertllize damaged areas immediately. Topdress with 50 lb/acre of rltrogen in
March. If it Is necessary to extend temporary cover beyond June 15, overseed with 50 lb/acre Kobe
(Piedmont and Coastal Plain) or Korean (Mountains) lespedeza In late February or early March.
PIPE SYSTEM - POND #1
FRDM
TO
SIZE(IN)
LENGTH(FT)
SLEIPE(FT/FT)
U.S. INVERT (EL)
D.S. INVERT (EL)
GRATE ELEV.
(e EDP)
CB-1
CB-2
18
30
OM533
1658
16.42
1905
CB-2
SDMH-2
18
140
.0030
16.42
16.00
19.85
SDMH-2
DI-2
36
74
0.01135
14.71
1187
20.80 (TOP)
DI-2
SDMH-1
36
44
0.002"
13.87
13.74
19.58
DI-3
SDMH-1
18
48
.03896
15.61
13.74
1956
SDMH-1
SDW-12
42
1 9
0.00333
13.74
1171
1921 (TOP)
CB-29
CB-30
18
37
0.01595
1 2114
20.55
2S96
CB-30
CB-31
18
41
0.01463
20.55
19.95
2518
CB-31
CB-5
IB
59
001576
19.95
1902
2415
CB-5
CB-4
18
182
0.02198
19.02
1502
22.63
DI-4
CB-4
24
23
.00304
15.09
15.02
19.34
CB-3
CB-4
18
30
0.00333
16.84
16.74
20.09
CB-4
SDHH-2
36
101
.00307
15.02
14.71
20.09
SDMH-12
DI-1
42
71
0.002%
1171
13.50
19.85 (TOP)
DI -I
OUTFALL
42
53
.00358
13.50
13.31
19.60
PIPE SYSTEM - POND #2
FROM
TO
SIZE(IN)
LENGTH(FT)
SLOPECFT/FT)
U.S. INVERT CELU
D.S.@
. INVERT (EL)
TE ELEV.
EDP)
11I-5
DI-6
24
146
0.00301
17.34
1&90
21.95
D-6
DI-7
24
144
0.00306
16.90
16.46
21.90
M-7
SDMH-9
30
79
0,00304
16.46
16.22
22M
DI-8
SDMH-9
18
45
0.05
18.47
16.22
2308
SDMH-9
SDMH-B
30
75
.00307
16.22
15.99
2403 (TOP)
SDMH-8
SDMH-3
30
31
0.00323
15.99
15.89
26.62 (TOP)
SDMH-3
CB-6
1 30
61 1
0.00328
15.09
15.69
26.62 (TOP)
CB-6
CB-8
30
233
M00305
15.69
14.98
26A9
CB-7
CB-8
IB
23
0.06739
19.88
18.33
23.21
CB-8
CB-10
36
239
0403M
14.98
14.26
23.21
CB-9
CB-10
18
23
OD6739
18.07
1652
21.41
CB-10
CB-16
42
221
0.00303
14.26
13.59
21.41
DI-14
DI-15
24
100
EIM
18.60
17.70
24.24
DI-15
DI-16
24
167
0.00539
17.70
16.80
22.20
DI-16
DI-17
30
167
0.00449
16.80
16.05
21.85
DI-17
CB-13 -
36
118
0.00314
1&05
15.68
21.65
CB-11
CB-12
18
23
0.00565
18.20
18.07
21.56
CB-12
CB-13
18
42
0.0569
18.07
15M
21.56
CB-13
CB-14
36
73
0.00329
15.68
15.44
21.72
CB-14
CB-16
42
54
0D0778
15.44
15.02
M14
CB-15
CB-16
15
23
0.05
18.68
17.53
2213
CB-16
CB-18
60
117
0.00256
13.59
13.29
22.13
CB-17
CB-18
1B
23
0.01
17.65
17.42
21.07
CB-18
SDMH-5
60
71
OA03M
13.29
13.02
21.07
SOIH-5
SDMH-7
60
136
0.00301
13.02
12.61
22AO (TOP)
SDMH-7
OUTFALL
60
58
0.00293
12.61
12A4
21.72 (TOP)
611-19
CB-20
18
23
0.007826
17.35
17.17
20.82
CB-20
13UTFALL
18
43
0.043
17.17
15.32
20.82
11I-19
DI-20
18
119
0.00479
1712
1655
21.30
➢I-20
SDMH-6
24
77
0=12
1655
16.31
21.05
CB-27
CB-28
18
23
000739
17.69
17,52
21.02
CB-28
SDMH-6
18
72
0.01681
1752
16.31
21.02
SDMH-6
-
CB 29
24
69
0 .00303
16.31
16.04
21.40 CTOP)
CB-25
CB-26
18
23
0.00739
17.59
17A2
20.94
CB-26
CB-29
18
124
0.01131
17.42
16.04
20.94
SDKH-13
CB-24
30
in
0.00297
16.04
15.66
21.72 (TOP)
CB-21
CB-22
18
23
0.00695
1758
17.42
20.92
CB-22
CB-24
IB
286
0.00231
12.22
1 1156
20.92
CB-23
CB-24
IB
23
0,0104
1 17.46
1 17.22
20.79
CB-24
OUTFALL
36
1 50
0.0012
1 1L56
1 11.50
20.79
PIPE SYSTEM - BYPASS PIPE
FROM
TO
SIZEQN)
LENGTH(FT)
SLOPE(FT/FT)
U.S. INVERT (EL)
D.S. INVERT CEU
GRATE ELEV.
(e EDP)
UPSTREAM
DI-22
IS
16
016063
20.40
17.83
-
DI-22
OUTFALL
1 15
1 336
1 0.00232
1 17.83
1 1705
20.05
40' L�21.70�
FLOW °o°a 40
°°°° _1_
1.5' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND #2A
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
40' L±18.70�
FLOW °o°0 40
1.5' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
TOP OF POND
3:1 SLOPE
10:1 SLOPE J 1
3' HIDE
BOTTOM OF FOREBAY L 10:1 SLOPE FOREBAY SEDIMENT CLEANOUT R. BOTTOM OF POND
POND #1-10 FOREBAY & POND CROSS-SECTION
SCALEI V = 20,
TOP OF POND
,11 SLOPE
iO i SLOPE
TOP OF POND
3:1 SL�
10:1 SUPE
aOf
IV WIDE
VEGETATED
SHELF
6
BOTTOM OF POND -MAIN POND SEDIMENT
CLEAAWT EL
POND #1-20 POND CROSS-SECTION 116
SCALE- 1' = 20' VEGI
IS MAINTENANCE
ACCESS P❑ND 1-10 DETAIL
N.T.S.
TOP OF POND
TEMPORARY POOL EL
PERMANENT POOL EL I. ,,.
10.1 SLOPE
MAIN POND SEDIMENT
CLEANOUT EL
TO- WIDE
VEGETATED
SHELF
T ET STRUCTURE
(SEE DETAIL)
TOP OF POND
L I.19-OPE \_ f0:1 SLOPE
10:1 SLOPE
3' WIDE TEMPORARY POOL EL
SL �_ PERMANENT POOL EL 3:1 SLOPE
E y1
10:1 SLOPE
10:1 SLOPE
BOTTOM OF FOREBAY BOTTOM OF POND MAIN POND SEDIMENT
FOREBAY SEDIMENT CLEANOUT EL
EL CLEANOUT
10' WIDE
POND #2A FOREBAY & POND CROSS-SECTION VEGETATED
SCALE, 1' = 2W SHELF
TOP OF POND
J' WIDE
_ TEMPORARY POOL EL _
J.I SLOPE ' 3,T
PERMANENT POOL EL
10.1 SLOPE
10.• 1 SLOPE
BOTTOM OF FOREBAY BOTTOM OF
FOREBAY SEDIMENT
POND
MAIN POND SEDIMENT
CLEANOUT EL
CLEANOUT EL
10' WIDE
POND #2B FOREBAY & POND CROSS-SECTION
VEGETATED
SCALE, 1' = 20'
SHELF
NOTES:
1. MUHIENBERGN CAPl1ARUS(PNK MUHLY) $ SPARITNA BAKERI(CORDGRASS) OR CENTIPEDE
SOD TO BE PLANTED ON SLOPES OF PONDS ABOVE THE
PERMANENT POOL 3 EITHER PICKEREL WEED, BLUE FAG IRIS, OR DUCK POTATO
TO BE PLANTED ON THE VEGETATED SHELF.
2. E THE BA4N IS USED FOR SEDIMENT AND EROSION CONTROL DURING
CONSTRUCTION, CLEAN OUT OF THE BASH IS SPECl1ED PRIOR TO USE AS A
WET DETENTION BASIN.
3. ALL WATER THAT DRAINS OFT IMPERVIOUS SURFACES LOCATED WITHIN THE DRAINAGE AREAS FOR POND /1 AND POND 12
WILL BE DIRECTED IRO THE STORMPIATER SYSTEM, BY EITHER RAISING AND SLOPING SiTE TOWARDS THE
STREET, PIPING TOWARDS THE STREET OR GLITTERING TOWNHOUSES AND SPILLING
WATER INTO FRONT YARDS THAT DUN TOWARDS THE PARKING (ALL ROOF DRAMS MUST BE DIRECTED TO THE PONDS).
4. ENERGY DISSMAiORS TO FIVE FILTER FABRIC UNDERIAYMENT.
5. IF THE PONDS NEED TO BE DRAINED FOR MAINTENANCE OR AN BAGM 0
A PUMP IS TO BE USED TO DRAIN THE PONDS.
6. BUILDINGS TO DRAIN TO THE PARKING N FRONT OF ITSELF.
ILET STRUCTURE
(SEE DETAIL)
TOP OF POND
SLOPE
10.•1 SLOPE
SHUT ELEVATI13NS
POND
ELEV.
1-10
12.98
1-20
13.98
2A
150
2B
15.23
ELAILIRM 20
VRDTH=5&0 FT
PVC ORIFICE WITH G
90' ELBOW DONN
• e I
p-i
1..
- 1 I
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• IJ
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i4R!IT')•&MUM`IJUT-11[
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1ffMLA0P
AZRMR2k4"F-
r
TYPE SF9.5A ASPHALT
CRUSHED STOW(ABC)
n I
o e
TYPE 'H' CURB AND GUTTER
SD 7-04
NOT TO SCALE
FINISHED GRADE
MANHOLE CONSTRUCTION
SIMILAR TO STANDARD
MANHOLE -
NEW OR EXIST.
CULVERT -
3000 PSI CONC.
FOOTING
INTERFERENCE MANHOLE
NTS
H •]. 1 -I ,Np
PRINT NINE F•
DAIF- --
REGISTRATION MMBEIF
OWNER'S CERIFICATION
I (HIE) HOW C>OM THAT I (W7 AM (ARE) THE CINRENT OW ER OF THE PROPERTY ND TNT UPON
RECEIPT OF AUINOROATI N-TO-CONSIRUCY MY CLENtING, QVDNC. CDN6TRUMM OR MVELOPIR'NF.
WILL BE PERFORMED N ACCORDNICE WITH THIS PUN AND THAT THE APPUOIBlE ORDINANCES AND RILES OF
NEW HMOVE( COINLY, THE STATE OF NORM CAROUNA AND THE MEW GOYERIOOR AND ITS
AGEN ES WHICH ARE HOOKY AIDE PART OF THIS PINL AS THE GAMER, I (ILL) ACCEPT FULL
RESYONSIBI 11Y FOR THE CONSI UC ION AND OPERATION NO MA#UBWACE OF THE PROPOSED FAC#1IES. I
W WILL NOT ATTEMPT TO TIANFER OF THIS MWONSIBLRY WNOUF THE Wdf1FN AUTHORIZATION OF
FEW HIND" axilim.'
PRIM NNE
12
IEV® PER NCIEIR TO IE110M RFFERIDO S 10 AN ItF1L1M11aN @RW
9-27-10
11
REVISED 10 ADJUST PPE C ARr FOR POND 1.
7-e-10
10
REMSED TO MJ6r PPE OHM At IIN43MOI S AREA O1RT.
3-12-10
9
REVISED TO AIM1W PPE OFRr.
1-25-10
e
REVISED TO ROOM O EIVIEN.Y SPILUW DEEM.
4-9-M
7
REVISED TO ADJUST PPE 3x81EM OmRs
3-23-0
e
REVISED 10 ADAMST 019EiE S@ FOR EACH POID.
9-15-e9
5
WHIM PER NCoDis TO ADD smaeff 0EWOtr aDOlIpB.
8-29-0e
4
REVISED TO ADD Men EEDAa10111 FOR POD 1-10 ! ICAO.
R-28-O9
3
IIEVISW TO ANNST 9PFRN0115 ARFA QPRT FOR POD OLa-e-0a
2
REVISED 10 AANST POMP 1-20 DEMI..
S-Ts-09
I
REV® PER MEW HNNA" COOnY COMMO 15 TD ADD OMTE E1DAVIONS TO PPE SISrL C9RI4
S-F-Oa
REV Na
DE9LRIPIION
aTE
SURFACE AREA
1-20
P❑ND 1-20 DETAIL
N,T.S.
r- HATCHED AREA FOR THE INFLOW INTO POND 2A
HATCHED AREA IS MAINTENANCE ACCESS
HATCHED AREA 671.83 SP. IS LARGER THAN THE REQUIRED SURFACE AREA
AT THE PERM T POOL THE -FLOW INTO POND 2B
P❑ND 2B DETAIL-
N. T. S.
OUTLET STRUCTURE DETAILS (FEET)
D
BOX
INSIDE
B
GROUT INSIDE
THICKNESSAT
BOTTOM �
BASE
ION
f
4x4
6x6x0.5
0.75'
74.5
2
1 4.4
1 R.AX0.51
1'1
14.75
WELDED BAR
TRASH RACK
BOLTED IN PLACE
4' OPENINGS
2FICE
' THICK PRECAST
1R ELEV OUTLET STRUCTURE
ELEV.
OUTLET PIPE
PRECAST CONCRETE BOX/ y as ri j"
�. OR EQUIVALENT •.; ,iyn `-'"" 6' EXTENDED BASE
6' MOCK
EXTENDED BASE T
NOTE: ALL OUITLEIS SMALL BE PROTECTED Of TRASH SCRIOM
THE TOP OF THE RISER SHALL HAVE A TRASH RACK MADE OF
NUMBER 5 REBARS WELDED TO ANGLE FRAME FRAME SHALL BE
ATTACHED TO RISER SO AS TO BE REMOVABLE FOR MAINTENANCE
OUTLET STRUCTURE DETAIL
NOT TO SCALE
DATE
DETAIL SHEET
4-3-08
CORAL RIDGE
SCALE
7160 CAROLINA BEACH ROAD
N.T.S.
DRAWN:
JCB
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA
MCAR r'`''+� MALPASS ENGINEERING, P.C.
CHECKED:
1134 3lNPYARD HOVLEVARD
JBM
�<1k �'
`9 11D]QNGTON. NORTH CAROI.INA 28412
PROJECT NO:
PROJECT
reaep �q
RIDGL
o
CORAL
2(YL N. LAKE P� SLVD. SUITE A
SHEET NO:
p\Q�:Ownen
CAROLINA BEACH. NC 28428
BQY� .•� PHONE [phone]
2 0
NORTH CAROLINA, tNVIISOW ANW. 0 7 z011
MANAGEMENT COMMISSION`
DIVISION O WATI R QUALM`;

U I
A
W
W
-- - N/F 1. DISTRBED AREA=1,416,BM S.F. = ±32.53 AC.
Terue Simmons
DB 1181 PG 510 rsee 2 ALL SEWER MAINS TO BE B' PIPE VATH MINIMUM 3' COVER UNLESS NOTED 0
S 8926'32' E 597.8V S 8925'32 3. ALL WATER MANS TO BE 8' UNLESS NOTED OTHERWISE WITH A MINNAUM 3' COVER.
N
Zg• a Semau, W W W W W W W W W W W W 4. STREET LIGHTS PER PROGRESS ENERGY MAP.
p' P'w SMoak5. ALL ROAD MATERIALS SHALL MEET NCDOT STANDARDS.
=
7 6. HORIi>7NTAL SEPARATION BETWEEN WATER AND SEWER IS TO BE 10' BETWEEN EDGE
7. OF 24 IN. VERTICAL SEPARATION SHALL BE FRONDED BETWEEN STORM SEWER AND
°' �`°• W W W w W L \ �\ Q SANITARY SEWER LINES OR FERROUS PIPE SPECIFIED
8. .
W W W VERTCAL SEPARATION BETWEEN WATER AND SANITARY SEWER.
W W W W / W I WAII3R OVER SANITARY SEWER: Air OR USE D.I.P. (ON BOTH) 10' ON EITHER SIDE
♦ W W W W
J CR �y
51 - R \ taI W W W of y.oJJING.
n _ f
271 OC. \ \ .tea / Z CROSSING. SANITARY SEWER OVER WATER: USE D.I.P. (ON BOTH) 10 ON OTHER
SIDE OF
\ $ 'Y W dp / I- 9. VERTICAL SEPARATION BETWEEN WATER AND STORM SEWER:
\ W W W z 'Y W •h z WATER OVER STORM SEWER: >18" OR USE D.I.P. ON WATER /0' ON EITHER SIDE OF
52 \ W W W / _ 1 W CROSSING.
N 0015743• E s aa53' r4w W' STORM SEWER OVER WATER: USE D.I.P... ON WATER 10' ON ETHER SIDE OF
7.56 OO. f rwe arm larsr / Nr er re Pre gI.96' aaa S MV ar E 3.00' I oiiw 4e O CROSSIN131
/ - - - - - - 1Qssor / U 10. ALL SANITARY SEWER MANHOLES WITH A DROP OF 30" OR GREATER SHALL HAVE AN
eta-,fr 1• E m>e, r 1rn s -
/ INSIDE DIAMETER OF 5' 11ETH AN INSIDE DROP STRUCTURE
S e992.1 67a91' / - - - w'ar es sn lO Ceior it
s r 11. ALL ROOF DRAINS TO BE DIRECTED TOWARDS DRAINAGE SYSTEM AND PONDS.
E
- r - r . - -
Wyy1THEE SHALL NO 94CUMBRANCES VnilN THE
RIGHT-OF-WAY.
- - - - BE
PHASE OF ACTIVITY DISTURBED AREAS WALL BE
nin7' E a7E O 13.
UPON COMPLETION OF
SEEDED WITHIN 21 DAYS OF NO CONSTRUCTION. E LOTS ADEQUAT
ELY TO
W W W ""L14. IT IS THE CONTRACTOR'S RESPONSIBILITY TO RAISE & SLOP
/ W W W W W W W W W W W ♦ ENSURE POSITIVE DRAINAGE TOWARD STREET'
W W a W W W W W •J? W W W W W W or�sweru+ W W W W ♦ W W W W W , 196 15. THE DEVELOPER SHALL ENSURE STORMWATER ON ADJACENT PROPERTY IS NOT
/I W W W W W W W W
I HINDERED FROM FLOWING OFF THEIR PROPERTY DUE TO DEVELOPMENT.
v \ I I 16. MANHOLES. CATC�HLpBpASINS, AND DROP INLETS SHALL BE SIZED APPROPRIATELY TO
/ W Y W W W W W W W W W W '✓,I W W W W W W W W W � W W W W W W W W n 1 1 O ACCOMMODATE OVERSIZED PIPES.
W W W +• + . W W W W W W 17. GRAMTY SANITARY SEWER WITHIN WOF WETLANDS SHALL BE O.I.P. AND MEET
W W W W W W W W W W W W +H W W W W W W W W W W W W Ra AM. W W W W W W W W W W S\ I i IJ � WATER MAIN MATERIALS, TESTING METHODS AND ACCEPTABILITY
W W W W W W W W W W W W W W W W W W W W W W W W W Z05 aoY W W W W W W W W W W \ W STANDARDS (15A NCAC 18C).
W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W •Y W Y W W 1 I / I& MOUND ELEVATION (GE) ON RETANNc WALLS IS THE GROUND ELEVATION AT THE
m WALL. THE ACTUAL BOTTOM OF THE WALL TO BE DETERMINED BY OTHERS.
W W •' W W W W W W ♦ W W W W W W W W W 'I W W W W W •` W W W W W W W W W W W W /
x e6•YOT •WITS W W W W W S 011112., T 1046•ai W . W W �� -i 19. PROPOSED RETAINING WALL DESIGN AND HEIGHT (AS MEASURED FROM TOP ALL
' TO BOTTOM OF WALL) BY OTHERS. MALPASS ENGINEERING, P.C., IS NOT
� W RESPONSIBLE FOR RETAINING WALL DESIGN.
N/F N
Layman Patrick Usher h C. & Rdph F & N/F W 20. ALL DROP INLETS TO � 1r
HEAVY DUTY 2'3' FRAME & GRATE (GENERAL FOUNDRIES
081342 PG1586 aria C. Doris C. Peggy Dawn INC., ITEM 124364 OR EQUIVALENT) FRAME & GRATE TO BE TRAFFIC BEARING.
WhitneyWhitney Burton
;2515 Un 21. ALL CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL, STATE,&FEDERAL
PG649 D82515 P0649 D83788 PG271 22 NOGETECHNI TESTING HAS BEEN PERFORMED ON SITE NO WARRANTY IS
EXPO OR IMPLIED FOR SUITABILITY OF SOILS. OWNER/CONTRACTOR SHOULD
4. CONSULT WITH A GEOTECHNICAL ENGINEER FOR SOILS INFORMATION. ANY UNDERCUT
& REWTRED REPLACEMENT WITH SUITABLE MATERIAL SHALL BE THE RESPONSIBILITY
OF THE CONTRACTOR.
c R/W 23. EXISTING WATER MAIN TO BE D.I.P. IF CLOSER THAN 5' HORIZONTALLY TO CULVERTS.
o R W c o EXISTING FORCE MAIN TO BE D.I.P. IF UNDER CULVERTS (SEE ABOVE FOR
50' R.O.W. i SEPARATION NOTES)
m m " 1 24. SOILS ON SITE ARE MAINLY: W0. St, Ly. KG & Pm.
3 5' 7' 73' I 13' 12' w 25. TOTAL PROPOSED NPERVIOUS AREA ON SITE (NCLUDES FUTURE ALLOCATION) = 409,701 SF.
3:t MAX.\ »c 1/4" PER I i/4" PER 3 3:1 MAX. 26. SOME OFF -SITE DRAINAGE ENTERS THE SITE
SLOPE X. Type "A' Curb FT. SLOPE 1T. SLOPE Type "A" Curt -SLOPE TO 27• THIS PROPERTY IS NOT WITHIN A SPECIAL FLOW HAZARD AREA AS SHOWN OF FIRM
EXISTING / &Gutter �- -� & Gutter EXISTING COMMUNITY PANEL' 37203132001 / DATED- APRIL 18, 2005.
5' Conc. i 2" Per 1/2" Per \ 28. WHEELCHAIR RAMPS TO BE NCDOT STANDARD. WHEELCHAIR RAMPS TO BE
1/2" per Sidewolk Foot Slope 1.5" SF9.SA Asphalt I 6" ABC OVER Foot Slope MAINTAINED BY THE LOCAL MUNICIPALITY-
Sidewalk'
Slope COMPACTED SUBGRADE 1' 1' 29. SWAIE tit &REMAINDER OF DIS77NR9ED AREA LOCATED WITHIN NCDOT R/W OF
Foot 4Slope BONAIRE ROAD X-SECTION FROM STA. 5+17.49 TO STA. 14+65.54 MATTING
BEACH ROAD R BE IMMEDIATELY SEEDED &STABILIZED WITH EXCELSIOR
MATING PRIOR TO ANY RAINFALL EVENT.
(Residential Local Road) 30. A RECORDED DRAINAGE EASEMENT IS TO BE PROVIDED FOR EACH POND IN
ACCESS TO NEAREST FUWT-OF-WAY.
31. PRIOR TO INSTALLATION OF WATER & SEVER MANS CONTRACTOR IS TO NOTIFY THE
N.T.S.
4• ENGINEER. JEFF MALPASS, PE, WITH MALPASS ENGNEERIN% PC AT 910-392-5243.
32. DEVELOPER AND/OR LOT OWNER CAN NOT PLACE VERTICAL OBSTRUCTIONS, FENCES.
0 o WALLS. ETC., IN EASEMENTS
c R/W 33. GUARDRAILS OF SUFFICIENT HEGHT TO PREVENT ACCIDENTAL INJURY SHALL BE
o R W c 0 INSTALLED ON ALL RETAINING WALLS
50' R.O.W. - i 34. BYPASS WEIR TO BE IMMEDIATELY SEEDED & STABILIZED WITH EXCELSIOR MATTING
m " PRIOR TO ANY RAINFALL EVENT.
3 5' 3' 17' I 17' 8 0 35 A FAIRCLOTH SKIMMER SHALL BE INSTALLED IN AND CONNECTED TO THE OUTLET
1 4' PER 3 3:7 MAX. STRUCTURES LOCATED IN POND n-2D & ti2B (SEE SKIMMER DETAIL & CHART FOR
3:1 MAX.,, a 1/4" PER / ^�
SLOPE TO Type "A" Curb FT. SLOPE FT. SLOPE Type "A" Curb SLOPE TO SKIMMER & ORIFICE SIZES)- THE FAIRCOTH1 SKIMMERS ARE TEMPORARY• ONCE THE
EXISTING / 1/2" Per & Gutter -f'- --� & Gutter EXISTING ENTIRE SITE HAS BEEN STABILIZED THE SHIMMERS SHALL BE REMOVED & THE
5' Can 1/2" 1/2" Per \ ORIFICES (SEE THE POND DETAIL, & CHART FOR SIZES) SHALL BE INSTALLED.
Sidewalk Foot Slope 1.5" SF9.5A Asphalt I 6" ABC OVER Foot Slope 36. BYPASS SWALE till SECTION tit TO BE IMMEDIATELY SEEDED & STABILIZED WITH
1/2 Per COMPACTED SUBGRADE 1• 1' EXCELSIOR MATTING PRIOR TO ANY RAINFALL EVENT.
Foot Slope 1/4" Per 1' 1' 37. BUILDER TO ENSURE. THE AREA AT THE FRONT OF EACH TOWNHOUSE IS THE SAME
Foot Slope BONAIRE ROAD X-SECTION FROM STA. 0+40.04 TO STA. 4+35.49 ELEVATION AS THE BACK OF THE SIDEWALK LOCATED IN FRONT OF IT. BONDER TO
(Residential Collector Road) - Transition from this x-section to the x-section at sta. 5+17.49 ENSURE THE AREA BETWEEN TOWNHOUSES RISES BY 2 INCHES FROM FRONT OF
TOWNHOUSE TO BACK OF TOVNNtOUSI:
_ N.T.S. 38. TOPE ON WESTERN EXISTING LOTS (ti51-R & ti52) IS FROM NEW HANOVER COUNTY
c� T OF AN ACTUAL SURVEY.
3' 1, 39. N1 ROADS SHALL BE PRIVAopo. AND IS NOT THE TE, FOR FOR PUBLIC USE. & BUILT TO NCDOT STANDARDS
» z R/yW 40. THERE SHALL BE NO ENCUMBRANCES WITHIN THE NCDOT RIGHT-OF-WAY.
41. ONLY NCDOT APPROVED MATERIALS ARE TO BE USED WITHIN THE RIGHT-OF-WAY.
I
R^z 42 DETENTION PONDS TO DE LOCATED ASIDE PERMANENT PUBLIC EASEMENT OR OTHER
m c 50' R.O.W. _ LEGAL INSTRUMENT TO GUARANTEE PERMANENCE OF FACILITY AND FUTURE
MAIN1eJNANCE RESPONSIBILITY. PERMANENT EA57;1AEN7 IN TO BE RECORDED VATH
' 8 13' 3' 9' m PROVISION THAT MAINTENANCE IS TO BE PERFORMED BY THE PROPERTY DOER.
0 1.5' 5' 1.5' 13' w
43. I. KEN COFFER. HEREBY CERTIFY THAT 1 AM THE OWNER OF THE PUBLIC EASEMENT
1 4" PER i/4" PER 3 --. MAX. SHOWN AND DES(Xt18ED HEREON WHICH IS FOR THE PURPOSE OF STORM WATER
2:1 MAX. Type "A' Curb FT. SLOPE I FT. SLOPE Type 'A" Curb 0 SLOPE TO DETENTION AND THAT PUBLIC EASEMENT WILL BE MAINTAINED BY THE OWNERS, HIS
SLOPE TO " i/2" Per & Gutter �- & Gutter - EXISTING HERS, OR ASSIGNS, FOR THAT PURPOSE AT NO EXPPENSE TO THE DEPARTMENT OF
5' Conc. 1/2" Per TRANSPORTATION.
EXISTING Foot SIOPe - Foot Slope 44. SANITARY SEWER MANHOLES MUST BL GREATER THAN 50' FROM WETLANDS, AS
1/2" Per Sidewalk _ 1.5' SF9.SA Asphalt I 6" ABC OVER
Foot Slope 1/4" Per 1' 1' COMPACTED SUBGRADE 1' 1' MEASURED TOCLOSEST OUTSIDE
45 D YEWAY CULVVER AT CARgJNA DEA ROAD & BONAIRE ROAD MUST BE
Foot Slope
BONAIRE ROAD X-SECTION FROM STA. 14+65.54 TO STA. 25+87.33 46. KEPTFREERUNOFF�TFROMM a-UM�ou� POOL FUNCTIONING CULVERT. DIRETED To ol-s
(Residential Local Road)
N.T.S. N/F
Ernest & Elaine Bozeman
N/F
o"� eo 10irw reer�sr Terue S'enmans sur'ass
ft a sop urlsrrwes 31' f i1 DS 1181 PG 510 oo swore
3:1 MAX:
SLOPE TO
EXISTING
GRADE
DEMMER'S PLAN CER11MRION:
I HEREBY CE TI" THAT THIS PLAN HAS BEEN PREPARED N ACCMMCE MIDI THE LATEST MEW HANOVER
COUNEY ORDWA ES AND SIOM MAEIR DESIGN MA4IlA1_
SIL,1MA^ -
PRINT NAME TiDF. -
REGISTRATION HIIIEFR' -
amorS CERIFICI171011
I (WE) MERIN DOTER THAT I (ME) AM (ARi:7 THE CIABiFNE EMIR OF 1HE PROPEIOI' AND THAT UPON
RAT OF NRHGIVATION-TO-CONSMUCi ANY CLEARING. GRWNG, Op61RMON OR DEVELOPMENT.
WILL BE PS FOHEMD N A=RDANDE WITH THIS PUN AND THAT THE APPUGIOLE ORDINANCES AND MUSS OF
NEW MOM DOINTY. THE STATE OF NORM CAROLAN AND THE FEDERAL GOVERNMENT AD ITS
AGENCIES WHICH ARE MOM MADE PART OF INS PUN. AS THE ONMAL I (WE) ACCEPT FALL
R6pONISIBU y FOR THE CWRUC O4 AND OPERATION AND YMOEIWLLE OF THE PROPOSED FACNIFS. I
(NE) WILL NOT ATTEMPT TO TRATiFR OF THIS RFSPOIlMM WAEMOUf THE WRITTEN NIMORIZAIHON OF
NOW HANOVER may.,
S1GIMIt11RF
PRIME NAME TTDE•
QAT
INDEX
1
COVER SHEET
la
INDEX SHEET
2
STORMVATER a SAEC PLAN
3
STORHVATER a Sit PLAN
3A
STORMVATER a SLEC PLAN
4
PLAN PROFILE
5
DELETED
6
PLAN PROFILE
7
PLAN PROFILE
8
PLAN PROFILE
9
WATER PLAN
9A
WATER PLAN
10
DETAIL SLEET
11
WATER DETAIL
12
SANITARY SEVER DETAIL
13
SANITARY SEVER DETAIL
FINISHED FLOOR ELEVATIONS
(;NITS
ELEV.
-12
2L86
70-75 1
28.08
76 a 69
26.15
77 a 68
M78
7B a 67
25.16
79-80 a 65-66
Pril-
91-86 a 59-64
24.76
87-91 a 54-59
2+56
49 a 53
24.61
44-49
24.71
38-43
24.81
33-31
25.80
29-32
26A0
28
26 46
24
25A1
23
25.4
20-22
25.41
4-i
92-95
23.%
%-97
24J?1
1
24A7
14 LIFT STATION DETAIL
15 DETAIL SHEET
16 DETAIL SHEET
17 DETAIL SHEET
17a DRIVEWAY GRADES a DETAIL SHEET
18 DETAIL SHEET
19 DETAIL SHEET
20 DRIVEWAY PLAN a DETAIL SHEET
a
9'ztfr PARKING SPACES
24' DRIVE
AISLE
9'xt6' PARKING SPACES
WALK
MN. 1/4' PER
MN. 1/4 PER
FT. SLOPE
FT. SLOPE
24" QURB
4' A.B.C.
1.5. 1-2
CURB
UNLESS OTHERWISE 24"GLITTER
&
& GUTTER
OVER COMPACTED
ASPHALT
INDICATED BY SPOT
INDICATED TYPE 'A' OR
L MIN, 1/4' TYPE 'A' OR
SUBGRADE
ELEVATIONS
TURNDOWN BEY
. TURNDOWN SIDEWALK
IF
TYPICAL CROSS
SECTION AT
PARKING
AREA M'
WITH
SPACES ON BOTH
SIDES
SLOPE
NOT TO SCALE
7' CONC.
WALK
24" CURB
& GU
7' CONC.
WALL(MIN.
9':16' PARKING SPACES
2+DfIVEAISLE
TYPE 'A'
1/4' PMN,
1/4' PERFTSLOPEFi.
SLOPE
-_
�- 3:1 MAX.
24" CURB
4' A.B.C.
1.5- 1-2 SLOPE TO
& GUTTER
OVER COMPACTED
OTHERWISE
ASPHALT EXISTING
3:1 MAX.
MN. 1/4'
TYPE 'A' OR
SUBGRADE
INDICATED BY SPOT GRADE
ELEVATIONS
SLOPE TO
PER FT
TURNDOWN SIDEWALK
EXISTING
SLOPEMADE
TYPICAL CROSS
SECTION
AT PARKING AREA
WITH
SPACES ON
ONE SIDE
NOT TO SCALE
0
c_Z
N0 R
� I
mC
3 =
5' 7 (2')
3:1 MAX.\
SLOPE TO
a
T-.pe "A" Curb
Gutter
EXISTING 1 &
Per
5' F t2Slope
Sidewalk
1 /2" Per
Foot Slope 1/4" Per
Foot Slope
N/F
Ernest & Elaine Bozeman
DBID89 PG164
b FNve 1� rY•,44 erLL suffuses rTrw /`e srfa'ErGnYm rwt orV Aw'w� ,Mi jyA nE,v,e / P1 xmU
ZS 89'26'S2" E 447.50' • er _ I \ _ _ _ _ _ _ _ r _ _ 1 \ \
fill
W W W W lM PerYrMw 5lWW lttT l \-�` \ - W • W W W/ •D'y W W ♦ v 1,� '4 �_R\3 M
Q W W m / t ` '1 W 91 90 89 881 87 86 84 1 8 / 79 7
IT
in
in
6 1 I • ri , O'er r W W \ r
W
I Yy��- w
0 0rr(� 1 I"\ \` /'M- /�(.rO93iV0
'0 .1y 1 \ \ i,l W JI- '�/ eeW��W\�.'W
Z\_ Z W W �,�. i i 1 " \ \ w +riar� +, ./ / v ArW
1 7 \popc­ •k W Our • I /
I �n ri 1 /
rT� e'i�r4ire,r/ rowMq , 1Ye'r r4 �.'� ' \ •-' W W / W W 'YI 5� 55 i I�5 4 \ 58 59 61 62S 6 65 6 I
ur.r -- / / /----� w"" s a►r / _ - 16,.E-�• 1`I
r
'AND
N M� S 1YE/15200' 3ODZr4Y• 4nOV fv - _ -' ! _,- --- _ _ 1� _
L� - _ _ ________� __ _ _ _ _ -- �Q
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5SW 9005rISwt .3{' � _ _ �_ �________________ \ _
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W W W W W W / ..sy _ -3 g
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Y W W W W W /96 / / r \ W W W -Wd _•-Y.,'� i _ _____
W 1
Y W W W W W W W W W\ III i / N v f0 'W _W W �rrQW W W W Le W W W W W W W W W W W W�� RrrQ �L_ 3
�/ r �+, W W nw1 / W 'Y W W •Y W W W W-I- �•W 11
W W W W W W � I • I d 1 \I \ _ risauME ose our ILz f 1 1
O = I �. V Pa�(�r W W W W W ora �,y./ W W W W W W p� W ,r��W W W W W 491 t \ Il // 1 \ \ 1 I
Y W W . W W W I I / •/ y� *-- W %/ %yp� V W W 'Y W P4088WO •4 W W W W 1! \
(Y\ W V W i 1 ( ••.. .. '', R& Afea ♦ W W W � / \ �/ / Y- RAN: Area \
11 1 a , \ \\\\ ,{' �waY W W W W W �� \ .fy/ % W W W W W W W W W W W W♦ 11
QY W W W W W W\ / 1 \ \ \ ` 95 94 93 9 ' I �,p 1.07 aG .ij � W W W W W W W "1.64 (fe. I / 1 A A A / i ilerll,A wlre� WW W W W W \ / Active 15 '� \ 4 45 44 k3RE,
39W W W W W W W W W ♦ W W W W \ EC Area \ W W W W W W W W W V W W W W W W W �y,� i \ W\0.90 ac W W W W W + W W W W W W W W W W a WWi_• W 1--� l
W W W W W 1 1 , 1 \ \ -T- -'�-\ -ate �'F 1_ �_ �_
WN/F r ose a re a / W W W W W W v DY Pwk w. s6e«A\ \
N
h C. & Ralph C. & N/F rs N/F osm \ \ \ \ \ �WHOSE
V 7 Loris C. Doris C. Peggy Dawn
1hiNey Whitney Burton N/F r�ie Roger G. N/F
Vhi PG649 0B2Whi PG649 DB3Bur PG211 Albert P. Ch N/F
J. The Chase N/F N/F N/F N/F Howard C. & Coffer sr' Regina Gay David Wayne & N/F ,Pro
N yn Manhattan Martha L Larry Michael Robert E. Jeffery A. D81716 PG365 Gurgmus Hazel B. McComb Hazel B. McL mb
/F Diflorio Ignoozewski Bank Cries & Phyllis Faulk Basinger Teresa E. D92830 PG485 DB1472 PG643
Josh A & N/F N 9 McNeil DBI282 PG763
Belinda H. Albert P. DB2830 PG351 DB}94} pG860 DB2131 PG705 M4 P
DB4367 PG665 D81614 PG720 D81605 PG14 DB2075 PG666
Moore Diflorio D81314 PG360 N/F y D.
D81913 PG18 OB1369 PG78 i Joseph L Crews Kknbedy D. Carver
DO 4165 PG 82 De 2543 PG 47
I GRAD IC SCALE
Carolina Inlet 100 o sD 100 200 •Rao
Acres
2'_0.
GUTTER SHALL SLOPE AWAY I-d.-+ •ad:
AS SHOWN IN PARKING LOT -
1 1/4' R
d
d
••
- G - -
"I a. n 3
NOTE WELL. 25' CURB SHALL ONLY BE USED ON BONAIRE ROAD FROM
STA. 0+40.04 TO STA 4+20.49. 2' CURB SHALL BE USED
ON THE REMAINDER OF THE ROADS AND THE PARKING LOTS
1/2' R ,-..,... I I I }'R
1'R -: .
In �D • •' 1'N
NOTE WELL: 2.5' CURB SHALL ONLY BE USED ON
BONAIRE ROAD FROM STA. 0+40.04
TO STA. 4+20.49.
STANDARD CURB SECTION TYPE 'A'
SD 7-01
NOT TO SCALE
52.0' -►i
22.0'
t t
TOWNHOUSE DETAIL (TYP.) TOWNHOUSE #13-28 DETAIL
NOT TO SCALE NOT TO SCALE
52.0'
20.0'
(INS)
1 inch = 100 1L
SANITARY SEWER NOTES:
1. SEWER GUARDS REQUIRED AT ALL MANHOLES.
STAINLESS STEEL SEWER GUARDS REQUIRED AT
MANHOLES LOCATED IN TRAFFIC AREAS
2. TV UNITY EASEMENT PROVIDED ALONG THE
FRONTAGE OF ALL LOTS
3. SERVICES SHALL BE PERPENDICULAR TO MAN
AND TERMINATE AT RIGHT OF WAY LINE IN CENTER
OF ROAD FRONTAGE FOR EACH LOT THAT IS
SERVED_ SERVICES IN CUL-DE-SAC ARE REQUIRED
TO BE PERPENDICULAR OR MUST ORIGINATE IN
MANHOLE AND TERMINATE AT RIGHT OF WAY LINE IN
CENTER OF ROAD FRONTAGE FOR EACH LOT THAT IS
SERVED.
4. ALL SERVICES TYING INTO DUCTILE IRON MAINS
SHALL BE CONSTRUCTED OF CLASS 50 D.I.P. 401
PROTECTO CERAMIC LINED.
5, SERVICES SHALL EXTEND FROM MAIN TO CENTER
OF LOT.
S
70
eau
N
Nelda M. Davis
09 1237 PG 38
rG�9�L
N
IM1
WE
S
A
of
INLET ACRES DR
Vicinity Map
(Not To Scale)
LEGEND
M M N ■ LIMITS OF DISTURBANCE
o a SILT FENCE
V WATER MAIN
© WETLANDS
- - _19- - - EXISTING CONTOURS
19 PROPOSED CONTOURS
3:1 MAX. DRAINAGE Ot UTILITY
SLOPE TO EASEMENT
EXISTING
GRADE X19.58 PROPOSED SPOT ELEVATIE
... _ PROPOSED SVALE/YARD
GRADING
INLET PROTECTION
GE GROUND ELEVATION
DIRECTION OF FLOW
Pr PROPOSED 6' FORCE MAIN
PROPOSED CONSTRUCTION
ENTRANCE/EXIT
® AREA OF CONCERN
56 R.O.W. (40' FOR STUB ROAD ADJACENT TO LIFT STATION)
13' I 13
1/4" PER 1/4" PER
FT. SLOPE I FT. SLOPE
SF9. A5 Asphalt I 6" ABC OVER -_
COMPACTED SUBGRADE
TYPICAL ROAD X-SECTION
(Residential Local Road)
N.T.S.
N
Earthlyn Simmons
Bradford
DO 1035 PG 530
/
N/F
Barbara Swan
D85174 PG2929
NA
Judy H. Barton
DBgg06 PG7202
N/F
Judy H. Barton
DB9906 PG1202
N/F
Mldmel L
Pa,N,moro
DB2421 P00525
=Y
6
R/Wc z
»0
I
3, 9. (4.) s
m
b �
0
2:1 MAX.
Type "A" Curb ° SLOPE TO
& Gutter EXISTING
1/2" Per
Foot Slope
1' V
N/F
Terue SHnmons
DB fist PG 510
I1'101,©1C
2
7
1
Pond
T_
-V ,
1
i 1 1 1 1
/ 171 if
�/ H�7
I1A19 18 1 5 14 1
y / I III Illl If / ./ v ♦ ♦ ♦ VI � III I I \ �yy
tv rTee rr
uw rlewu: wr ae
N/F
T.
Elaine
M. o & n
# DaMe M. Bozeman XV rs
Welton G. & N� N/F - OB 749 PG 370 D
Welton Stanley L�e810 S.
RId,ord �Berry
Seawell Jr. Fish
D81428 PG653 DB1385 PG808 D812TI PG440 Art
5-21_111111
1
2
xcvaLr � ,ee, ,....wa ,.,,..n.
WARM M *CREME UWM OF 0@T" EDAM kWO 26 & b, AND SD• ROCK PIPE NIFr.
6-30-00
3
REVISED 10 SHOW M ALIBSAME UI`T 3170M SIE
8-6-0
4
AEVLSm TO A CINEA E 11MR OF DISTURMALE.
8-20-M
5
IE\® PER NCOBOL
0-15-00
0
WOW 10 ADJUST POND /1 81111310F16r SPIL W & ORIEr PEE.
10-24-M
7
HIEV6FD 70 ADAW twm & SEWER
10-30-00
0
TENSED Plot CFPU%
11-10-00
0
IEWSED 70 ADAbT OIOWEW PIPE
3-4-00
10
AEN9m TO ADAW NOJEMy PIPE & BOWARE ROAD F4MOE5.
3-23-0111
11
FIEWOM 10 SHE• B0S10A0 OUL7WR 70 OE RE11011M
4-9-00
12
ROOM PER MCDOr 10 ADAW OME1117Y OALE"t
5-14-M
13
FMO SED tO AW1D OIRUOIME/POOL AREA
3-2-10
14
LEVIED Pill 00 i11G
3-11-10
10
mism 10 AOD OOIIEr PrAywifNH & SD• SMATO WMAID.
6-9-10
16
IE7ILSFD 70 AMM WE if. (EDUCE WERAID NPACIS. ADD ITMSS OOY9l1. & DINT a l5•
7-6-/0
REV W.
LSCSp00r1
O__ __. _....
a1E
DATE
COVER SHEET ��10 4-2-08
CORAL RIDGE ��'`I' cN ��I 100'
7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH OLINA IIRAr
ice
A" MALPASS ENGINEERING, P.C. M
~••• 1134 SHIPYARD BOULEVARD `!BM
L WIDM@7GTON, NORrEI CAROLINA 28412 PIROJET:T N0:
10 � � e eio-s9�z-52oa 94
Oraer. CORAL RIDGE, L1.0 S�NIO-
1202CAN. LAKE PARK BLVD. SUITE A
CRONE.R9 BEACH, NC 28428 O
rf' i PHONE: [phone]os
OF:
'NA r •1
/

VA
i
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
NOT TO SCALE
O
N
O
ETLAND FII
z w[Z98.23 S.F.
N
J '•5
� 1
�Im U
1
N
SILT FENCE
SSMH-30 LIMITS OF DISTURBANCE
NOTES
GROUND
1. FILTER FABRIC SHALL BE A MINIMUM OF
36' IN WIDTH AND SHALL BE FASTENED
BY TWHE oTELYTO THE WIRE AS DIRECTED
2 STEEL POST SHALL BE 5' 0' IN HEIGHT
AND BE OF SELF FASTENER ANGLE
STEEL TYPE
r-MTER FABRIC
AFILL SLOPE
N
I
6' N A
1A404OR FILTER FABRIC SKIRT
AS DIRECTED BY THE ENGINEER
GUIDELINES FOR TEMPORARY SILT FENCE DETAIL
NOT TO SCALE
N
N/F
Ernest & Elaine Bozeman
DB1089 PG164 W
S
SILT FENCE
v A A \ \ n 85t2�'3 E 2471fi / /'
Pe(imeter Setba p
z
SOEWAU
2p
91 90 / 89 1 88 \ 87 86 84 \\ 18 / 8� 79 78 _ 77 7,6 5' DIVA
Ilu
2 \a / I 1 �U I ; 4 5.4 -
10'11111111,1'!�t�I�lll,!!� �III�I���I�Q�! 1. I���� l� �' Iffil���I�'� �1lII■ ,�►
�i11 ROAR' , fr/frYl Ill, , � IIII�1, . � Yllil� � PiW IY�1, . fiiW Wlr III rllr, . � D�
RT ROPE TO
TO PREVENT SAGGING
4' 1
STAKE
SUPPORT POST, 24' SUPPORT V
INTO BOTTOM OR SIDE
1--COIR MESH OR SIMILAR, STAPLED OR
TRENCHED INTO BOTTOM OR SIDE
NOTE, 700 G/W2 COIR EROSION BLANKET, COIR MESH,
TREE PROTECTION FENCE FOLDED OVER TO REDUCE PORE
SIZE, OR OTHER SIMILAR MATERIAL TO BE USED AS BAFFLE
TEMPORARY POROUS BAFFLE CROSS SECTI❑N DETAIL
NOT TO SCALE
`-NCDOT /ri OR 057 '
WASHED STONE
NOTES
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET.
2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING
THE INLET. SPACE POSTS EVENLY AROUND THE PERIMETER OF THE
INLET, A MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE
THE WIRE MESH TO THE STEEL. POSTS AT THE TOP. MUDDLE, AND
BOTTOM. PLACING A 2-FOOT FLAP OF THE WARE MESH UNDER
THE GRAVEL FOR ANCHORING IS RECOMMENDED.
HARDWARE CLOTH & GRAVEL
INLET PROTECTION DETAIL
LIMITS of DISTURBANCE - -
HATCHED AREA TO BE
GRADED AT 3:1 SIDE SLOPES
TO BLEND WITH E)0STING GRADE
N/F
P D DI-22 Earthlyn Simmons
TO
P-2 ,ST Bradford
15' RCP DB 1035 PG 530
ORA - i� i / / / EYPASSMO SCALE it \
a �T 5' 0'2 0 �' / sENmoN 3 /
z7.Ha
N NV=25.65 V=225 /
Z � �
a YPASS 9 ALE f1
SECTIONt
SSMH-15 ` \
N/F N/F
' 17 Barbara Swan H. H. Michael L.
:$ Judy H. Barton Judy H. Barton � m
DB5174 PG2925 DB9906 PG1202 DB9906 PG1202 Passmore
iTTT/
DB2421 PG0525
I y 2• BLOW
/ 8� 7 6 5 4 I\
106" G
0
G "LDr
CE �rc ,� / I III) %/ /// \ i� ' \\ �������� N
5� 55 / '6 � \ 58 59 6� 61 62 C,23 6 65 6 67 68 69 \_ - 11 2
II / v e 1 I �r `� cQA1Nc 2 (� DDEET�W cNGff (S or YARD � '
71�7 O GRADING � (SEE DETNL) �� RCP
Jy' , J
10'z70 SI 7K�I `jRl � \ < .. CB-29 CB-30 CB-31 �5 TOP>19.34
R 10' Non municipal Utd.lEsmt. </ �5 SHDEWAOC aaw.M M. INV=15.09
�- \ p _
ca asIDEWALK
C.O. 5'
8" SMP µpi �� 42� CP CB-8 23.74 < 30 .
,. - -10 21.6 \ \ •� "' <' NCDOT STANDARD -
\ R-512 \\ \ 36' RCP R=512' \ CB-7 B\ ._ H RAMP 30_RCP �_6 `° SDMH-3 1i' RCP 1 18" N N 31 I 0 18'� 24' Za42 36'4RCP SDMH-2 \
18' C8�9 R=1025' \ I 18 R=9025' 'x - - r - -s 500'D 18' RCP
_ ( 1 SSMH-10 4''FOR c H=7- - - _ .74 N(DOT 1 I I 4 \ R= _
77�\ DETN95
50 Pr vote R For FIu I c
- - 18' WQNARIE RD
Lmici al Util. E / / - - _ _ _ _ - -
yy �� (33 _ - -_ _ - - _ _ / - _ - - \ �- _ _ 1>T - �IAH_8_ - _ \ - 8'� / - L V n7
3 n�' SSMH}71 6 / / 22.32 OSED ST DfRAI 8J _ _ _ _ - �4r - - - - \ - `-
11 7 DI 21 D 1 21.9 4 -10 24. \ \ _ �7y--� 22.30 1-5 - -� SA
DI-T I FedP \ 30'tiFi- / 24' RCP I I \ \ ' \ 1 \ \ 1 RbP
33
49 I 3. 3 I 4. ti° 1 / 4. 23 562 . � 3. EDUM
�/ 4. / �. \ _
3
ID
2 N r\v l \ -' N9 �o \.� 5' T \ w I I I /
2 5 \ 48 4 7 4,6 \ 45 44 '43 -2 4,1 \ 4 39 J18 137 36 3a� 4 `\ >\ ^ I N N N N / , I 28 A (40'
AIXK
\ �9 2 6 1 i I �I 21 20 19 / 18 /17 1
@ \ 67R 2/) \ \\ \ - \ \ l \ \ \ \ \ A' \ 9 \ \ 3 / I I III I I I I 1 I I I l l/
1 I \ \ I I \ 2IQ
as A3 A A 1 N
1 \ \ \ \ 2 \ 2 5 ss{a1( I / / 4s141 \ 41 25.07 i�bJ 35 97` 24.57
��' \ \ I F' I X2�. WETLAND FILL x X 24.57 /
I 1� \ \ \ \ m \ / 1 / / / / / / \ \ \ 0.28 ACRE \ /
Perineter $aback \ \ \\ \ t' BLO�s�ORMw�T�R RUNOFF FROM CLUBHOUSE i
- 2'�ow POG. AREA SHALL BE DIRECTED d R�CTED -5
\ \ \ \ S 89'02'07" E 2557.40'
SILT FENCE SILT
APPROX. LOCATION
OF EXISTING DRIVEWAY
AS TRACED FROM NHC
ONLINE GIS AERIAL
- - A
N/F
yYl=3.75'
Terue Simmons W2>4.45'
L.&W
DB 1181 PG 510 T-I.v
SILT FENCE 15-RCP W/FES
PROPOSED Vr RCP BYPASS PIPE I V=17.05
/ (T
MY SIPICIEWAY jr-1
Pond #1-10
_ r42" RCP W/FES
L --
H '
!illy c�q
N/F
N/F
SILT FENCE SILT WEIR INV-16.47
gina Gay
David Wayne &
N/F
LIMITS T DISTURE
SINCE
urganus
Hazel B. McLamb
Hazel B. McLamb
I�"� DISTURBANCE
830 PG485
DB1282 PG763
DB1472 PG643
N/F
N/F
N/F N/F N/F N/F
Joseph L. Crevs
Kimberly D. Carver
Nelda M. Davis Welton G. & N/F
G
Gary M. & Bobbbyby & Bobbbyby
DB 4165 PG E2
DB 2543 PG 47
DB 1237 PG 38 Welton Stanley Letha S. Richard Berry Janice Lee Janice Lee e
Seowell Jr. Fisher Welch
DB1428 PG653 DB1385 PG808 DB1277 PG440 D61646
PG416
G416 PG416
5=0.0029 FT/FT
NORTH O-10YR=0.36 CIS SOUTH
R , V-10YR=0.85 FVS
LWHERE STEEPER :i o.5'
DESman PLAN C2.ffrATION: THAN 3:1 LINE EXISTING
I HEREBY COTNY THAT THIS PUN WAS EI M PREPARED N ACCORDANCE WITH THE LATEST NEW HANOVER WITH RIP RAP ROCK GRADE
ODINTf ORDINANCES AND SMWWAETR OESIGH MANUAL I.=- 3 ---�
SNiMCTINE NOTE IMMEDIATELY SEED & STABILIZEWITH EXCELSIOR MATTING PRIOR
T NAME tIDF TO ANY RAINFALL EVENT
PRINT
BYPASS SW� #1 SECTION 1 DETAIL
�u.7r%5F'9
OWNOYS CERTIFICATION
'I (WE1 HIM CIERM THAT I (WE) AM (ARE) THE MOM OWNER OF THE PROPERTY No THAT UPON
D PROPOSED
EXISTING TIMHOSES TOWNHOUSES
LOT AWNHW
REGRET OF ALTHORIZATION-TO-CGAIRLICT' ANY CLF.ARK GRAM. CONSTRUCTION OR DEVELOPMENT,
WILL BE POtFORMFD N ACCORDMCE WAIN THIS PLAN AND THAT THE MPUCABIE ORDINANCES AND RIDES OF
MEW HNOVER COUNTY, THE STATE OF NORM CAROLINA AND THE FEDERAL GOVERNMENT AND ITS
AGEICES WHICH ARE HEREBY MADE PART OF THIS PLNL AS THE OWNER. I (WE) ACCEPT FULL
FE90SOM FOR THE CONSTRUCTION AND OPERATION AND MAINTENANCE OF THE PROPOSED FA441IIE.S. I
.,
(WE) WILL NOT ATTEMPT TO TRANFER OF THIS RfSPON IBIM WITHOUT THE WRITTEN AUTHORIZATION OF
0.56' �-
VARIES
0,81•
NEW HOOVER COUNTY.'
MIN.
NORTH S-0.071 FT/FT SOUTH
o-tOYR=0.36 CFS
V-10YR>234 FT/S
�s'--•I T(SHEAR STRESS)-10YR-0.27 LB/FT"2
5-0.0 2 FT/FI
NORTH 0-10YR=0.36 CIS SOUTH
V-10YR=1.65 TT/S
5
(10 1
SLOPE) 15,
MIN
$ I
\ LT�E 'i
1
0.5' '-
-WHERE STEEPER
0.5'
THAN P1T�ER
UNE��
STING
THAN 3:1 LINE
EXISTING)
WITH RAP
GRADE
WITH RIP RAP ROCK
GRADE
�- 3'
3'
NOTE IMMEDIATELY SEED & STABILIn WITH EXCELSIOR MATING
PRIOR
NOTE IMMEDIATELY SEED & STABILIZE WITH EXCELSIOR MATTING PRIOR TO ANY RAINFALL
EVENT
TO ANY RAINFALL EVENT
BYPASS SWALE
#I SECTION 3 DETAIL
BYPASS SWALE #1 SECTION 2 DETAIL
w57 m
Nor 10
PROPERTY
S=0.0015 FT/FT
S=ODT15
POND -� UNE
EXISTING
Q--10YR=11.05 CFS
V-10YR=1.97 FT/S
0-I(IYt=17.33 7.33 CFS
V-1PR=217 FT/S
10'
LOT
KISTING
GRADE
NOTE: IMMEDIATELY SEED &
NOTEI� IMIATELY SEED &
�3,
1a1
STABILIZE WITH EXCELSIOR
SIOLIZE WATH EXCELSIOR
INV-15.47
g
3.
MATTINGMATTING
PRIOR TO ANY
RAINFALL EVENT
PRIOR ro ANY
RNFALL EVENT
3..
.
' A-ty
VARIES
VARIES 4iTg-
MIN. •i
J:2'
17wl
1104'EXSTING
GRADE
PRINT WAE TTR c• NOTE IMMEDIATELY SEED BOTTOM AND SIDE SLOPES
DATE W A �- 3 -� & STABILIZE BOTTOM WITH EXCELSIOR MATTING
YARD GRADING #1 D AIL YARD GRADING #2 DETAIL MDFS A A 2 PRIOR TO ANY RAINFALL EVENT
NOT TD 9r�,c 1DT ro sr.9E KD U PROPOSEDNDT BYPASS WEIR DETAIL
lD SCALE
'1
oy',oV r,T�
rA N
f
r
m
N
p0e
P.
i`- /2 �=ice o• - N 1111 11 z Z 'p
WEIR INV=t6.47
SILT FENCE TTOM EDGE Z f ' 0
OF PROPOSED
BYPASS WEIR
N=
Ernest
T. & �
Elaine M. Bozeman Sl
T FENCEDB 749 PG 370
1i
<N
5-21-M STORMWATER & S&EC
2
WMW 10 ADD NOOK PPE K17.
5-21-00
3
NLNGEO TO 51DW MR&ME LPf SIXI M WE.
A
a-6-05
4
REWEED 70 N10EASE TADS OF D6AFBIMCE.
8-20-06
5
NEVMM 70 NEYO•E SWINE/3 DEVL
9-15-05
a
RENwm 70 AOAW WATER & SBKR
10-30-0
7
F VM PER QP1w
11-10-09
a
IENISEO 10 ADAEr DOWMI FM
3.4-M
9
NENGED TO ADA= DMOM PPE ■ MAW GDWAE Rom WDL
3-23-09
10
NEY= 70 ADD NM
4-15-09
11
MIMED PER/MOT 70 ADAW MOEIMY QLNEMNE & TO ADD 9WALE #U DEVI
5-14-M
12
NEWEED 10 ADD aUD101Rf/P00L Na7L
1-29-10
13
Wd= PM 1N1C TIC.
3-12-10
14
RINGED TO 9110W SOLAM WERAND.
6-a-10
15
WMED M RMDUE WOLAD MY= & PDAhT LOCO M OF f21 j5.
7-4--10
REV MD.
DEESCfaP1tI0N
MTE
CORAL RID
7160 CAROLINA BEACH
FEDERAL POINT TOWN
GRAPHIC SCALE
( IN FEET )
I inch = 50 tL
DATE
PLAN 4-2-08
GE SCALE
ROAD 1 = 50'
SHIP NEW HANOVER NORTH CAROLINA DRAWN:
JCB
MALPASS ENGINEERING, P.C. CHECKED:
T134 sIDPYARD BOULEVARD JBM
11II.MIIGTON, NORTH CAROI.INA EtM12 pRO,ffCT NO:
0 T'% Phone [phone]N3 94
Fez 910-392-5203
CORAL RIDGE, TLC SHEET N0:2
14Y•� 1202 N. LAKE PARK BLVD. SUITE A
CAROLINA BEACH, NC 25428
PHONE [phone]
A+ •. OF.
K:\AutoC,4D\2005\94\coral_ridge(7-6-10).dwg

P&rnunane Pool
PUNUe 2A a 211
Permanent Pool
POND # 1-10 & 1-20
Forebey(A):
CONTOUR INCREMENTAL
ACCUM
Forebay.
CONTOUR ' INCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME STAGE
CONTOUR
AREA
VOLUME
VOLUME STAGE
(sq ft) ...
(cu ft)
(cu ft)
(ft)
rU
(cu 11)
(c11 R)
(ft)......
- 10
1961
O'
O
0
- 11
2217'
2008.92'
2008.92'
1
11
2463
O
O
0
12
2661'
2453,98'
4462.9'
2
12
2463'
2463.27'
2445327'
1
_
13
32U'
2962 455'
7425-355'
3
13
3374 •
2918-53'
5381-8'
2
14
3845"
35392'
10964.555'
4
14
3877•
3625.615'
9001
3
_ 15
4567'
4178005'
15140.56'
5
i5
4413'
4145.4'
13152-815'
4
16
512
4864.79'
20D05.35'
6
1B
4082'
4897.45'
17850265'
5
16.75
5764'
4131.07125' 24136.42125'
6.75
165
5276'
2564.815'
20415.06
5.5
Mein Pond (A):
Main Pond (8).
Temlpomry Pool
CONTOUR
INCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME STAGE
(4q It)
(C° ft)
(cu ft)
(ft)
10
2i4
O
O
O
Main Pond (1-10):
CONTOUR INCREMENTAL
ACCUM
N
393'
303.19'
303.19'
1
CONTOUR
AREA
VOLUME
VOLUME : STAGE
12
aw,
512.545'
815.735'
2
-
13
920'
776275'
1592.01'
3
(sq it)
(cu R)
(W R)
(ft)
14
125E
108928,
268127'
4
-
15
law'
1454.145'
4135.415'
5
9
3253
0'
O
0
i6
2069'
1874.685'
6010.1'
6
10
391
3624-91 '
3824 91
1
16.75
2507'
1727.37375'
7737.47375'
6.75
11
4813'
4405.1
8030.01
2
12
_
5699'
5256205'
13286.215'
3
13
8867'
6178.1 `
19464.315'
4-
CONTOUR
INCREMENTAL
ACCUM
i4
S
CONTOUR
AREA
VOLUME
VOLUME STAGE
15
8783
8763'
8233-78'
823378'
34868-755'
6
(eq ft)
(aft)
(eu it)
(it)
18
9952'
9367.39'
44236755'
44236.145'
7
9
1363
0'
0
O
les
12056'
5502.0225'
49738-1675'
7.5
10
7.4117'
1939.79'
1939.79'
1
11
4501
3499.15
5438.94
2
12
6355
5428.33
10867.27
3
13
8318
7336.5
18203.77
4
Main Pond (1-20):
CONTOUR INCREMENTAL
ACCUM
14
104 e,
9386.305
27570.075
5
CONTOUR
AREA
VOLUME
VOLUME STAGE
i5
l2seis
11535.71
39105.785
6
(sq R)
(cU ft)
(CU R)
(R)
16
15045
13850.695
52956.48
7
1825
15665
3838.75625
50795.23625
7.25
0
18-75
20144
8952.1575
65747.39375
7.75
9
10
1154.
1634'
O'
1393.83'
O
1393.83'
1
-
11
-2188'
1911.015'
3304.845'
2
12
2817'
2502.405'
580725'
3
CONTOUR
INCREMENTAL
ACCUM
13
3519.'
33908.12
4.
CONTOUR
AREA
VOLUME
VOLUME STAGE
i4
2883.445'
17608.525
5
(sq In _
(a ft)
(a 15
(10
15
5149
5149
4723.08
4723.08. �
17606.525.
6
9
24•.i5
O
O
O
18
6080 _
- 5614.555
23221.08
7
10
3597
3020.99
3020.99
1
is's
7814
3473.35
26694.43
7.5.
11
4943
4264.755
7285.775
2
12
6364
561
12954.285
3
13
7942
7168.13
20122-415
4
Temporary Po01
14
9669
8-75.47
28897-885.
5
CONTOUR INCREMENTAL
ACCUM
15
11504
10556.42
39454.305
6
CONTOUR
AREA
VOLUME
VOLUME STAGE
to
13529
12516.395
51970-7
7
(sq 1t)
(CU R)
(cu ft)
(R)
1625
140150
3447265
55417.965
7.25
16.75
17652
7925AI
63343.375
T75
16.5
25408
O:
O
O
17
30343
13937-8325
13937.8325
0.5
17.5
31900
15560-685
29498.5175
1
CONTOUR INCREMENTAL
ACCUM
CONTOUR
AREA _
VOLUME
VOLUME
STAGE
(sq ft)
(a ft)
(M ft)
(n)
16.75
468411
O
O
0
1725
40M
23378235
23378235
0.5
17.7
59347
I
23845-37175
47223.60675
0.95 -
SILT FENCE
S 89'26'32"
E 447.50' , $
SE
20'
Perimeter Setback
/
7
7 ,
/ \
\
EXISTING / \
BUILDING / \
N :
N
CB- 26
14, Ile
\
1
\ pe)
5 01
I
\\ ��
I'IPSete° /
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\\ o
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T
/
44CE
ACCESS & PUBLIC/
/
OCATED STING 12 FT
R"M DIRT AP, TO BE
SILT
UTIUTY EASMENT/
/
USED AS AY FOR
/
VOTS /51 452 & 53
/
UMITS OF DISTURBAN
w•
22 LF 8' DIP
SOMH-13
S 8 02'1 /
E/ 152.00•
S 00"57.43" W
40.00' 10 ;
w
w_
w w
4
E \
1' 6.34'
Y
3
q m
N S 00'57'43" W
za' R
82 i
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N- 0
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•
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Ralph C.
&
N/F
50•00.
Doris C.
Peggy Dawn
Whitney
Burton
9
nR?515 PG649
DB3788 PG211
N/F
Josh A. &
Belinda H.
Moore
not C11 7 on s7
OIIILET PIPE IT
\ RAP
PLACE UK LAYER ff FILTER
FABRIC IN" RIP RAP.
N/F
Albert P.
Diflorio
not ZG(l n(`-70
•i• 01
.r r,r .> r �.•, rRr
•r
r
ONER'S CERRIMnON
9 W MOM CERT" RNT I (Wq AM (ARE) THE CURRENT MIER OF THE PROPERIN AND TNAT UPON
Rempr OF NIntawAmi-To-CONSTRUCT' ANY aEARIK gr1vam cmiun iloN OR ifinin PMENr.
MILL BE PERFU MM N N)COROINCE M M THS PLAN AND TINT THE MPLIG9E ORpMNC6 NO RUES Or
MEW INNDAR CMMIY. THE SPATE OF MOM CAROUY( NO THE FEDERAL OWEp1ak1R 46 IIS
AGEIM WFtlO1 ARE 1(° W WIDE PMT OF 1H6 PLAR AS THE OIRAt 1 (00 ACCEPT RU
F99061MM FOR THE OOr6111=11ON AND OPONIION AM MMIOM'M OF THE PROPOSED FACUfFS.I
W WLL NOT 4TEIPr M DWIR OF INIS RLSPOr6®.IIY MIHOUf THE WRfITE N ) 111111 AlON OF
NEW HMO" COINIY•
sxMAnrtF-
DI1F-
SET FENCE AREA TO BE LOWERED TO ELEVATION=17.0 AS
Road Stub UMITS aF 0151URBAN(E 30• RCP
SKINNER DETAIL
POND
SKIMMIER
ICE
DIAMETER
(IN.)
1-20
2
1.80
22
3
270
NOTE, SEE POND DETAIL FOR
SKINNER 13RWICE INVERTS
2' Faircloth Skimmers Curt Sheet
J. W. Fairdoth & Son, Inc.
www.FairdothSldmmer.com
1` Vau
4' Sir 40 wtlh YNlow DP Inlet Alurinual
inletaorcedion 27S pleAcat
Rapenting
p /
11 zr 2
137 Sd140 SCUD pvc
burst or inn' I , -
SUPPUm BY USER'
resit. ww,n1
IA Sldmner shwa, in
floating position
1 X' hose, se clamps T irdet 7 READ on center
r tMeaded male 2" 4 of Net and ainks
9n outlet end
1. Skimmer can be attached to a atrnight 4• sch 40 pipe through the dam but the pipe nay need
to be anchored to the bottom at the connection so it is secure. Coupling can be remand and
hose alhadred to outlet using the threaded 2' fitting. Typical methods used: on a metal Structure
a steel stubolt welded on the side at the bdlNrrl side with a 2' threaded coupling or reducers;
on a concrete structure w1Tln a hole or o ibce at the bottom, use a steel plate with a hole cut in it
and coupling weldedto it that will fit over the hob in the concreteand bolted to the structure with
sealant, grout a 4" pvc pipe in a hole in the concrete to connect the skirrerler.
2 Dimensions are approximate, not intended as planns for construction.
& Barrel (solid, not foam core pipe) should be 1.4 times the depth of water with a mnirrum
length of B so the inlet can be pulled to the side for maintenance. If more than 8' long weight
may have to be added to inlet to counter the increased buoyancy.
4. inlet tapers down from 2` maximum inlet to a 1 1h- band and hose. Barrel is smaller to
reduce buoyancy and tendency to lift inlet but is sufficient for flow through inlet because of
slope. The inlet orifice can be reduced using the plug and cutter provided to control the outflow
rate.
5. Inlet is C pipe between the straps with aluminum screen door for access to tine inlet and
orifice inside.
6. Capacity 3 283 cubic feet per day maximum with r inlet and 2' head Inlet can be reduced
by installing a smaller orifice using the plug and cutter provided to adjust flow rate for the
particular basin volume and drawdown time required.
7. Shipped assembled. User glues inlet extension and barrel, installs vent, arts orifice in plug
and attaches to outlet pipe or struchm Includes flexible Vase, rope, ortoe cutter, etc
ZnchCut TM 11-t77 Novernber 14, 2007
N/F
Ernest & Elaine Bozeman
3" falrcloth Skimmer* Cult Sheet
J. W. Faircloth & Son, Inc.
www.FairdothSkimmer.com
YVaM Ake rarm>�9
we
4• Seth 40 with Bkn tips ' gAmd"a
mwmgon 1 3" pvc Stet \\la
rq /
z
2' Sir 40 SOLID PK \bwrl ^/-�`�\ /� jj �l._ ~~�
SUPPLIED BY USER
/ 2r z
rYYnr! 14>Q31
�. Sidminier shown In
floating position
z hose W- a Inlet 3' HEAD an center
r treaded male nipple extension 4 of MM and alll/e
on outlet end
1. Coupling can be removed and floss aeaelned to outlet u8119 the threaded 2' nipple. Typical
medhods used: cn a rneml structures steel stubout untried on the side at the bottom with a 2'
breaded Coupling or reduc % on a concrete shucture with a hole or orifice at the bottom, use a
steel plate with a hob cut in it and coupling welded to it that well fit over tile' hole in the concrete
and bolted to the structure with sealant: grout a r pvc pipe in a hole in the concrete to Conned
the sidnrner. It can be adached to a straight 4' sett 40 pipe through the dam but the pipe needs
to be anchored to the bottom at the connection so it is secure.
2. Dimensions are approximate, not intended as plans for construction.
3_ Barrel (sad, not foam core pipe) should be I A times the depth of water with a rniniman
length of B so the inlet can be pulled to the side for maintenance. If more than 10 long weight
may have to be added to III to counter the Increased buoyancy.
4. Inlet tapers down from a 3" maxi furn inlet to a 2" barrel and hose. Barrel is smaller to reduce
buoyancy and tendency to lift inlet but is sufficient for flow through Inlet berMuse of slope. The
inlet orifice cat be reduced using the plug and cutter provided to oonb the outflow rate.
5. Inlet is 6' pipe between the straps with alurninum screen door for access to the 3 inlet and
orifice inside.
6. (:apaetty 9.774 cubic feet per day maximum with 3" inlet and 3' head inlet can be reduced
by installing a smaller orifice using the plug andcutlerprovidedtoadjust flow rate for the
particular basin volume and drawdown time required.
7. Shipped assembled. User glues inlet extension and barrel. installs vent, arts orifice in plug
and attaches to outlet pipe or structure. Includes flexible hose. rope. office cutter. eft
3inChCutTM 11-07 November 14, 2007
O
N
tl
O
N WETLAND FILL
z w 468.23 S.F.
SDMH-10 18 RCP W2=4.r Dls(:FiASt( L()CATIOft: TOP=21.0 TEMPORARY POROUS DB x In
for Future TEMPORARY POROUS
W/F.ES L=8.0' DISCHARGE FLOWS TO NV=10.9 SAFRE (SEE DETAIL) �T FENCE
a w
'Extension I GAFF (� DETAIL) INv=tn7�o 11Hv=t8.65 r=t o' THE NORTH AGE
pR
SDW-11
N/F
Terue Simmons
1181 PG 510
ESUT
\ PoPE c- - -- .y ✓ .y .y y IV
L5, S16
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- ODE=Ex. GRADE �Y\ \ j / 40 1 S.F. \`Y .� /I . vO y f] C. .y'RESTORATION ! \ �Y �Y 8• a• RCP / / �Y Ji �Y ^
PROPOSED
I// R/ 267t.S.F. / -- *1 0 eTANN� orr9.90--� W 1k t:4 SLFENCE X
GUARDAL /
AL64G AlNING WALL AS REQUIRED
SILT FENCE y y / y y WX U54
90 J
z3 LF a• 1 .90 ao LF B• lxP CB-22 _ LIMITS OF DISTURB / u �SiF$'--0I� - - / - - - _�._ - B• G. I \
< _ L - - 60• RCP
30• RCP C8724 Zt.Da -18 /tY RGP 21.77 S. tor- - 18• RCP 21.18 - - - \
t RCP - _ _ 2t.77 Bonair - ROat96- - YS_RCP 21.05 H-T - - - 2203 RCP
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_- ------------- -Z 21.32 iR=1025'
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/ ..11ccG��E=27.75 to ` 67\
tl(tOPOS4Dy W �k �k / W Ile %k -k 1k 1Y -k 41 W �Y �Y �Y �k W J� �k TOW=Z.s.55 W
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N /F TS OF ISTURBANCE N RogerN/F
SILT FENCE
N/F N/F The Chase N F N F er G.N/F
Albert P. Chynthia J. The Chose / N/F N/F N/F / Coffer Sr. Regina Gay David Wa
Martha L. LarryMichael Howard C. & y
Diflorio Ignaszewski Bank Robert E. Jeffery A. DB1716 PG365 Gurganus
DB2830 PG351 DB3943 PG860 Coles & Phyllis Faulk y Teresa E. Hazel B. MI
DB4 67 PG665 Basinger McNeil DB2830 PG485 DB1282 P
DB1614 PG720 DB1605 PG14 DB2075 PG666 McNeil
DB2131 PG705
W
N
S
E
GRAPHIC SCALE
( IN FEET )
I inch - 50 ft.
L
DB1314 PG360
STORMWATER & S&EC
CORAL RID
s fa 7160 CAROLINA BEACH
FEDERAL POINT TOWN
2
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DESCRPIDN
DATE
r4gn �lD
INN
d I owner. CORAL RUM. U.0
y c, 1202 N. LAKE PARK BLOD. SUITE A
CAROLINA BEACH. NC 28428
.AI PHONE [phone]
DATE
PLAN 4-3-08
GESCAI
ROAD 1• = 50'
SHIP NEW HANOVER NORTH CAROLINA DRAWN:
JCB
1!iw
EER.
BOUI•BM
ORTH 2 PROJECT NO:
-524994
-5203
SHEET Mxr. J
OF:

BUT =
SEDIMENT STORAGE iv
ZONE
FLOUD STORAGE in
ZONE
ROCK PIPE INLET
TA L
N.T.S.
,love
i2iYli. i-'i �
IMAM
tj
EXISTING PAL
m River Oaks
LIMITS OF a Sec. 7/Ph. 3
DISTURBANCE c
M.B. 47/393�
ii W W-
8" TAPPING
SLEEVE R VALVE /
--CONTRACTOR SHALL DIRECTIONAL BARE -PROPOSED
i E'WATER..MALNi90ATEb ON LOT 092 IN THE
Z RIVER OAKS SUBDIVISION
v
d-
N
Lo
w
3
N
20' PUBLIC UTILITY
W
M
f7
f
00 -_
7
0
J
NOTE,
TOPO ON WESTERN EXISTING LOTS (P-R do F52) IS FROM NEW HANOVER COUNTY
TOPO, AND IS NOT THE RESULT OF AN ACTUAL SURVEY.
AIAINI[Iiere:[ n.nN
PREVENT DAMAGE TO CHANNEL VEGETATION. ALLOW THE CHANNEL TO DRAIN
THROUGH THE STONE CHECK DWI, AND PREVENT LARGE FLOWS FROM
1.
ALL EROSION CONTROL MEASURES WILL BE CHECKED EVERY 7 DAYS OR
CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED
AFTER EACH RAIN PRODUCING N INCHES OR MORE WHICH EVER COMES
TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
2.
FIRST.
SEDIMENT WILL BE REMOVED FROM BEHIND SILT FENCES WHERE SEDIMENT
11.
INSPECT BAFFLES AT ONCEA WEEK AND AFTER EACH RAINFALL.
IS 0.5 FEET DEEP AND REPAIR FABRIC IF TORN, LEAVING OR FAILING.
ENTRANCE WITH A NEW LAYER OF
RLEAST EPAIRS W0.Y
MAKE ANY REOUIRED
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FAQ OF
3.
INSPECT AND REFRESH CONSTRUCTION
A BAFFLE COLLAPSE, TEAR, DECOMPOSE. OR BECOME INEFFECTIVE.
4.
GRAVEL AS NECESSARY.
CHECK SEDIMENT BASINS AFTER PERIODS OF SIGNIFICANT RUNOFF.
REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE
REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS
WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE DESIGN OEPDL
ADEQUATE STORAGE VOLUME FOR THE NEXT RAN AND TO REDUCE
CHECK THE EMBANKMENT. SPILLWAYS. AND OUTLET FOR EROSION DAMAGE,
PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING THE
BAFFLES DURING CL.EANOUT. SEDIMENT DEPTH SHOULD NEVER EXCEED
AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS
HALF THE DESIGNED STORAGE DEPTH.
FROM THE RISER AND POOL AREA
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEN PROPERLY
GRAVEL WILL BE CLEANED OR REPLACED WHEN THE SEDIMENT POOL NO
STABILIZED. REMOVE ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT
LONGER DRAINS PROPERLY OR IF THE ROCK IS DISLODGED.
DEPOSITS. BRING THE AREA TO GRADE. AND STABILIZE IT.
AFTER EACH SIGNIFICANT (N
5.
INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH SIGNIFICANT RAINFALL.
12.
INSPECT INLETS AT LEAST WEEKLY AND
REMOVE SEDIMENT AND RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS
INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF ANY
WHEN THE SEDIMENT 14AS ACCUMULATED TO ONE-HLLF THE DESIGN
DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE
SUBSEQUENT RAMS TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE
DESK DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE
MESH DURING SEDIMENT REMOVAL REPLACE STONE AS NEEDED.
GRAVEL FACING.
13.
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING.
RAINFALL IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA AND
PERKLDICAJ_Y CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A
REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE
MINIMUM OF 1.5 FT BELOW THE LOW POINT OF THE EMBANKMENT.
TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS
IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBAKMENT TO SLIGHTLY
PERMANENTLY STABILIZED. REMOVE THE RIDGE AND THE CHANNEL TO
ABOVE GRADE ANY RIPRAP DLSPIACED FROM THE SPILLWAY MUST BE
BEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE
REPLACED IMMEDIATELY.
AFTER ALL SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY
14.
O•
INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH
S ABLIZED. REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT.
SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR
SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS
PROPERLY.
ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE
6.
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF
HEIGHT OF THE FIRST BAFFLE PULL THE SKIMMER TO ONE SIDE SO
ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE OR IF
THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE
STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED
SEDIMENT FROM THE ENTIRE BASK. NOT JUST AROUND THE SKIMMER OR
REPAIRS TO PREVENT FURTHER DAMAGE
THE FIRST CELL MAKE SURE VEGETATION GROWING IN THE BOTTOM OF
7.
RIP RAP SHOULD BE INSPECTED PERIODICALLY FOR SCOUR OR DISLODGED
THE BASIN DOES NOT HOLD DOWN THE SKIMMER.
STONES. CONTROL OF W® AND BRUSH GROWTH MAY SE NEEDED N
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES
SOME LOCATIONS.
IF WATER IS FLOWING UNDERNEATH OR MOUND THEM.
B.
ROCK DAM: CHECK SEDIMENT AFTER EACH RAINFALL REMOVE SEDIMENT
IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE
AND RESTORE ORIGINAL VOLUME WHEN SEDIMENT ACCUMULATES TO ABOUT
BASIN, USUALLY JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP
ONE-HLLF THE DESIGN VOLUME
AND DOWN AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS
CHECK THE STRUCTURE FOR EROSION. PIPING. AND ROCK DISPLACEMENT
DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN
AFTER EACH SIGNIFICANT RAINSTORM AND REPAIR BIMEIXATE.Y.
AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
9.
INSPECT ALL MULCHES PERIODICALLY AND AFTER RAINSTORMS TO
SKIMMER TO SEE IF O IS CUDG,GED; IF SO REMOVE THE DEBRIS.
CHECK FOR RILL EROSION. DISLOCATION. OR FAILURE WHERE EROSION IS
IF THE SIMMER ARM OR BARREL. PIPE IS CLOGGED. THE ORIFICE CAN BE
OBSERVED. APPLY ADDITIONAL MULCHL IF WASHOUT OCCURS. REPAIR THE
REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNARE OR
SLOPE GRADE, RESEED. AND REINSTALL MULCH. CONTINUE 94SPECTKM
BY FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE
UNTIL VEGETATION IS FIRMLY ESTABLISHED.
REPOSITIONING THE SKIMMER.
10.
INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY
EVENT.
REQUIRED REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND
SPILLWAY. CHECK THE EMBANKMENT. SPILLWAYS. AND OUTLET FOR
EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT
EROSION. DAMAGE. AND INSPECT THE EMBANKMENT FOR PIPING AND
ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN
SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL
DNS, INSTALL A PROTECTIVE RIPRAP LINER N THAT PORTION OF THE
TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS.
CHANNEL.
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME
SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT
THE SKIMMER FROM PLUGGING WITH ICE.
N
O
PO
N/F z
Ld
Terue Simmons J =
DB 1181 PG Fin in
N '26'32"-wT95.23' �� �� S 89'26'32" E 597.83'
2M In
0' Perim ter Setback I y y' d' y y W y y
/ 20' Perimeter Setback 2 W W y /
y Jr •Y y �Y y �L y - _
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S 89 02 17 E /
\ 7.56 ac. 3.o0 3.00 SILT FENCE
\(Lot 93) ---- ' — -� \ zo' Pueuc UTILITY EASMENT / END OF ACCESS EASMENT 387.96' - - 00 _ _189.86'
\ PROPOSED 8' WATER. MANE APPROX.LOCATION OF LIMITS OF DISTUR'BA
�hYbO'58'34" E EXISTING 12 FT WIDE
40.00' DIRT ROAD; TO BE AS DRIVEWAY FOR L0�
a — S 89'02'1 " _E 673.91' _ #51 52 9'02'17" W 1045.32'
w.. _
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l 41y y 41 y y y y �Y 'k �Y y y y y 'k W y y y y y NP W \ y Ile 41
y Nk 41 NY Nk y y W y NL y y
N 89'02'07" W 693.15 __ -- "
A, y y y S 89t2'07" t 1045tO' y y y y
N /F
an Patrick' / N/F \ /F N/F
Usher Layman Patrick Usher R ph C. & Ralph C. & N
B1342 PG1586 DB1342 PG1586 h oris C. Doris C. Pegg
Whitney Whitney
Bur
I�B2515 PG649 DB2515 PG649 DB378
DIESIGIM PLAN COMFrATlac /
I NDIHY CERT"r THIS PLAN HAS BFDN PREPARED ACCORDANCE WITH THE LATEST NEW HANOVER
COLNIY ORMANCFS AND STGNWAETR DEIGN MANUN..
011TE:
STORMWATER & S&EC PLAN 4-3-08
AnRF N _
RWIT WJEE �F CORAL RIDGE 1.
7160 CAROLINA BEACH ROAD 1" = 50'
DA1F
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH DRAWN:
RETISIRAIION NIIlIM3t•
anEM �xAI N"Ri�ny?.�:: JIM
.� MALPASS ENGINEERING, P.C. JSM
1 (wq NIB+Eer CIXIiY THAT 1 (AIL) AM (Ali THE CURRENT ONM✓wR OF THE PROPERTY AM FIAT UPON E/� '�� 1134 sBIOT ARD BOOZE w
RECEPT OF 'AUNORBAOON-r0-CONMI1CT" ANT' CLEARING. GRADING. CONSiN1CRON OR DEVELOPMENT ��t "•., WD.YDTGTON, NORTH CAROLINA 20412 PROJECT N0:
WILL BE PFWMI D N ACCORDANCE WRN THIS RAIL AND THAT THE APPLME NO RATES OF t 1EVts>D W A90 IIOLII PIPE NIEf OETIr_ A/0 OdMlt' lOPO r0R 0051310 UAS S-Yt-Oe ". Phone [phone]
NEW KWAR COUNTY, THE STATE OF NORTH CAROLIA AND THE FMO K GCVO ENT No ITS E 94
AGENOE9 WHICH ARE NERETiY WDE PART OF THIS PWL AS THE OWNER, I (WO ACCEPT HRL W
RESPONs®HLm FOR THE C0M6TMX" No OPUATION NO MAMIDWI E OF THE Ri0PO9ED FACILITIES. 1 GRAPHIC SCALE
(WE) WLL NOT ArSPr TO MOM OF THIS RESPONSIBILITY WRNOUT THE WRITTEN NfINdIRATON OF 4tl
NOT HANOVER COUNTY.'
>0 O ZS 90 100 200
$iG11AlURF-
�O t � Fez 910-392-5903
s jy Owner CORAL RIDGE LLC sHEEr HO JA
1202 N. LAKE PA6 BLVD. SUITE A
N't CAROLINA BEACH. NC 28428
PHONE 9ID-458-5605
S (>F.
PINT NAAIE Tln r• REVISIONS .., � I 1
(DI FEET)
1 inch = 50 M
x
1 WIND 10 MOEiW MIS OF IMMINYMCE.
6-20-M
S
REV= 10 ADJUSr Mat t SETTER
10-W-OB
4
ttE m pw Leo Tw
3-12-10
REV ND.
OFSCRPN(x!
DAZE

Permanent Seedna
Specifications #6.11 - Specifications
(Specifictions are as per the 'Erosion and Sediment Control Planning and Design Manual' of the state of
North Carolina)
Table 6.11p - Seeding No. 1CP for Wall -to Poorly Drained sons with Good Moisture Retention; Low
Maintenance
Seeding mixture
eeks
Rate Qb/acre)
Tall fescue 80
Pensacola Bdniagross 50
Sericea lespedezo 30
Kobe lespedezo 10
Seeding Notes
1. From Sept i - Mar. 1, use unscorffied sericeo seed
2. On poorly chained sites omit serlom and increase Kobe to 30 Ib/acre.
3. Where a neat appearance is desired, omit sericea and increase Kobe to 40 lb/acre.
Nurse plants
Between Apr. 15 h Aug. 15, add 10 Ib/ocre German millet or 15 lb/acre Sudongass. Prior to May 1 Or after
Aug. 15, odd 25 lb/acre rye (grain).
Seeding dates
Beat Possible
Early spring: Feb. 15 - Mar. 20 Feb. 15 - Apr. 30
Fall: Sept 1 - Sept 30 Sept 1 - Oct 31
Sop amendments - Apply Pine and fertilizer according to son tests, a apply 3,000-5,ODO lb/acre ground
agricultural limestone (use the lower rate on sandy sole) and 1.000 Ib/ocre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre groin straw or equivalent cover of another suitable mulch. Anchor straw by
tacking with asphalt, netting. or roving or by crimping with a mulch anchoring tool. A disk with blades set
nearly straight can be used as a mulch anchoring too.
Maintenance - If growth is lose than fully adequate, refertOze In the second yea, according to will tests or
Topdress with 500 Ib/oere 10-10-10 fertilizer. Mow as needed when sericso is omitted from the mixture.
Reseed, fertilize. and mulch damaged oreaa immediately.
Table 6.11q - Seeding No. 2CP for. Well -to Poorly Drained saps with Good Moisture Retention; High
Maintenance
Seeding mixture
Species Rate (lb/acre)
Tall fescue (blend of two or
three improved varieties) 200
Rye (gram) 25
Seeding dates
Best Sept 15 - Get 15
Possible: Sept 1 - Oct 31 or Feb. 15 -Apr. 30
Sop amendments - Apply line and fertilizer according to so tests. a apply 3,000-5.000 lb/acre ground
agricultural limestone (use the lower rate an sandy sops) and 1.000 Ib/ocre 10-10-10 fertilizer.
Mulch - Apply 4.000 Ib/ocre gram straw or equivalent cover of another suitable mulch. Anchor straw by
tacking with asphalt netting, or roving or by crimping with a mulch anchoring tool. A disk with blades set
nearly straight can be used as o mulch anchoring tool.
Maintenance - Fertilize according to sop tests or apply 40 lb/acre nitrogen in Jan. or Feb.. 40 lb in Sept.
and 40 It, in Nov., from a 12-4-8 . 16-4-6, or similar turf fertilizer. Avoid fertilizer applications during
warm weather. as this inceams stand losses to disease. Reseed. fertilize, and mulch damaged areas
immediately. Mow to a height of 25-3.5 inches as needed.
Table 6.11v - Seeding No. 7CP for. Grass -lined Channels; Coastal Plain, Lower Piedmont and Dry Sops in the
Central Piedmont
Seeding mixture
Species Rate (lb/axe)
Common Bennudogross 40-80 (1-2 Ib/1,000 ft" 2)
Seeding dates
Coastal Plain: Apr. - July
Piedmont Apr. 15 - June 30
Sop amendments - Apply time and fertilizer according to sop tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use lute. excelsior matting, or other effective channel lining material to cover the bottom of
channels and ditches The lining should extend above the Highest colmlated depth of flow. On channel side
slopes above this height. and in drainages not requiring temporary finings, apply 4.000 Ib/ocre gram straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must not be allowed to wool down slopes where they can dog drainage
devices
Maintenance - A minimum of 3 weeks is required far establishment Inspect and repair mulch frequently.
Refertilize the following Apr. with 50 lb/acre nitrogen.
Refer to Appendix 8.02 for botanical names
Table 6.11r - Seeding No. 3CP for Dry Sands to Sandy Looms;
High Maintenance, Fine Turf
Seeding mixture
Species Rote (bu/1.000 ft" 2)
Tifway or Tifway II Minimum: 3
hybrid Bermudogross Rashid cover: 10
Seeding Notes
1. Sprig or sod (Practice 6.12, Sodding). Moisture is saeentfal during Initial establishment Sod must be kept
well watered for 2-3 weds, but can be planted earlier or later than sprigs.
2 Cannon Bermuda can yb be more
or hone,ged! and pest t does tan flowery beds roduce a an specimen plantings.
turf. It is leas
cold tolerant than the h
Planting dates
Apr. - July
Sop amendments - Apply lime and fertilizer oeeording to soil tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 Ib/¢are 10-10-10 fertilizer, Or 50 lb/am" nitrogen from turf -type
slow -release fertilizer. Add 25-50 Ib/ocre nitrogen at 2- to 3-wesk intervals through midsummer.
Sprigging - Plant sprigs in furrows with a tractor -Maven transplanter, or broadcast by hand.
Furrows should be 4-15 Inches deep and 2 It apart Place sprigs about 2 ft apart In the row with one
and at or above ground level (Figure 6.11d).
Broadcast at rotes shown above, and press sprigs into the top 1/2-2 inches of wall with a disk set
atrolght sa that sprigs are not brought back toward the surface.
Mulch - Do not mulch.
Maintenance - Water as needed and mow to 3/4- to 1-Inch height Topdress with 40 lb/,me nitrogen In
Apr., 50 lb in May. 50 lb in June. 30 lb in July, and 25-50 lb in inn}
Table 6.11s - Seeding No. 4CP far. Wall -Drained Sandy Looms to Dry Sands, Coastal Plain and Eastern Edge
of Piedmont; Low -to Medium -Care Lawns
Seeding mixture
Species ent Cpesntpedegrase 10-20 Ib/axe (seed) or
33 bu/sae (sprigs)
Seeding dates
Mar. - June
(Sprigging can be done through July where water Is available for Irrigation.)
Sol amendments - Apply lime and fertilizer according to Will tests, Or apply 300 lb/acre 10-1G-10.
Sprigging - Plaint sprigs in furrows with a tractor -drawn transplanterg or broadcast by hand.
Fuows should be 4-6 In ches deep and 2 ft apart. Place sprigs about 2 ft apart in the row with ono end
rr
at or above ground level (Figure 6.11d)
Broadcast at rates shwwn above. and press sprigs Into the top 1/2-2 Inches of sal with a disk set straight
sa that sprigs are not brought back toward the surface.
Mulch - Do not mulch.
Maintenance - Fertilize very sparingly - 20 Ib/acre nitrogen in spring with no phosphorus Centipedegross
cannot tolerate high pH or excess fertilizer.
Table 6.11t - Seeding No. 5CP for. Well -Drained Sandy Looms to Dry Sonde;
Low Maintenance
Seeding mixture Species Rate (Ib/sae)
Pensacola Bahiagross 50
Sericea lespedezo 30
Common Bennudogrow 10
German millet 10
Seeding Notes
1. Where a neat appearance is desired. omit "rice".
2 Use common Bermuda only on isolated sites where it cannot become a pest Bermudagross may be
replaced with 5 lb/acre centlpedegrass.
Seeding dates
Apr. 1 - July 15
Sol amendments - Apply lime and fertilizer according to sop tests. or apply 3.000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4.000 Ib/ocre groin straw or equivalent cover of another suitable mulch. Anchor by tacking
with asphalt roving, or netting or by crimping with a mulch anchoring tool. A disk with blades set nearly
stra'hght can be used as a mulch encoring tool. Res May be
Maintenance - Refertilize the following Apr. with 50 Ib/ocre nitrogen. Repeat as growth rega Y
mowed only once a year. Where a neat appearance is desired, omit sericea and mow ce often as need.
15'1 � 3,09'J
FLOW
1-1.5' THICK
RIP RAP
NOTE, PLACE ONE LAYER [IF FILTER
FABRIC UNDER RIP RAP
POND #1-20
EMERGENCY SPILLWAY
OUTLET PROTEC
NOT TO SCALE
30.47'\ �23.19
FLOW o000 -3T01
1.5' THICK
RIP RAP
NOTE1 PLACE ONE LAYER OF FILTER
FABRIC (BIDER RIP RAP
POND L1- 00
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
Temporary See
Specifications #6.10 - Specifications
(Specifications are as per the 'Erosion and Sediment Control Planning and Design Manual' of the state of
North Carolina)
Table 610a - Tenpor'ary Seeding Recommendations
For Late Winter and Early Spring
Seeding Mixture
Species Rate (tb/acre)
Rye (grain) 120
Annual lespedezo. (Kobe In
Pledmont and Coastal Plain,
Korean In Mountains) 50
Omit annual lespedeza when duration of temporary cover Is not to extend beyond June.
Seeding dates
Mountains - Above 25M ft, Feb. 15-May 15
Below 2500 ft1 Feb. 1-May 1
Piedmont - Jan. 1-May I
Coastal Plain - Dec. 1-Apr. 15
SoR amendments - Fallow recommendations of salt tests or, apply 2,000 W/acre ground agr•IOAte t Umestone
and 750 lb/acre 10-10-10 fertillzer.
Hutch - Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring toot.
A disk with blades set nearly straight can be used as a mulch anchoring tool.
Maintenance - RefertRlze If growth Is not fully adequate. Reseed, refertilize and mulch isvedlately fallowing
erosion or other damage.
Table 6.I0b Temlpor'ary seeding Recommendations for Summer
Seeding mixture
Species Rate (lb/acre)
German millet 40
In the Piedmont and Mountains, a smatt-stemmed Sudnrgrass may be substituted at a rate of 50 (b/acre.
Seeding dates
Mountains - May 15-Aug. 15
Piedmont - May I -Aug. 15
Coastal Plain - Apr. 15-Aug. 15
SoR amendments - Follow recommendations of soft tests or apply 2,000 lb/acre ground agricultural Limestone
and 750 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring toot.
A disk with blades set nearly straight can be used as a mulch arndnor'mg tool.
Malnte lance - RefertlUze If growth is not fully adequate. Reseed, refertIfte and notch inmedlately following
erosion or other damage.
Table 6.I0c Temporary Seeding Recommerdatkms for Fall
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Seeding dates
Mountans - Aug. 15-Dec 30
Coastal Plain and Piedmont - Aug. 15-Dec 30
Soil amendments - Follow soft tests or apply 2,DDO lb/acre ground agricultural Unestone and 1,000 tb/acre
10-10-10 fertRlzer.
Mulch - Apply 4,000 tb/acre straw. Anchor straw by tacking with asphalt, netting, or, a mulch anchoring toot.
A disk with blades set nearly straight can be used as a mu tch anchoring tool
Maintenance - Repair and refertftize damaged areas Immedntely. Topdress with 50 Ib/acre of nitrogen In
March. If It Is necessary to extend temporary cover beyond June 15, overseed with 50 tb/acre Kobe
(Piedmont and Coastal Plain) or Korean (Mountains) lespedeza in late February or early March.
PIPE SYSTEM - POND #1
FROM
TO
SIZEQN)
LENGTH(FT)
SLOPEffT/FT)
. DIVERT CET)
U.S.N
DINVERT CEL)
S
(IRATE DPI'
ce EDP)
CB-1
CB-2
IS
30
OMM3
1658
16.42
1925
CB-2
SIR#',-2
I IS
140
M30
16.42
16.00
1925
SDMH-2
DI-2
36
74
0.01135
14.71
13.87
20.80 (TIP)
DI-2
SDMH-I
36
44
0AOM
13.87
13.74
1958
DI-3
SDMH-i
18
48
.038%
IS61
13.74
1956
SDMH-1
SDMH-12
42
9
OA0333
la74
13.71
1921 (TOP)
CB-29
CB-30
18
37
1 U1595
2114
20.55
25.96
CB-30
CB-31
18
41
U1463
2055
19.95
2me
CB-31
CB-5
18
59
0.01576
19.95
19.02
2415
CB-5
CB-4
18
182
0.02198
1922
15.02
M63
DI-4
CB
24
23
.00304
15.09
15.02
19.34
CB-3
CB-4
16
30
0.00=1
16.84
16.74
20.09
CB-4
SDFB1-2
36
101
A11307
15.02
14.71
20.09
SD MI-12
DI-1
42
71
0.002%
13.71
1350
19.85 (TOP)
DI-1
OUTFALL
42
53
.00358
13.50
13.31
19.60
PIPE SYSTEM - BYPASS PIPE
FROM
TO
LENGTH(FT) LENGTFT)
SLOPE(FT/FT)
U.S. INVERT CEL)
D.S. INVERT CEL)
GRATE EL
(e EDP)
UPSTREAM
DI-22
15
16
0.16063
20.40
17J33
-
DI-22
1 OUTFALL
15
1 336
1 0.00232
1 17.83
17.05
1 20.05
40' L�21.70' 1
FLOW °o°0 0
°°°° 1
LT THICK
RIP RAP
NOTE, PLACE ONE LAYER IS FILTER
FABRIC UNDER RIP RAP
POND #2A
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
40' L�18.70�
FLOW °o°o 40
0000 1_
T1.5' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND j2B
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
TOP OF POND
\f
3:1 SLOPE
1a1 SLOPE
3' 110E
BOTTOM OF FOREBAY FDREL is 1 SLOPE
BAY SEDIMENT BOTTOM OF POND
CLEANOUT EL
POND #1-10 FOREBAY & POND CROSS-SECTION
SCALE, 1' = 20'
TOF OF POND
;1 SL�
10.1 SLOPE
TOP OF POND
3:1
10t I SLOPE
TEMPORARY POOL EL
PERMANENT POOL EL
91
MAIN POND SEDAIIIEN
CLEANOUT EL
IW WIDE
VEGETATED
SHELF
TEMPORARY POOL EL
PERMANENT POOL EL -
Q'E 9
BOTTOM OF POND MAN POND SEDIMENT
CLEAAKW EL
o' WIDE POND #1-20 POND CROSS-SECTION 10' WID
GETATED VEGETAT
SHELF SCALE, V = 20' SHELF
L 10;1 SLOPE
BOTTOM OF FOREBAY BOTTOM OF POND
FOREBAY SEDIMENT
CLEANOUT EL
POND #2A FOREBAY & POND CROSS-SECTION
SCALE, 1' = 20'
OUTLET STRUCTURE
(SEE DETAIL)
TOP OF POND
I.I SLOPE fat SLOPE
iai SLOPE
TEMPORARY POOL EL
PERMANENT POOL EL�
MAIN POND SEDIMENT
CLEANOUT EL
1V YADE
VEGETATED
SHELF
3' WIDE _ TEMPORARY POOL EL
3::7 SLOE 3.7 PERMANENT POOL EL
a I SLOPE
10: 1 SLOPE
BOTTOM OF FOREBAY BOTTOM OF POND MAN POND SEDIMENT
FOREBAY SEDIMENT CLEANCUT EL
CLEANOUT EL 10' WOE
POND #2B FOREBAY & POND CROSS-SECTION vEGETATED
SCALE, r = 20' SHELF
NOTES:
1. MUHLENBERGi1 CVLARUS(PNK W HLY) R SPARfDU BftKEPo(CORDORASS) OR CENTIPEDE
SOD TO BE PANTED 01 SLOPES OF POl ABOVE THE
PQRMANQNf POOL k E1HER PICKEREL WED, BLUE FLAG NHS, OR DUCK POTATO
TO BE PLANTED ON THE VEGETATED SIW.
2 IF THE BASH IS LIO FOR SEDNENT AND ER06KN CONTROL OURNG
CONSiRLICTION. CLFiV1 TUT OF THE BASIN IS SPECIFIED PRIOR TO USE AS A
WET DETENTION BASAL
S. ALL WATER THAT DRWS OFF BPERViOUS SURFACES LOCATED wnm THE DRANAGE AREAS FOR POND J1 AND POND j2
WILL BE DIRECTED NB THE SfORIMIER SYSTEM. BY EITHER RAISING AND SLOWING SITE TOWNiDS THE
STREET. PIPING TOWAIIS THE STREET OR CUTiERING TOWNHOUSES AND SPIIJNG
WATER KID FRONT WIDS THAT BRAN TOWARDS THE PARKING (ALL ROOF DRAINS MUST BE DIRECTED TO THE PONDS).
4. ENERGY DISSIP40 TO NAVE FILTER FABRIC LNDERIAYM NT.
5. IF THE PONDS I® TO BE ORARED FOR MANTENANCE OR AN EMEIM4CY
A PUMP IS TO BE UED TO DRAIN THE PONDS.
6. BUILDINGS TO DRAM TO THE PARKING N FROM OF ITSELF.
FINISHED GRADE
MANHOLE CONSTRUCTION
SIMILAR TO STANDARD
MANHOLE -�-
NEW OR EXIST.
CULVERT -
3000 PSI CONC,
FOOTING
INTERFERENCE MANHOLE
NTS
3:1 SLOPE
10:1 SLOPE
ILET STRUCTURE
(SEE DETAIL)
TOP OF POND
a- I SLOPE
is 1 SLOPE
SHUT ELEVATIONS
POND
ELEV.
1-10
12.98
1-20
13.98
2A
Lao
2B
15.23
THAN THE REQUIRED SURFACE -AREA
INTO PONDS 1-10 ✓k 1-20
PEIND 1-20 DETAIL
N.T.S.
rulvL 1-lu L)L. I "IL-
N.T.S.
TOP OF POND
.k I SLOPE
10.1 SLOPE
am PM 20
LER0RT-f7T.UM
WDIHa560 FI
i (YIEj mm CERIFY TWD I m AM (ARE) DE ( PENT on OF THE PROPODY MD TINT UPON
RMEPT OF %NRNORD1ION-10-Cd611UCr ANY CLEARING, ORALNC, CtNSIRUC110N OR DEVIUDIN IIF
WIL BE PEIM ED N ADDOPDENCE 1WIH TITS PINI NO TINT TIE APPUCJIHE ORDINANCES NO RUES OF
WN IIANO1M COUNTY, TIE SWE OF NORTH D1ROlNR NO THE FEDBtAL GOM MENT NO OS
AGENCIES WHICH ARE HEREBY WOE PART OF THIS PLAN. AS DIE OWNER. I (W) ACCEPT FULL
RE.SPdL5 AY FOR BE W1151RUCUON NO OPEWITION AND MWIOMNCE OF IIE PROPOSED FACILITIES I
M WLL NOT ATEIPT TO MAIM OF INS RESPONSIWBY W 11DUT THE WRDT I MI DIPATRIN OF
NEW IWOPFR COUNTY!
saNn11+F•
PRINT MOUE DOE•
11
T WE ONVIT FOR POW 01.
11EVNm MART
7-4-10
10
MOM 10 ADAM PIPE C W r a 0R)MO1r3 MIA aNRL
3-I2-10
9
RHeRD 10 MART PPE 01WIr.
1-]/-10
a
K5
To NEWA& OePLUKr OEM.
4"4-M
7
WE
R10 ADAW E a13RM
ROAD)
3-13- 00
0
FOR
ROOM 10 MRW ONVICE SIM R SAM PORK
9-15-M
ROOM PER MIDR m ADD SMMff CLEANOUT MM O M
a-20-Oa
4
IMMM 10 MD SIM OE401014 fOR POND 1-10 a 1-21X
6-25-M
3
mm 10 AQRw evesio 15 AREA 000R Fill Pow #L
8-4-00
2
ROOM 10 ADAM PM 1-20 DETAIL.
5-t5-m
1
Foam PLR Pew MAMIFR COIRIIY commmm 10 me cofE PJmm TO PPE sysm semi
5-8-0
REV ID.
OLSCnPI10N
011E
r HATCHED AREA FOR THE 91FLM INTO POND 2A
HATCHED AREA IS MAINTENANCE ACCESS
HATCHED AREA#71.63 SF.1 IS LARGER INAN THE REMAINED SURFACE AREA
HE AT TPERMANENT POOL FFOOIRL THE INFLOW INTO POND 29
POND 2B DETAIL
N.T.S.
ALIT7 FT STRUCTURE DETAILS (FEET)
ON
BOX
i
I 8
GROUT INSIDE
I THICKNESSVA77ON
BOTTOM OF BASE
1
I 4x4
j6x6xOL5
1 0.75'
1 14.5
2
1 4x4
I B-9-0 51
1'1
74.75
MELDED EAR
TRASH RACK
BOLTED IN PLACE
4' OPENINGS
PVC ORiFlCE WITH G
90' ELBOW DOWN
17 OUTTHICK PRECAST
- (WEIR r LET STRUCTURE
Q.EA. OUTLET PIPE
PRECAST CONCRETE BOXX-q_y'?"'rT'$'f-`T •.�
`F,�a , v y, wk+}..;,A, 6' EXTENDED BASE
c} OR EQUIVALENTr,.,�. .., :'.
6" 7MCX
EXTENDED BASE T
NOTE ALL OUREIS SHALL BE PROTECTED BY MASH SCRm6.
THE TOP OF THE RM SHALL HAVE A TRASH RACK MADE OF
NUMBER 5 ROM WELDED TO ANGLE ERNE FRAME SMALL BE
ATTACHED TO RISER SO AS TO BE REIIDWIB1E FOR U NTNANCE
OUTLET ET STRUCTURE DETAIL
NOT TO SCALE
DATE:
E160CAROLINA
T 4-3-08
LRIDGE SCALE
BEACH ROAD N.T.S.
OINT TOWNSHIP NEW HANOVER NORTH CAROLINA DRAWN:
JCB
NCL�R/. 10 11-t, CHECKED'
K'r-., `'.l 1134 SfDPYARD BOULEVARD JBM
1� ��i•,, 1TIIYTNGTON, NORTH CAROIINA 28412 PROJECT Nil:
Iva, j
Q'�� Pez goo-sac-5zo3
# Owner: CORAL RIDGE. L,C sHEEr N0:1 0
.'.,, 12D2 N. LAKE PARK BLVD. SUITE A
x� CAROLINA BEACH. NC 28428
so PHONE: 51D-458-5605 O
rz� OF:
K:\AutoCAD\2005\94\coral-ridge(7-6-10).dwg

N
W
N/F
S
N/F 1. DISTURBED AREA=1,416.891 S.F. = ±37-53 AC.
Terse Simmons
DB 1181 PG 510 .:Ira 2• ALL SEWER MAINS TO BE 8' PIPE WITH MINIMUM 3' COVER UNLESS NOTED OTHERWISE.
N S 8926'32' E 597.8V S 89'28'32 3. ALL WATER MAINS TO BE 8• UNLESS NOTED OTHERWISE WITH A MINIMUM S COVER-
'LO' P lV Setbod r r r r W r r W r r r r Z 4. STREET LIGIRTS PER PROGRESS ENERGY MAP.
�� �� W W W W • W W r W r W M Pwinefer S"lad. W W W W za' Per•nelr s.nlau 5. ALL ROAD MATERIALS SHALL MEET NCDOT STANDARDS.
7 O 6. HORIZONTAL SEPARATION BETWEEN WATER AND SEWER IS TO BE 10' BETWEEN EDGE
r r r r r r r r r W r r \
OF rIrGJ.
s R I W r W r W r r W r W W EA.tkqW W ` `� 7. A 24 IN. VERTICAL SEPARATION SMALL BE PROVIDED BETWEEN STORM SEWER AND
SANITARY SEWER LINES OR FERROUS PIPE SPECIFIED.
0;W \\ 6. VERTICAL SEPARATION BETWEEN WATER AND SANITARY SEWER:
sdP' " I WATER OVER SANITARY SEWER: >19' OR USE D.I.P. (ON BOTH) 11Y ON ETHER SIDE
d9
\ W / 51-R W W OF CROSSING.
5I W W W
SANITARY SEWER OVER WATER: USE D.I.P. (ON BOTH) 10' ON ETHER SIDE OF
r W r r7CROSSING.
g
9. VERTICAL SEPARATION BETWEEN WATER AND STORM SEWER:
/ W W
52 \ r W W z W 1i WATER OVER STORM SEWER: >18' OR USE D.I.P. ON WATER /0' ON ETHER SIDE OF
\ r r W / _ Z CROSSING.
7.58 ao \ N / N aosru E 5 89M,Y E s a05r4J w I r • O STORM SEWER OVER WATER: USE D.I.P. ON WATER 10' ON EITHER SIDE OF
3ar a.air u
arlsrerinassr / races urn �r.sR' - p• rw14N•r CROSSING.
10. ALL SANITARY SEWER MANHOLES WITH A DROP OF 30- OR (;TREATER SHALL HAVE AN
/L/ / _ plt'Oox'x• E INSIDE DIAMETER OF 5 Y87H AN INSIDE DROP STRUCTURE
11. ALL ROOF DRAINS TO BE DIRECTED TOWARDS DRAINAGE SYSTEM AND PONDS
S WWI
- - ANGES WITHIN THE RIGHT-OF-WAY
_ _ _ - - r _ _ _ _ _ - _ _
_ _ r w ,o15sa
_ • - �
12. THERE SHALL BE NO k?1UIMBR
i & UPON COMPLETION OF ANY PHASE OF ACTIVITY DISTURBED AREAS WILL BE
O
SEE" WITHIN 21 DAYS OF NO CONSTRUCTION.
1 W1rR r W W W W W W r r r
W W W W W W W W W W W W W W W W W
14. IT IS THE CONTRACTOR'S RESPONSIBILITY TO RAISE & MOPE LOTS ADEQUATEJ_Y TO
W�P W r W W r W W W W W
W W W W W W W us
ENSURE TOWARD STREET.
y
ms�slQ
/96
II
ELOPEPOSITIVE MALLEDRAINAGE
15. THE DEVELOPER SHALL ENSURE STORMWATFR ON ADJACENT PROPERTY IS NOT
� W W r W W W r W W°
♦ W W W W r W W W r W r W r W W r W W r
1 -`
HINDERED FROM FLOWING OFF THEIR PROPERTY DUE TO DEVELOPMENT.
APPROPRIATELY TO
18. MANHOLES, CATCH BASIS, AND DROP INLETS SHALL BE SIZED
W W W W W W W W W W W W •il W W W W W W W W W �IyW W W W W r W W
l VE
d
r 0
ACCOMMODATE OVERSIZED PIPES
SHALL BE D.I.P. AND MEET
r W r W W W W W r r W
I
17. GRAVITY SANITARY SEWER WITHIN 50' OF WETLANDS
ROC Area. r W W r W W r W
W I I,
WILIER MAIN MATERIALS, TESTING METHODS AND ACCEPTABILITY
r W W W r W W r W r W W +In
W V W W W W W W W W W W W W
r W r W W r W r W W W W W
W W W W W W W W W W W 2,95 oov W W W W V W W W V W
\ // W
STANDARDS (15A NCAC 18C).
18. GROUND ELEVATION (GO ON RETAINING WALLS IS THE G ROLN0 ELEVATION AT THE
W V W W W W W W W V W W V V
m
WALL THE ACTUAL BOTTOM OF THE WALL TO BE DETERMINED BY OTHERS.
W W W W W W W W r
r W W r W W W W W W W W W W W W W W W W r W
W
t9. PROPOSED RETAINING WALL DESIGN AND "EIGHT (AS MEASURED FROM TOP OF WALL
W r W W W W
M eRDO'OY w Ill
S •AAYvrt lossma, W
W r
W /
/
LLJ
TO BOTTOM OF WALL) BY OTHERS MALPASS ENGINEERING, P.C., IS NOT
DESIGN.
RESPONSIBLE FOR RETAINING WALL
N�
C.
N
N/F
' I
L d
20. ALL DROP INLETS TO BE HEAVY DUTY 27XX FRAME & GRATE (GENERAL FOUNDRIES
Layman Patrick Usher
D81342 PG1586
R h &
Cris C.
Ralph C. &
Dads C.
Peggy Dawn
/�
INC., ITEM 124364 OR EOUIVALENT). FRAME & GRATE TO BE TRAFFIC BEARING.
LOCAL. STATE, & FEDERAL
Whitney
Whitney
Burton
V /
21. ALL CONSTRUCTION TO CONFORM TO APPLICABLE
B2515 PG649
D82515 PG649
D83788 PG211
REGULATIONS & CODES•
22. NO GEOTECHNICAL TESTING HAS BEEN PERFORMED ON STE. NO WARRANTY IS
EXPRESSED OR IMPLIED FOR SUITABILITY OF SONS. OWNER/CONTRACTOR SHOULD
CONSULT WITH A GEOTECHNICAL ENGINEER FOR SOILS INFORMATION. ANY UNDERCUT
4,
& REQUIRED REPLACEMENT WITH SUITABLE MATERIAL SHALL BE THE RESPONSIBILITY
0
-
c
o
R/W
OF THE CONTRACTOR.
23. EXISTING WATER MAIN TO SE D.I.P. IF CLOSER THAN 5' HORIZONTALLY TO CULVERTS.
"Z R
EXISTING FORCE MAIN TO BE D.I.P. IF UNDER CULVERTS. (SEE ABOVE FOR
50' R.O.W.
-0Z
=
SEPARATION MOTES
M r
I 12'
7' 13' t3'
" c
H
24. SOILS ON STE ARE MAINLY: W0, St. Ly, Kr. & PM. )
25. TOTAL PROPOSED IMPERVIOUS AREA ON SITE (INCLUDES FUTURE ALLOCATION 409.101 S.F.
3:1 MAX.\
3
..0
5'
1 4" PER 1/4" PER
/
7Type"A"
?.
3 -' 3:1 MAX.
26. SOME OFF -SITE DRAINAGE ENTERS THE SITE.
THIS PROPERTY IS NOT WITHIN A SPECIAL FLOOD HAZARD AREA AS SHOWN OF FIRM
SLOPE TO
I27.
Type "A" Curb FT. SLOPE FT. SLOPE Curb
SLOPE TOEXISTING
EXISTING
COMMUNITY PANEL 3720313200J /DATED: APRIL 18, 2005.
-
1 2" Per
/
&Gutter -�-- -�Gutter
1/2" Per
\
28. WHEELCHAIR RAMPS TO BE NCDOT STANDARD. WHEELCHAIR RAMPS TO BE
5' Conc.
Foot Sope Foot Slope
Sidewalk 1.5" SF9.5A Asphalt I 6" ABC OVER
MAINTAINED BY THE LOCAL MUNICIPALITY•
2g SWALE /2 & REMAINDER OF DISTURBED AREA LOCATED WITHIN N000T R/W OF
1 /2" Per COMPACTED SUBGRADE 1' 1'
1ROAD
TO IMMEDIATELY SEEDED & STABILIZED WITH EXCELSIOR
Foot Slope
FootSlopeBONAIRE X-SECTION FROM STA. 5+17.49 TO STA. 14+65.54
MATTING PRIOR TO ANY RAINFALL EVENT.
DRAINAGE EASEMENT IS TO BE PROVIDED FOR EACH POND INCLUDING
(Residential Local Road)
30. A RECORDED
ACCESS TO NEAREST RIGHT-OF-WAY.
31. PRIOR TO INSTALLATION OF WATER & SEWER MANS CONTRACTOR IS 70 NOTIFY THE
N.T.S.
ENGINEER, JEFF MALPASS, PE, WITH MALPASS ENGINEERING, PC AT 91G-392-5243.
4,
32. DEVELOPER AND/OR LOT OWNER CAN NOT PLACE VERTICAL OBSTRUCTIONS, FENCES,
0
c
o
R/W
WALLS, ETC., IN EASEMENTS.
33. GUARDRAILS OF SUFFICIENT HEIGHT TO PREVENT ACCOE NTAL INJURY SHALL BE
o R
W
50' R.O.W.
c o
INSTALLED ON ALL RETAINING WALLS.
34. BYPASS WEIR TO BE IMMEDIATELY SEEDED &STABILIZED WITH IXCEISIOR MATTING
I
prim
17' I 17' 8
'c
®?
PRIOR TO ANY RAINFALL EVENT.
35. A fA1RCL0TH SKIMMER SHALL BE INSTALLED N AND CONNECTED TO THE OUTLET
3
5•
3'
3 L'.
STRUCTURES LOCATED N POND /1-20 & /2B (SEE SKIMMER DETAIL & CHART FOR
3:1 MAX.,,
c
1/4" PER 1/4" PER
"A" FT. SLOPE Type "A" Curb
rj,3:1 MAX.
SLOPE TO
SIMMER & ORIFICE SIZES). THE FAIRCOTH SKIMMERS ARE TEMPORARY • ONCE THE
SLOPE TO
Type Curb FT. SLOPE
I & Gutter
EXISTING
ENTIRE SITE HAS BEEN STABILIZED THE SKIMMERS SHALL BE REMOVED &THE
EXISTING
1 2" Per
/
&Gutter -_-- -�
1/2" Per
\
ORIFICES (SEE THE POND DETAIL & CHART FOR SIZES) SHALL BE INSTALLED.
5' Conc. Foot Slope
36. BYPASS SWALE j1 SECTION /2 7D SE IMMEDIATELY SEEDED &STABILIZED WITH
1/2" Per Sidewalk Foot SIOPe 1.5" SF9.5A Asphalt I 6" ABC OVER
COMPACTED SUBGRADE 1' 1'
EXCELSIOR MATTING PRIOR TO ANY RAINFALL EVENT.
37. BUILDER TO ENSURE THE AREA AT THE FRONT OF EACH TOWNHOUSE IS THE SAME
Foot Slope 1/4" Per i' 1''r
Foot Slope BONAIRE ROAD X-SECTION FROM STA. 0+40.04 TO STA. 4+35.49
ELEVATION AS THE BACK OF THE SIDEWALK LOCATED N FRONT or IT. BUILDER TO
of
E (Residential Collector Road) - Transition from this x-section to the x-section at sta. 5+17.49
ENSURE THE AREA BETWEEN TOWNHOUSES RISES BY 2 INCHES FROM FRONT
TowNFlousE To BACK OF TOWNHOUSE.
38. TOPO ON WESTERN EXISTING LOTS (/51-R & /52) IS FROM NEW HANOVER COUNTY
N.T.S.
TOPO. AND IS NOT THE RESULT OF AN ACTUAL SURVEY•
o
3'
i'
39. ALL ROADS SHALL BE PRIVATE• FOR PUBLIC USE. & BUILT TO NCDOT STANDARDS.
c
R/W
40. THERE SHALL BE NO ENCUMBRANCES WITHIN THE NCDOT RIGHT-OF-WAY.
oZ
o
ATERIALS ARE TO BE USED WITHIN THE RIGHT-OF-WAY.
NCDOT APPROVED MLOCATED
41. OUDETENTION
R/ c Z
PONDS TOTO BELY
42. INSIDE PERMANENT PUBLIC EASEMENT OR OTHER
m
50' R.O.W.
LEGAL INSTRUMENT TO GUARANTEE PERMANENCE OF FACILITY AND FUTURE
_=�
I
MAINTENANCE RESPONSIBILITY. PERMANENT EASEMENT IS TO BE RECORDED WITH
3 n
w
I 13' 3'
9'
U
PROVISION THAT MAINTENANCE IS TO BE PERFORMED BY THE PROPERTY OWNER.
o
1.5'
S'
1.5'
13'
43. 1, KEN COFFER. HEREBY CERTIFY THAT 1, AM THE OWNER OF THE PUBLIC EASEMENT
1/4' PER
•3Y-oE 2:1 MAX.
SHOWN AND DESCRIBED HEREON WHICH IS FOR THE PURPOSE OF STORM WATER
1 4" PER I
"A" FT. FT. SLOPE Type 'A" Curb
° SLOPE TO
DETENTION AND THAT PUBLIC EASEMENT TILL BE MAINTAINED BY THE OWNERS, HIS
2:1 MAX.
Type Curb SLOPE
--_.- & Gutter
EXISTING
HERS, OR ASSIGNS, FOR THAT PURPOSE AT NO D(PPENSE TO THE DEPARTMENT OF
SLOPE TO
_ �_
1/2" Per & Gutter 1 2" per
a
5' Conc. Foot Slope
op
TRANSPORTATION.
44. SANITARY SEWER MANHOLES MUST BE GREATER THAN 50' FROM WETLANDS, AS
EXISTING
Sidewalk Foot Slope 1.5" SF9.SA Asphalt I 6' ABC OVER
1 /2" Per 1/4' Per 1' 1' COMPACTED SUBGRADE 1' 1'
45• DRIVEWAMEASURY CULVERTM THE AT�CAROLINA BEACHDE ROAD & BONAIRE ROAD MUST BE
Foot Slope
Foot Slope
KEPT FREE OF SEDIMENT TO ENSURE PROPER FUNCTIONING OF CULVERT.
BONAIRE ROAD X-SECTION FROM STA. 14+65.54 TO STA. 25+87.33
46. STORMWATER RUNOFF FROM CLUBHOUSE & POOL AREA SHALL BE DIRECTED TO IN-5-
(Residential Local Road)
Z
S 892W3r E 447.50'
O
r r
r
r
20 P•M+elw 5eWrA_ _T nT
r W
W
/
7
\.
W
W
W
I
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Or
vrt
g
"M �Q / p'risp 4v•o
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N
ry
use
5 1Y El Moo' s 003Y4Y w 4000'
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_ _ _
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r r r
r
r W
96
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r
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V {
h C. &
-ods C.
Ralph C. &
Doris C.
N/F
Peggy Dawn
Vhitney
515 PG649
Whitney
DB2515 PG649
Burton
DB3788 PG211
Josh A &
N/F
Belinda H.
Albert P.
Moore
Diflorio
DB1913 PG18
D81369 PG78
2•-0•
o 0'-4.5-
1' R
GUTTER SHALL SLOPE AWAY I I _1
AS SHOWN IN PARKING LOT :
1 1/4' R 4
e
4 d
e
ee
a• e
d
I
' e . 4 d 4
e
NOTE WELL: 2.5' CURB SMALL ONLY BE USED ON BONAIRE ROAD FROM
sTA 0+40.04 To STA. 4+20.49. 2' CURB SHALL BE USED
ON THE REMAINDER OF THE ROADS AND THE PARKING LOTS
DFSIGNEIrS PLAN CEAIFIGOION:
INDEX
I NNW COM THAT THIS PLAN HAS BEEN PRERIN D N AccamWCE WITH THE LATEST NEW HANOVER
i
COVER SHEET
__W-
CMIIY ORDINANCES AND STORYMAEIDESIGNDGN NAM
In
INDEX SHEET
9GIIAIUDF -
2
STORMVATER & S&EC PLAN
PRINT NAME TIiI F• -
3
STORNVATER & S&EC PLAN
DAIF•
3A
STORMVATER & S&EC PLAN
REOISIRATION 0
4
PLAN PROFILE
5
DELETED
ONI C0FICATION 0
6
PLAN PROFILE
I (WE) HO EW CERUY THAT I (WE) AM (ARE) DE CU RIENF ONIER OF THE PROPERTY AND THAT UPON
ROCEPI OF NIDORQATpIhTO-CONSDIUCT' MA' 011•ARNNG. GRMfNIs CONSIRUCTION OR OE OFMIE T.
7
PLAN PR FILE
1111111 BE PERFDIBED N ACOORDNICE WITH THIS PLAN AND THAT THE APPUQABIE ORDWNCFS AND DAES OF
8
PLAN PROFILE
NEW WKNIEt COMITY. THE SPATE OF NORM IROU QIA AND TIE RWK CMUMM AND ITS
WATER PLAN
AGENCIES WHICH ARE FE M MADE PART OF INS PIAN. AS THE WAM 1 (WE) ACCEPT FULL
9
RFSPONSBIIY FOR THE CONSIRUCIM AND OPERATRN AND MNNREN410E OF THE PROPOSED FACUIES. 1
9A
WATER PLAN
W WILL NOT ATIE1Nxf TO TRAM OF THIS KESPMMM WITHOUT THE WRITIDN AUIFI0116A11011 OF
NEW 1WDVFR COUNTY.'
30
DETAIL SHEET
IIg1F. _
it
WATER DETAIL
12
SANITARY SEVER DETAIL
PRINT' NAME TffLE
13
SANITARY SEVER DETAIL
��•
FINISHED FLOOR ELEVATIONS
LIMITS I
ELEV.
1-12
2LB6
70-75
28.08
76 & 69
26.15
77 & 68
25.78
78 & 67
25.16
79-80 & 65-
25.11
81-86 & 59-64
e4.76
87-91 & 54-58
24.56
49 & 53
24.61
44-48
24.71
3B-43
24.81
2520
NAM33-37
26.80
28
26.46
24
25.61
23
25.49
20-22
25.41
4-19
25A7
92-95
23.96
24 21
3
1E4.07
14 LIFT STATION DETAIL
IS DETAIL SHEET
16 DETAIL SHEET
17 DETAIL SHEET
17n DRIVEWAY GRADES & DETAIL SHEET
i8 DETAIL SHEET
19 DETAIL SHEET
20 DRIVEWAY PLAN & DETAIL SHEET
r CONIC
7' CONC.
9'zi8' PARKING SPACES
24'
AISLE WAS' PARKING SPACES WALK
MIN. 1/4' PER
Mull 1/4' PER
FT. SLOPE
FT. MOPE
-
4' A.B.C. 1.5' 1-Y UNLESS OTHERWISE 24" CURB
& GYITTER
24*' CURB&
GUTTER OVER COMPACTED ASPHALT INDICATED BY SPOT TEE A' OR
3:1 MAX
30 MAX. MIN.
1/4' TYPE 'A' OR
SUBGRADE ELEVATIONS
IURNDONN SIDEWALK
MOPE TO
ROPE TO PER
fT TURNDOWN SIDEWALK
EXISTING
EXISTING SLOPE
TYPICAL CROSS
SECTION AT PARKING AREA MIN• 1/4•
GRADE
GRADE
WITH SPACES
ON BOTH SIDES SLOPE
NOT TO SCALE
CI
24" CURB
& GU
CONG. 7'
WA 9'x16' PARKING SPACES
22_5
VE AISLE TYPE 'A'
RBI•. 1/4- PER
MIN. 1/a PER
T. SLOPE
FT. SLOPE
-_ �- 3:1 MAX.
24" CURB
4' A.B.C. 1.5' 1-2 ROPE TO
& GUTTER
OVER COMPACTED ASPHALT OTHERWISE EXISTING
3:1 MAX.
MN. 1/4' TYPE 'A' OR
SUBGRADE INDICATED BY SPOT GRADE
ELEVATIONS
SLOPE TO
PER FT. TURNDOWN SIDEWALK
EXISTING
SLOPE
TYPICAL
CROSS SECTION AT PARKING AREA
GRADE
iMTH SPACES ON ONE SIDE
NOT TO SCALE
o'
cZ
=o
� I
mZ
w c
3'
3:1 MAX.\ o
SLOPE TO -
EXISTING
1 /2' Per
Foot Slope
- - _ N.T.S. N/F I N/F
tamest &Elaine Bozeman Ernest & Elaine Bozeman
081089 PGI64
N/F
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Coffer Sr.
Regina Guy
D
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N/F
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DB
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( IN FEET ) -.
2'-6' 1 inch = 100 1L
lj 1( 0'-4.5'
' }'R cAwTARY SEVIETH NOTES
1'R I 1. SEINER GUARDS REQUIRED AT ALL MANHOLES.
I('R 52.0' MSTAIHOIE ioc�A1N mSEWER �AFTTcAARDS REQUIRED AT
52.0' I
_ :•' ': �i 2. IV UTILITY EASEMENT
PROVIDED ALONG THE
FRONTAGE OF 5.
: 4. ..
:..,% AD
3• SERVICES SHALL PERPENDICULAR TO MAN
Zipo •...� • : 20.0' 22.0' OAND F ONFRONT TAT RIGHT
EACH ROT THAT ISOF WAY LINE IN CENTER
o • " - e . ,;� . SERVED_ SERVICES IN CUL-DE-SAC ARE REQUIRED
TO BE PERPENDICULAR OR MUST ORIGINATE IN
NOTE WELL 2 5' CURB SHALL ONLY BE USED ON MANHOLE AND TERMINATE AT RIGHT OF WAY LINE IN
BONAIRE ROAD FROM STA. 0+40.04 CENTER OF ROAD FRONTAGE FOR EACH LOT THAT IS
SERVED.
TO STA. 4+20.49.4. ALL SERVICES TYING INTO DUCTILE IRON MAINS
STANDARD CURB SECTI❑N TYPE 'A' TOWNHOUSE 13-28 DETAIL PROP-' T CONSTRUCTED OF °F aAss 50 O.I.P. 4m
TOWNHOUSE DETAIL (TYP.) �0��0�"LLE
SD 7-01 NOT TO SCALE OF5.
SERVICES SHALL EXTEND FROM MAIN TO CENTER
NOT TO SCALE NOT TO SCALE
IOU
P
INILL I Nt•KLJ UK
Vicinity Map
(Not To Scale)
E N
E M N ■ N
LIMITS OF DISTURBANCE
- - -
SILT FENCE
WATER MAIN
V
©
WETLANDS
- - -19- - -
EXISTING CONTOURS
19
PROPOSED CONTOURS
DRAINAGE OR UTILITY
EASEMENT
PROPOSED SPOT ELEVATIE
Xi9.58
... _
PROPOSED SWALE/YARD
GRADING
®
INLET PROTECTION
GE
GROW ELEVATION
DIRECTION OF FLOW
PROPOSED 6' FORCE MAIN
FN
PROPOSED CONSTRUCTION
ENTRANCE/EXIT
®
AREA DF CONCERN
+eaxlvsrlsaa�'.
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DB 1181 PG
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7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA DRAWN:
JCB
erAgAi MALPASS ENGINEERING, P.C. JCHECKBM
moo, IIs4 stDIPYARD BOTTLEVARD
wit 1/D.1@IGTON, NORTH CAROLiNA 28412 PROJECT N0:
Phone [phone]
-I L7 � Fez 910-9112-5203
' Owner. CORAL I�GE, II.0 SHEET NO:
.�Q',• 1202 N. LAKE PARK BLVD. SUITE A
4 . CMOLNA BEACH. NC 28428 O
4j; PHONe 910-45e-s6os
OF:
A 1A1 I '1

2-3'
COARSE AGGREGATE
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
NOT TO SCALE
0
N
O
W WETLAND FILL
Z LU 468.23 S.F.
J W
W
W
y
W
�CP
J
U
CE
NOTES;
GROUND
1. FILTER FABRIC SHALL BE A MINIMUM OF
36- IN WIDTH AND SHALL BE FASTENED
ADEQUATELY TO THE WIRE AS DIRECTED
BY THE ENGINEER
2. STEEL POST SHALL BE 5' 0- IN HEIGHT
AND BE OF SELF FASTENER ANGLE
STEEL TYPE
IAFILTER FABRIC SKIRT
ASS R DIRECTED BY THE ENGINEER
GUIDELINES FOR TEMPORARY SILT FENCE DETAIL
NOT TO SCALE
N
N/F
Ernest & Elaine Bozeman
DB1089 PG164 W
SUPPORT ROPE TO
WIRE TO PREVENT SAGGING STAKE TO
T POST, 24- SUPPORT WIRE
1 4' I INTO BOTTOM OR SIDE
COIR 14ESH OR SDULAR, STAPLED OR
TRENCHED INTO BOTTOM OR SIDE
NOTE, 700 G/M^2 MIR EROSION BLANKET, COIR MESH,
TREE PROTECTION FENCE F13_DED OVER TO REDUCE PORE
SIZE, OR OTTER SIMILAR MATERIAL TO BE USED AS BAFFLE,
TEMPORARY POROUS BAFFLE CROSS SECTI❑N DETAIL
NOT TO SCALE
LIMITS of DISTURBANCE
HATCHED AREA TO BE
GRADED AT 3:1 SIDE SLOPES
Ta BLEND wITM EXIsTING GRADE
SILT FENCE S
i p/- Ai.te.. ,4I
-SSMH-30 LIMITS OF DISTURBANCE
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NOTES
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET.
2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING
THE INLET. SPACE POSTS EVENLY AROUND THE PERIMETER OF THE
INLET. A MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE
THE WARE MESH TO THE STEEL POSTS AT THE TOP. MIDDLE, AND
BOTTOM. PLACING A 2-FOOT FLAP OF THE WIRE MESH UNDER
THE GRAVEL FOR ANCHORING IS RECOMMENDED.
HARDWARE CLOTH & GRAVEL
INLET PROTECTION DETAIL
APPROX. LOCATION
OF EXISTING DRIVEWAY
AS TRACED FROM NHC
ONLINE GIS AERIAL
N/F
Earthlyn Simmons N/F
Bradford Terue Simmons
DB 1035 PG 530 SILT FENCE DB 1181 PG 510
15- RCP BYPASS PIPE
N /
L�4
2 5 AZ 45 Z 41 4 39 8 1 37 36 \ 3� 34` 33 N\ `L- � 26 aw l 1 1 Aa21�ZO 19 `_- _ \ / I l \ \ \ \ \ \ � \ \ .,iN I III 1 1 I 1 1 I I I l l � •� w y w
19
25 2 1
sS11�I-11 45/4111 I \I X2S.41I \5.07 ^ 1
/ J_,X25:07-"DAB
Perimeter Setback 224s7 X24.s7 //
/
DOLW-AARZ A ALL BE Oil DI-5
-•c
I \I-J-16--/ i�
\ V A v A S 89.02'07" E 2557.40' /
�-- SILT FENCE SILT FENCE SILT FENCE / / ' /
N /F N /F SILT VICE WEIR INV-16.47
ina Gay N/F LIMITS OF as
rganus David Wayne & Hazel B. McLamb LIMITS DISTURBANCE
30 PG485 Hazel B. MCLamb
DB1282 PG763 DB1472 PG643
N/F N/F N/F N/F N/F
Joseph L. Crews Kimberly D. Carver Nelda M. Davis Welton G. & Gar M. & N/F N/F N/F
DB 4165 PG 82 DB 2543 PG 47 Y Bobby & Bobby &
DB 1237 PG 38 Welton Stanley Letha S. Richard Berry Y
Seawell Jr. Welch Janice Lee Janice Lee
DB1428 PG653 Fisher DB1277 PG440 DB1646 DB1646
DB1385 PG808 PG416 PG416
s-0.0029 FT/FT
NORTH Q-10YR=0.36 CF75 SOUTH
I I v-toYR=o.85 Fr/S
LWHERE STEEPER 0.5'
DEs"ER'S RAN CERII OTION: THAN 3:1 LINE EXISTING
1 HEREW CQtTY THAT THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH 11E LATEST NEW HANOVER WITH RIP RAP ROCK GRADE
COIMIY ORONNHCES MID STOWIAETR DESIGN MARML. 3
SIiNTIMF• NOTE: IMMEDIATELY SEED do STABILIZE IMTH EXCELSIOR MATTING PRIOR
PRINT W E fi r, TO ANY RAINFALL EVENT
D1tF BYPASS SWALE #1 5LCTION 1 DETAIL
Nor ro
OWNER'S COMFICADON
I (WE) HEREBY CUM TMT I WAM (ARE) THE OUMtEM 01WER OF THE PROPERTY AND THAT IRON
EXISTING PROPOSED PROPOSED
LOT TOWNHOUSES
�T OF NITNCRaATIoN-To-c%6rRucr ANY OFARNG, wADIC CONSTRICTION OR DEVELOPMENT,
TOWNHOUSES
WLL BE PERF AED IN ACCORDANCE WITH THIS RAN AND THAT THE APPL G ORDINANCES NO RUTS OF
FEW HANOVER COUNTY, THE STATE OF NOIOH CAROM AND THE FEDERAL GOVFRNJIE11T AND ITS
AGENCIES WHICH ARE HEREBY MADE PART OF THIS RAN AS THE OWNER. I (WE) ACCEPT FOWL
EE' MINSIS 1Y FOR THE C%6TRIICf10N AND OPERATION AND MOMWINCE OF THE PROPOSED FACILITIES . I
TII OF DNS RESPONSIBIM WITHOUT THE WRITTEN AUTHORIZATION OF
< .�
ti' VARIES
(WE) WILL NOT ATIELPT TO
0.56 �gP
NEW HANOVER COUNTY.-
MIN. 'P
SIGYNAn•c•
s-0.071 FT/FT
NORTH Q-t0YR=0.36 CFS SOUTH
~- V-10YR=2.34 FT/S
T(SHEAR STRESS)-10YR-0.27 LB/FT-2
5-0.0 2 FT/FT
NORTH Q-10YR-0.36 CFS SOUTH
I I V-1OYR=1.65 FT/S
-WHERE STEEPER
I -WHERE STEEPER 0.5
THAN 3:1 LINE
THAN .S UNE
EJOSDING
WITH RIP RAP ROCK
GRADE
WITH RIP RAP ROCK
GRADE
I 3.
�f
I
(-
NOTE: IMMEDIATELY SEED k STABILIZE WITH EXCELSIOR MATTING PRIOR
NOTE IMMEDIATELY SEED & STABILIZE WITH EXCELSIOR
MATTING PRIOR
TO ANY RAINFALL EVENT
TO ANY RAINFALL EVENT
BYPASS SWALE #1 SECTION
3 DETAI L
BYPASS SWE #1 SECTION
AL
Nor ro
2 DETAIL
Nro
or
PROPERTY
S=O.OD15 FT/FT S=0.00I5 FT/FT POND /1-20 LINE
EXISTING Q-t0YR=11.05 CFS Q-10YR=17.33 CFS
LISTING LOT V-10YR=1.97 FT/S V-10TR=Z17 FT/S 10�
GRADE NOTE: IMMEDIATELY SEED h NOTE IMMEDIATELY SEED & �� 1o:1
STABILIZE WITH EXCELSIOR STABLIZE WITH EXCELSIOR INV-16.47
MATING PRIOR TO ANY MATING PRIOR TO ANY
3' RAINFALL EVENT RAINFALL EVENT & is "•L
�� "Y�j VARIES
T VARIES
4j• 9- MIN. -�
208' ,y • I.� ,I
3' � `(' 1� 2 I (�) I �GRnANDGE
PRAT NMIE i1T F• 3'
•� NOTE IMMEDIATELY S® ATOM AND SIDE SLOPES
A 3' & STABILIZE BOTTOM WITH EXCELSIOR MATTING
YARD GRADING #1 DETAIL YARD GRADING #2 DETAIL MAL11I SWA 2 PRIOR TO ANY RAINFALL EVENT REVISIONS
Nor ro sr,NE tar ro souE PD7-- ,0 s& PROPOSED BYPASS WEIR DETAIL
Mar W 9I7Y2
YA-3.75'
W2-4.45
L=8.0
T-1.0
15-RCP W/FES
NV=17.05
_,-4z• RCP w/FEs
t
�1y
A
:
0
m
J '
`11
O
u
Q m
I
111
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Z
1
0
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12'
$
1
I
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0
A
\� Lei• �� 1
f
N
N �5
-N- / WWII 111� p Q
/2 72'r_4-6.0
WEIR INV:T6.47 I I 1 111 \ 1T
SILT PRICE OTTOM EDGE
OF PROPOSED 9 T
BYPASS WEIR
N/F = �.
Ernest T. &
Elaine M. Bozeman
DB 749 PG 370 a T �
GRAPHIC SCALE
80 0 25 W 100 200
( IN IPM
I inch = 50 R-
REVISED 10 ADAXT WtVM tIu[ t PP71 Mr- 5-tt-a9 STORMWATER & S&EC PLAN OM7E
4-2-OS
K:\AutoCAD\2005\94\coral-ridge-6-10).dwg
2
REVISED ro Lao t1 = PPE MEr.
5-21- M
3
IWMW ro SN011 AU99M1E M SWM 91E
64F09
4
IEVSEO ro 9t IN= IS•15 OF Ds7UR1k4 a
6-2o-0M
S
MV■FD ro RDWOE S■ILE N DEP&
9-15- M
•
REY6ED ro ADAW WM t SOM
10-3D-W
7
RE1•W PER CFPIM
11-18- M
•
REV® ro AWJSr DWM W PPE
3-4-0
9
IWAW ro ADAZF DOM Mo' PPE t 1"W BONE WO SWINE
3-73-C•
10
R NIM To AW NM
4-15-0
11
REVISED RR A=M ro ADAW DMI IMY GA.VF1Ir t ro AW SNEE %7A WML.
3-14- M
12
REVSED 10 AW C1100AE/POOL AREA
1-26-10
13
mom PER we 111C.
3-12-10
t4
REV® ro SHOW MOLNE) WERAa
68-10
to
REV®W 1®IILE WEILMD RPAOr t MAbT 1a12DMN OF ®/S.
7-M-to
REV N0.
otscwPlroN
MlE
CORAL RIDGE
7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA
SCAM'
1 = 50'
MIN:
,.
JCB
LC'mC< ..,
MALPASS ENGINEERING, P.C. 'HEC"@
ct4,_ �q
1134 SfHPYARD BOULEVARD JBM
�"�•+ti-{,+
WII.1@TGTON, NORTH CAROLINA 28412 pRpECTCT NO:
E•Loue 910-892-Sz4a 94
Fez RID-382-5209
•try ; Ni
• :: <
O1F . CORAL RIDGE. a0 SH�Ncm
1202 N. LAKE PARK BLVD. SUITE A
CAROUNA BEACH, NC 25428
PHONE: 9IG-458-5605
OF: 2L

Forebey(A):.
CONTOUR NCREMENTAL
ACCUM
FOmbay.
CONTOUR
AREA
VOLUME
VOLUME STAGE
_
(eq ft)
(a ft)
(o ft)
(ft)
to
1861
0
0
0
_
11
2217-
2008.92'
2008.92'
1
12
26e1
2453.98'
4462.9'
2
13
3234
2962-455'
7425.355'
3
_
14
3845
3539.2'
10964.556'
4
15
4807'
4176.005'
15140.56'
5
-
18
52f2'
4864.79'
20005.35'
6
16.75
5704'
4131.07125"
24136.42125'
6.75
Forebay(6):
CONTOUR NCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME STAGE
_
(sq a)
(<v ft)
(a ft)
(it)
10
244
O'
0
O
Main Pond (1-10):
11
393'
303-19'
303.19
1
12
632'
512.545'
815.735'
2
13
9�10
776275'
1592.01'
3
14
1268'
108926'
268127'
4
15
1650
1454.145'
4135.415'
5
16
20eB'
1874.685'
6010.1,
6
16.75
2567'
1727.37375'
7737.47375
6.75
Main Pond (A):
CONTOUR
NCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME STAGE
- -_
(sq m
(a 1U
(01 ft)
(T0
- -
9
1363
0'
0
0
- - --
10
2497'
1939.79'
1939.79'
1
11
4501
3499.15.
5436.94
2
-
12
6355
5428-33
10867.27
3
-
13
8318
7336.5
18203.77
4
Main Pond (1-20):
14
10415
9388.305
27570.075
5
-
15
12898
11535.71
39105-785
6
16
15045
13850.695
52956.48
7
-
1625
15885
3a38.75625',
56795.23626
7.25
16.75
20144
8952.1575,
65747.39375
7.75
Main Paid(9):
CONTOUR
NCREMENTAL.
ACCUM
CONTOUR
AREA
VOLUME
VOLUME STAGE
.
(sq ft) _
(a ft)
(a ft)
(it)
-
9
2465
O
O
O
10
3667
3020.99
3020.99
1
-
11
4943
4264.785
7285.775
2
12
6394
5666.51
12954285
3
13
7942
7168-13
20122.415
4
Temporary POOL
14
9869
8775.47
28897.885.
5
15
11504
10556-42
39454.305
6
-- - -
18
13529
12516.395
519707
7
1625
14050
3447255
55417.905
7.25
- -
16.75
17652
7925.41
63343.375
7.75
Temporary Pool
--
-
CONTOUR
INCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME STAGE
(sq ft)
(a ft)
(w ft)
(it)
16.75
46"1
0
0
O
--
1725
48632
23378235
23378235
0.5
17.7
59347
23845.37175
47223.60675
0.95
ZR.,
POND # 1-10 & 1-20
CONTOUR INCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME STAGE
-..
(sq tp -
(Cu ft)
(cm ft)
(10
11
2463
0 `
0
0
12
2463'
246327'
246327'
1
13
3374
2918.53 !'
5381.8 `
2
14
3877
3625.615'
9007.415
3
15
4413'
4145.4`
13152.615'
4
16
4082'
4697.45'
17850.265`
5
16.5
5278'
2564-815'
20415.08
5.5
CONTOUR .INCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME STAGE
(sq ft)
(Cu ft)
(u+ ft)
(ft)
9
3253.
- a'-...
_.0
O'
10
3907
3624.91 `
3824.91
1
11
4813'
44051'
8030-01'
2
- _ 12
so"
5256.205 `
13286.215'
_ 3
13
e657'
6178.1
19464.315
4
14
76M
7170-66'
26634.975'
5
15
8783'
233.78 '
34868.755'
6
16
9952
:367.39 '
44236.145'
7
16.5
12058'
5502-0225'
49738.14575.
7.5
CONTOUR INCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME STAGE
(sq n)
(Cu ft)
(Cu ft)
(it)
9
1154.
O'
0'
O
10
1634-'
1393-83'
1393.83 `
1
11
2188'
1911.015 `
3300845'
2
12
2817'
2502.405'
5807.25'
3
13
3519'
3168.075'
8975.325'
4
14
4207
3908.12
12883.445
5'
15
5149
4723.08'.
- _ 17606.525
6"
16
6060
-5614.555
23221.08
7
18.5
7814
347335,
26694.43
7.5,
CONTOUR INCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME _
VOLUME
(sq ft)
- (Cu ft)
,STAGE.
(� IU
(ft)
16.5
25408
0
O
O
17
30343
13937.8325
13937.8325,
0.5
17.5
319M
15560-685
29498.5175
1
O
SILT FENCE
S 89'26132"INS
E 447.50'
20'
Perimeter SetbackK777
7
/ \
\
I
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0
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CE
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RWDE DIRT AD. TO BE
UTILITY EASMENT/
/
(16Ep AS AY FOR
/
IVOTS /51 elf 52 & 53
/
LIMITS OF DISTURB
W
-, - 22 LF 8' DIP
SDMH-13
S 8 02'17" E/ 152.00'
S 00'57'43" W 40.00' W
;
_ w
w_
w w
5
--
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1 �76.34'
\
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\ /
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y
W
W
y
W
y
W
N/F
Ralph C. &
Doris C.
Whitney
DB2515 PG649
UTLET PIPE VT
MM
RAP
PLACE OE LAYER OF FILTER
FAIRIC UIDER RIP RAP.
v �-L cl
ounFT PftolEcnON
NOT TO SCALE
IC\AutoCAD\2005\94\con
m
_
1
93 '
9
/
/
I
SILT FENCE
/
N /F
Peggy Dawn
Burton
DB3788 PG211
N/F
Josh A. &
Belinda H.
Moore
nD1 01 Z D(`1 R
N/F
Albert P.
Diflorio
nD1 -ZCn nr•-70
DE PIEH•S PLm t4RIF1num
I HUM CERTIFY THAT THIS PINT Has BM PREPARED N ACCI)RIMNCE UM THE LATEST NEW MOM
COUNTY OROHMICES AND SM ME1R DESIM MANIlAI-
PRNT MAE TmF•
REGbTRAlION MYiR
ONIER•S CERIFKHTgN
1 (00 FIBRIN CERIFY THAT I W AM (ARE) THE Ma M ONIFR OF THE PROPEWY NO DW UPON
RECEIPT OF AUTIalQNION-TO-COIbTRUCr ANY QFA%K GRA , CQISTRUCIION OR OEVEIDPMENT
WIU- BE PEIBORII D 14 ACCOREIWCE NTH THIS PUN AND THAT THE MPUCPB(E OWIMANC S AND RUEC OF
NUN H AIVA:R COUTY, THE SINE OF NORTH CARO(1N AND THE FOIERAL G01E DKW 40 ITS
AMICIES wHIQH ARE HEREBY MADE PART OF THIS RAL AS THE OMAR, 16110 ACCEPT FULL
RESPOISISIM FOR THE CONSIRI1CTI0N ND OPE1M71011 AID YARRnUNCE OF THE PROP06ED FACITFS I
(NE) WLL NOT AITW W 1RNhER OF THIS RMPONS KM IIRW THE NRRIER NITDIUMON OF
Nc'W "MONO COUNTY*
PARR NAME 7mF-
SILT FENCE AREA TO BE WINERED TO ELEVATION-17.0 AS
2' Faircloth Skimmers Curt Sheet
J- W. Faircloth 8 Son, Inc.
www.FairdothSidarner.com
r Verd
4• rci+ 40 wen YMae 11p train stops
its rut
carrhedron 2.75 pvtAOat
7 r P 137 Sch 40 SOUD P\v- ti�rr--
1
barrel or 'arm'
SUPPLIED BY USER' •/'
1 2r• -
nvaa. ylgrlt
' Sid mrror 9hom in
floating posdon
1 j
hone. oa ae 0 7 inlet T HEAD on Denser
rlwaadedmalelH4g "MrAlm4 diidandodlre
pit OI/e1 end
1. Skimmer can be attached to a ahaigM 4' sch 40 pipe through the dam but the pipe nw need
to be anchored to the bottom at the connection so it is secure. Coupling can be remmed and
hose attached to cutlet using the threaded 7 fdtirig. Typical methods used: on a metal structure
a steel sbnbext welded on the side at the bottom side with a 7 threaded coupling or reducers;
on a concrete structure vrlTih a hole or orifice at the bottom use a steel plate with a hole cut in 1
and coupling welded to it that will fit over the hob in the concrete and belted to the structure with
sealant; grout a 4" pvc pipe in a hole in the concrete to conned Ste skinrner.
2 Dimensions are approximate, not intended as plans for Construction.
3. Harrel (acid, net foam core pipe) should be 1.4 times the depth of water with a minimum
length of B so the inlet can be pulled to the side for maintenance. If more then 8• long weight
may have to be added to inlet to counter the Increased buoyancy.
4. Inlet tapers door, from 7 maximum itnlet to a 1 %- band and hose. Barrel is smaller to
reduce buoyancy and tendency to Wt inlet but is w ;c1em for flow thragh inlet because of
slope. The inlet orfioe can be reduced using the plug and cutter provided t0 oonbol the outbw
rate.
5. inlet is 47 pipe between the straps with aluminum screen door for access to the inlet and
orgies inside.
6. Capacity 3.283 cubic feet per day maximum with 7 iris[ and 7 head. Inlet can be reduced
by installing a smaller orifice using the plug and tatter provided to adjust now rate for the
particular basin volume and drawdawh time required.
7. Shipped assembled. User glues inlet extension and barrel, installs vent, cuts orlmee in plug
and attaches to outlet pipe or Structure. Includes flexible hose, rope, orrice cutter, etc.
2inchCut TM 11-07 November 14, 2007
N/F
Ernest & Elaine Bozeman
SKIMMER DETAIL
PEW
FICE
DIAMETER
DJ.3
1-20
2
12
2B
3
3
NOTE# SEE POND DETAIL F132
SKD44ER QtIFICE INVERTS
3' Faircloth Skimmer* Cut Sheet.
J. W. Faircloth 8 Son, Inc.
www.FairdothSIdmmer.com
r VWA Aluntrlum straps
4 Seth 40 VAIN Blue ti�6' J^+
L
MOt
mvmg
o on 1 3- � �
rq
r S9640 SOLIDporeba�1 29_`'e
SUPPLIED BY USER' `
l P.•.nc 4g0.st -
�. Skin6ner show. in
floating position
r tense, Na ctrn4s 7INd 3' MEAD w ONaa
r Iweeded male nipple ackn m 4 oltlM and odito
on cutlet and
1. Coupling can be removed and hose alladhed to a0ar using the threaded 2- nipple. Typical
methods used; on s .ratan structure a steel atobout wakled on the side at the bottom with a 2'
threaded Coupling or reducers: an a concrete stiucWne with a hole or orifice at the boltb , uses
steel plate with a hole cut in it and coupling welded to it twat cull R over the tab in the concrete
and bolted to the structure with amiam grout a 4- pvc pipe in a hole in the concrete to conned
the stammer. It can be attached to a straight 4" sdh 40 pipe through the dam but the pipe needs
to be anchored to the bottom at to Connedlon so it is secure_
2. Dimensions are approximate, not intended as plans for construction.
3. Barret (solid, not foam core pipe) should be 1.4 tines the depth of water with a minhrsan
length of 8' so the inlet can be puled to the side for maintenance, If more than 10 long weight
may have to be added to inlet to counter the increased buoyancy.
4. Inlet tapers dawn from a 3' rimi num inlet to a 7 barrel and hose. Barrel is smaller d reduce
buoyancy and tendency to lift inlet but is sufficient for fiowthlough tried because of slope. The
inlet orifice can be reduced (sing the plug and Cutler provided to Control the outilow rate.
5. Inlet is 6' pipe between the straps with aluminum screen door for access be the 3" inlet and
orifice inside.
6. (, Wcfty 9.774 cubic feet per day maximum with 3" inlet and 3' head Inlet can be reduced
by installing a smiler orifice using the plug and cutter provided to adjust flew rate for the
particular basin volume and dravdown time required.
7. Shipped assembled. User glues inlet extension and barrel, installs vent, Cuts orfim in plug
and attaches to outlet pipe or structure. Includes flexible hose, rope. Orifice diner. etc.
31nNChCutTM 11-07 November 14, 2007
O
N
V_
N/F W N Y
Road Stub LIMITS OF DISTURBANCE 30" RCP pry=4g ia�p 2A SDMH-11 Terue Simmons � W 4
DB 1181 PG 510 = N
for Future TEMPORARY POROUS 18' RCP WZ=4.Y OISQi LOCAD 70P=r'O POROUS < w
UT
BAFTlE (SEE DETAIL) TOPa2125 N'/F.I-S. L=8.0' DISCHARGE FUM TO mV=1� 0..9 BAFFLE (SEE DETAIL) slLr FENCE
ESMT
E 50.00? Extension POSED INV=tL70 IINV==16.65 THE NORTH DRAINAGE_ N
i _
GB 25
# / ��rc)2'R
F1 I /2 O 2B / toot / j /� Y / \ 0000000 \BLcoo° /' / k \ /
IV t
/-,Rr _
`l'SPILLwA GY •/`P ' y y �1V J - - ` tZ44 DISTURBANCE 0< ' o
70W=19.90 ` \ �./ // �7/V , �I \ 0 C. titT�Np r a « I ao
_ � -EX- GNADE y'\ \ i/ / 10431 °SF. \`k �i `k' P `=� �Y �YRESIT)RATiON 1 ~ �Y �Y 8' 4' R(Y / / `� » I N
���� // / 10e.1'9.90 -Z671.88 SF. 1
o WgiL / Ghi9.90�HG �lr / W W W ) `t( `3' < \ / y'y;1Eg,O - - - Jr, / �Y �Y / W W /`l'C SILT FENCE rc M
GUARDRAIL AL G ]RETAINING WAIL AS REQUIRED / \ 1g_I l N
.-A V' SN.T FENCE / W y W W y I e
23 8' =1 90 40 LF 8. OF`- GB-22 LIMITS OF DISTURB / • i 1TM
GHT
a NV,
° .88 30' RCP CB-,'24 _18 18• RCP - _ - - 60' RCP
Zt.o4 _ 21.77 -la- - .. :r - _ - R
$ \ INV= .5-H=' 21.18 - -21.77 BonOrr= Roods-u�� YB_RCP - 21.05 - _H-T - - -2203 g�0 RCP CB-181
-------------- Prle$/'llph, F / _ 21.32 IR=1025' EXISTING 18 SHIP
< --- s - --- _ _ -----_-_--
i ------- -- - - - - - - - - - - - - - - __ -_---- -
10'x7 / W _tl• - - - - m - - - -� _ _ _ - - -_
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/ / \ SILT FENCE �•� 24• Ti�F w/F.E'�
/ ITV=18.0 \ \ TOWw•21.95
-.4) W 41 W W W W INV- 45.45 Vk W W �Y W \ / W W W W y W W \ SILT FL>e - GE=2"`5 S£ i4'4•
SILT FENCE \ - T011-23.80
y )
LIMITS OF DISTURBANCE W y W + dr 1V W - 4- W VE=21.45 W
O / GUARDRAIL ALONG RETANING WALL AS REQUIRED Tp I ; DI-1
GEC 1. 'V� �23,410
Y W Jr W �Y �Y SILT FENCE ,y �O �Y �Y 1Y 1Y -k �L V� y 1k 1Y NP 'V OW
_ Pa�siveY � / °�_ 49 i
y ,! y 1k Rec Area W 1k W W o � N O °cK W y W w v P.taSS'we w y y �' y cA0 s
7'OW=21.77 ck O / Set,O Buffer rD
A GEyEX. GRAM IY JW 1Y Ji W SaL,O � / G � / �Y �Y �Y �L �Y W W W 4' W W .Imp &f y.
1.07 aC. 5 goo ftec Arei'1 523 sf.
yy 1 N
�-27 OWIRDRAILJiONG RETAINING 1YAkL AS RCgU1RED Y W W4/ W yW1.6W4 �aC. TOWW=W RETAINPIRNOPW6AA5ELD1NETILAND FILL Active J' 41 W GE=1425 11RETAINING
1Y %Y W \.` aP DW W y W / Rec Area / �Y W `3. %
1Y W �Y �Y W W �Y �Y � W W y y W W � IOW=�3.55
`\I
911
/
5(4
1
ME
RETANNG WALLY Q/ y y / 0.90 cc. GE=23.05
.1. W ✓r y y y y y y y W W .y y y y y y. y 5 y
N 89'02'OY W TOW-21.77
50.00• GE=Ex. GRADE
N/F
Albert P.
Diflorio
DB2830 PG351
N/F
Chynthia J.
Ignaszewski
DB3943 PG860
W
N
S
E
N/F
The Chase
Monhatton
Sank
DB4367 PG665
N/F
Martha L.
Coles
DB1614 PG720
GRAPHIC SCALE
25 so 100
(D+FEET )
1 inch = 50 it
FENCE
OF DISTURBANCE
N/F
Larry Michael
& Phyllis Faulk
DB1605 PG14
200
N/F
Robert E.
Basinger
DB2075 PG666
N/F
SILT FENCE
N/F
Roger G.
N/F
N/F
N/F
Jeffery A.
Howard C. &
Coffer Sr.
DB1716 PG365
Regina Gay
Gurganus
David Wayr
Hazel B. M
McNeil
Teresa E.
McNeil
DB2830 PG485
DB1282 P
DB2131 PG705
DB1314 PG360
5-28-ea
2
IR@n 10 w]FAwTE UFT 6TALON SITE.
9-6-0
3
Ism= 10 vicnosE Lam of Benasom E
8-20-05
4
5P6ED Pet IImDR
9-1640
5
11131111111 10 ADJUST i99et a SBIM
10-30--05
•
5Lv@D het OM9A
11-10-as
7
MORSM 10 NMW saa9E 111W0 950E
3-23-M
s
RBRM 10 SHOT IIXISM 0154011T TO E 1111010081
4-9- 38
9
0000 Pat WC Yet
3-12-10
10
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6-5-10
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REAM 10 RBXI E aERM ,IPACIS. MD ADMOM MWO 010131T. a POD NUAGG eWS
7-4-10
12
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9-16-10
REV ND.
DE,scwProN
iRTE
STORMWATER & S&EC PLAN
ORAL RIDGE
7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA
DE
1-3-08
Sam F.
1' = 50'
DRAWN:
JCB
CHECKED-
r•114 MALPASS ENGINEERING, P.C.
�•.,, 1134 YARD BOiIIEVARD •BM
`l�.+�, %, 1TII,MINGTON, NORTH CAROiiNA 2t3412 PROJECT NO:
�~4 - Pbone 910-3ez-52s3 94
n �I� r' Fax [phone]
4*
oe0e1- 21 oz n.�LA1�CEBFA9m( BLVD. SUITE A sN�NmO-
CAROLINA BEACH. NC 28420
PHONE: [phone]
Oft 20

SEDIMENT STORAGE iv u
ZONE
ti
FLOOD STORAGE in
BDT 18.9— ZONE
RCP
W/
W/F.E.S.
INV-20.4
FFL
ROCK PIPE INLET
DETAIL
N.T.S.
z -_
N
DOSING PAL
m River Oaks----,
LIMITSa a Sec. 7/Ph. 3
DISTURBANCE b
M.B. 47/393
W W W
8" — TAPPING
g SLEEVE & VALVE
--CONTRACTOR SHALL DIRECII
-r -WATE R--WAN LOCATED ON LOT 092 IN THE
z RIVER OAKS SUBDIVISION
-- 92)
U
0
91
0
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U \
0
a (Lot 93��
-®
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KD
10 N
O 1 3 20' PUBLIC
W I M
R1
M f 00
Lo
Lo
L.I
tM
'1
O
I
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N
20' Peri Setback
46.58'
-16
52
7.56 cc.
PROPOSED Ir WATER MAIN
NOTE:
TOPO ON WESTERN EXISTING LOTS (lit-R do j52) IS FROM NEW HANOVER COUNTY
TOPO, AND IS NOT THE RESULT OF AN ACTUAL SURVEY.
MAINTENANCE PLAN PREVENT DAMAGE TO CHANNEL VEGETATION. ALLOW THE CHANNEL TO DRAIN
ALL EDSIOIN CONTROL MEASURES WILL BE
1. CHECKED EVERY 7 DAYS OR THROUGH THE STONE CHECK DAM, AND PREVENT LARGE FLOWS FROM
AFTER EACH RAIN PRODUCING 1i INCHES OR MORE WHICH EVER COMES CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED
MAINTAIN DESIGN HEK;AND CROSS AFIWI.
FIRST. IN
2. SEDIMENT WILL BE REMOVED FROM BEHIND SILT FENCES WHERE SEDIMENT 11• INSPECT BAFFLES AT LEASE ONCE
AN
E A WEEK D AFTER EACH RAINFALL
IS 0.5 FEET DEEP AND REPAIR FABRIC IF TORN. LEAVING OR FAILING. BE SURE MAKE ANY REQUIRED RECCES IMMEDIATELY.
SS TO THE BAFFLES 910" THE FAWr- OF
3. INSPECT AND REFRESH CONS'TRtICTION ENTRANCE WTH A NEW LAYER OFE COLLAPSE- TEAR- T �P pR gECpME NI EFFECTIVE.
GRAVEL AS NECESSARY. REPLACE R PROMPTLY.
4. CHECK SEDIMENT BASINS AFTER PERKS OF SIGNIFICANT RUNOFF- REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE
REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
WHEN SEDIMENT ACCUMULATES TO 011E-HALF THE DESIGN DEPiFI PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING THE
CHEGN THE EMBANKMENT. SPILLWAYS. AND OUTLET FOR EROSION DAMAGE. agFLES DURING CLEANOUT. SEDIMENT DEPTH SHOULD NEVER EXCEED
AND INSPECT THE EMBANKMENT FOR PIPING AND SETN-EMENT. MAKE ALL HALF THE DESIGNED STORAGE DEPTH.
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
FROM THE RISER AND POOL AREA. STABILIZED. REMOVE ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT
GRAVEL WILL BE CLEANED OR REPLACED WHEN THE SEDIMENT PBRING OOL NO DEPOSTM AREA TO GRADE. AND STABILIZE R.
LONGER DRAINS PROPERLY OR IF THE ROCK IS DISL006E0- INSpEar
5. INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACHSI GNIFICANT RAINFALL 12. INCH OR INLETS AT LEAST
RAINFALL EVENT. CLEAR THEMESH
SIGNIFICANT1i
REMOVE SEDIMENT AND RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS
WIRE OF ANY
WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-EW-F THE DESIGN DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE
DESIGNED CIAPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE MESH DURING 13. INSPECT � ONCE A WEEK AND AFTER EVERY
REPLACE STONE AS NEEDED.
GRAVEL FACING. AND
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. RUUNFCI.. IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA
PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A REPAIR THE DIVERSION RIDGE- CAREFULI-Y CHECK OUTLETS AND MAKE
MINIMUM OF 1.5 FT BELOW THE LOW POINT OF THE EMBANKMENT. TIMELY REPAIRS AS Nam. WHEN THE AREA PROTECTED IS
IMMEDATELY FILL ANY SETTLEMENT OF THE EMBNKMENT TO SLIGHTLY PERMANENTLY STABRIZED, REMOVE THE RIDGE AND THE CHANNEL TO
ABOVE GRADE, ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST BE BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE
REPLACED IMMEDIATELY.
AFTER ALL SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY 14. INSPECT SKIMMER SEDIMENT BASINS AT LEASE WEEKLY AND AFTER EACH
STABILIZED. REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT. SIGNIFICANT (ONE-HALF INCH OR (;BEATER) RAINFALL EVENT AND REPAIR
SMOOTH THE AREA D WITH TIt
HE ADJOINING AREAS AND STABILIZE MEDNTELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS
TO BLEND
PROPERLY. ORIGINAL. DIMENSIONS WHEN SEDIMENT AX ULATM TO ONE -EWE THE
6. INSPECT RICRAC OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO
ANY EROSION AROUND OR BELOW THE RIPRAP WAS TAKEN PLACE OR IF THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. IXCAVATE THE
STONES FIVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED SEDIMENT FROM THE E SURE VENOT GETATION JUST
AR UN THE BOTTOM OF
THE SKIMMER OR
REPAIRS TO PREVENT FURTHER DAMAGE THE FIRST -
7. RIP RAP SHOULD BE INSPECTED PORIODICA LY FOR SCOUR OR DISLODGED THE BASIN DOES NOT HOLD DOWN DAMAGTHE SKIMMER.
STONES. CONTROL OF WEED AND BRUSH GROWTH MAY BE NEEDED IN CATERTHE RAFFLES 6 FLOWING I N THEY
A E AROU. RE -ANCHOR ND TH THE BAFFLES
SOME LOCATIONS.
S. ROCK DAM: CHECK SEDIMENT AFTER EACH RAINFALL REMOVE SEGMENT IF THE SKIMMER IS CLOGGED WITH TRASH AND SUALLY JERKING ON THE ROPE WILL K THERE 5 WATER BOBHE SKIMMER THE
AND RESTORE ORIGINAL VOLUME WHEN SEDIMENT ACCUMULATES TO ABOUT DOWN D DISLODGE THE DEBRIS AND RESTORE FLOW. IF HISUP
ONE-HALF THE DESIGN VOLUME AND
CHECK THE STRUCTURE FOR EROSION, PIPING. AND ROCK DISPLACEMENT DOES NOT WORK. PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN
AFTER EACH SIGNIFICANT RAINSTORM AND REPAIR IMMEDIATELY. AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
9. INSPECT ALL MULCHES PERIODICALLY AND AFTER RAINSTORMS TO SKIMMER TO SEE IF T IS CLOGGED; IF SO REMOVE THE DEBRIS.
CHECK FOR RILL EROSION. DISLOCATION. OR FAILURE. WHERE EROSION IS IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED. THE ORIFICE CAN BE
OBSERVED. APPLY ADDITIONAL MULCH. ff WASHOUr OCCURS. REPAIR THE REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR
SLOPE GRADE. RESEID, AND REINSTALL MULCH. CONTINUE INSPECTIONS BY FLUSHING WITH WATER. BE SURE AND REPLACE- THE ORIFICE BEFORE
UNTIL VEGETATION IS FIRMLY ESTABLISHED- REPOSITIONING THE SKIMMER.
10. INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY
EVENT. REQUIRED REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE
EVENT. IE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DATA AND SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR
EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND
Al DAMAGE IMMEDIATELY. IF SK,7IFIGWf EROSION OCCURS BETWEEN SETTLEMENT. MAKE AL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL
AREAS -
CHANNEL Al A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE T�It� OTHER DEBRIS FROM THE EATHER CAN RESULT IN ICE SKIMMER
AND FORMING IN PPOEOL�N SOME
SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINDER TO PREVENT
THE SKIMMER FROM PLUGGING WITH ICE
N /F
Terue Simmons
DB 1181 PG 510
S 89'26'32"
E 597.83'
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11, \ / N 00'57'43" E S 00'57'43" W
3.00' S 89'02'17" E 3.00'
20' PUBLIC UTILITY EASMENT / END OF ACCESS EAEMENT 387.96' - - .0D'
_CATION '
/ �N�60'58'34" E EXISTINAppRoG 112 LOCATION WIDE
DES
— -- -� 40.00' DIRT ROAD; TO BE USED
AS DRIVEWAY FOR LOTS
F- / 7
1 / / /
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SILT IV44CE
LIMITS OF DISTU
4 L— S 89'02 1 673.91' f5/ a 52
- - W - - - - 89'02'17" W 1045.32'
W W W — Y1�= 1� yP — - -
N - - - - 82
S-89"/,P*,Zjp
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z _
- w / JILT FENC /% _----y - �Y �Y �Y �Y �k W �k �k y J� 'Y �L 'k 'k �Y y SILT FENCE�Y�Y y �Y y y �Y y y �Y � .- Y 'Y �Y y �Y y yNPy �Y �Y y y �YOF DISTURBANCE
0.k ..k .k.k .L. .k y :y ---.N< .k ��� yyy y L•� .b y y .L� .b .b •4 .b .LA .L. .b .bL,J 2&, PUBLIC UTLI1Y EASEMENT U - y y ym y .L. y y y y y y y y y y y N. y �Y �V y �k y y �Y y �k�y y `Y�TORT a i y y d�Ji Jr .k y �k �k �Y y J� 'k J� J� y�y �k + 'k y �V Ji 1Y Nk k�J� �Y �V J� J��iP_ Passive
N y��k y y y y y y y y y y y y y Ji y0 00 �Rp �r�.k'k .b .b .LA •4yN y •k y' `YC 'Wea•b y y y y y y y y y y y y y y y yy y 2.p5 aGL •k •vy y/�L W .k y y y•Y W yY y y y Jr y �Y1 20'-PerirYletet setb ck �Y �k -k �k �L �Y W �Y �Y % �Y �k �k �Y Jr �Y �k y �k �k �Y �Y �Y •1' �Y �k J/ �Y W y `1'
.k .k y It, 41 y y' S 89'b2'07" t 1045.20' y y y y
N 89'02'07" W 693.15' — —
i N,/F N /F ,
Laymcm Patrick L an Patrick / F N/F
N F \ R phMAIL & Ralph C. & N
Usher Usher Layman Patrick Usher
DB1 42 P 1586 B1342 PG1586 DB1342 PG1586 Whitney Whitney Doris C. Pegg
Bur
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I I£Fm CERRn\THAT THIS PUN HAS BEEN PREPARED MWI✓DANCE WITH TW LATEST NEW OIANOO %
COUNTY 0W ACES AND STOR1#WTR DESIGN WAIN. OATS:
E7160
WATER & S&EC PLAN 4-3-08
SK'I IIURF N RAL RIDGE SCALE. 5.
PRINT NVIE TTIF CAROUNA BEACH ROAD
RAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA ORAWFt
JCB
RECORAION MIIBFR•
I>Rs ' flip,, CHECKED. MAI,PASS ENGINEERING, P.C.K*�
1 (WE) HEIM CUM THAT I (WE) AM (AID THE CIAMENIT OWNER OF THE PROPERTY AND THAT UPON C' �iy{+.. 1134 SFIIPYA N BOULEVARD JBM
RECEIPT .�-� /011' ' GRAOIKn OEVE.OPLEltT. `�7 "e WDdEERGTON. NORT1i CAROI.DRA 28412 PROJECT N0:
w
WILL ff PEI6DPIED N AIYOOftDANCE WITH THIS PUN NU DINT THE APPUGBE ORDINANCES AM ICES OF
NEW KWn COUNTY, m AM ROE( PIPE MET OEMNL AIU OOIRIIT 1aP0 TOR OR31119 WAS s-xt-0a Phtme 910-992-62N3 94
AGENCIES w HE Hr�WOE�PAR i N" CNMUNA NO
THE OONNOL I W XCEPT FILL THE FEIDGK GOVEINIENT NO ITS E
RESPgMUTY FOR THE CDNStRLL" Me OPMrM AND I MRQWiCE OF THE ItIROPOSED FACIUMES. I W GRAPHIC SCALE
� WILL Wr ATISIM TO TRAKER OF THIS RESPONSIBILITY WrINOLIT THE WRITTEN AtIOIORQAMON OF
NEW WXOVER CDWff' 3tr o 25 30 too 2W
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j` CARgJNA BEACH, NC 29428
i° PHONE: [phone]
y 1 OF:
PRINT NAME TULE S REVISIONS
DATE:- ( Ri FEET )
1 inch = 50 M

Permanent Seeding
Specifications #6.11 - Specifications
(Specifictions are as per the "Erosion and Sediment Control Planning and Design Manuel" of the state of
North Carolina)
Table 6.11p - Seeding No. RCP for: Wall -to Poorly Drained sots with Good Moisture Retention; Low
Maintenance
Seeding mixture
Rae Qb/acre)
TellI fesfescue 8o
Pensacola Bahkgxaee 50
Sericea lespedezo 30
Kobe lespedeza 10
Seeding Notes
1. From Sept 1 - Mor. 1, use unscarRiied sericea seed
2. On poorly drained site* omit werfeea and increase Kobe to 30 Ib/acre.
3. Where a neat appearance is desired, omit serieea and 'increase Kobe to 40 lb/acre.
Nurse plants
Between Apr. 15 R Aug. 15. add 10 ib/acre German millet or 15 Ib/ocre Sudongrass. Prior to May 1 a after
Aug. 15. add 25 lb/acre rye (groin).
Seeding does
Beat Possible
Early spring: Feb. 15 - Mor. 20 Feb. 15 - Apr. 30
Fail: Sept 1 - Sept 30 Sept 1 - OCt 31
Sol amendments - Apply Time and fertilizer according to MR tests, or apply 3,000-5,000 lb/acre ground
agricultural limestone (use the lower rate on sandy soils) and 1,000 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 Ib/ocre groin straw a equivalent cover of another suitable mulch. Anchor straw by
tacking with asphalt netting. or roving or by crimping with a mulch anchoring tod. A dish with blades sot
nearly straight can be used as a mulch anchoring tool.
Maintenance - If growth is less than fully adequate. refertilize In the second yea, according to sol tests Or
topdress with 500 th/acre 10-10-10 fertilizer. Mow as needed when sericea is omitted from the mixture.
Ressed, fertilize, and mulch damaged orms immediately.
Table 6.11q - Seeding No. 2CP for. Well -to Poorly Drained was with Good Moisture Retention; High
Maintenance
Seeding mixture
Species Rate (lb/acre)
Toll fescue (blend of two or
three improved varieties) 200
Rye (grain) 25
Seeding does
Best Sept 15 - Oat 15
Possible: Sept 1 - Oct 31 or Feb. 15 -Apr. 30
Sol amendments - Apply lime and fertilizer according to sal tests. or apply 3.000-5,000 lb/acre ground
agricultural limestone (use the lower rote an sandy sods) and 1,000 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,D00 lb/acre grain straw or equivalent cover of another suitable mulch. Anchor strove by
tacking with asphalt, netting, or roving or by crimping with a mulch anchoring tod. A disk with blades set
nearly straight can be used as a mulch anchoring tool.
Maintenance - Fertilize according to sol tests w apply 40 lb/acre nitrogen in Jan. or Feb.. 40 lb in Sept.
and 40 lb In Nov., from a 12-4-8 , 16-4-B. or similar turf fertilizer. Avoid fertilizer applications during
wamn weather, as this incenses stand losses to disease. Reseed, fertilize. and mulch damaged areas
immediately. Mow to a height of 2.5-3.5 inches as needed.
Table 6.11v - Seeding No. 7CP for. Grass-Ined Channels; Coastal Plain, Lower Piedmont, and Dry Sole in the
Central Piedmont
Seeding mixture
Species Rae Qb/ocre)
Common Bermudogross 40-80 (1-2 Ib/1,D00 ft" 2)
Seeding does
Coastal Plain: Apr. - July
Piedmont: Apr. 15 - June 30
Sol amendments - Apply lime and fertilizer according to gal tests, or apply 3,000 lb/oche ground
agricultural limestone and 500 lb/acre IG-10-10 fertilizer.
Mulch - Use juts, excelsior matting. or other effective charnel lining material to cover the baton of
channels and ditches. The lining should extend above the highest calculated depth of flow. On channel side
slopes above this height, and in drainages not requiring temporary linings. apply 4,000 lb/acre groin strow
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must not be allowed to wash down slopes where they can dog drolnogs
devices.
Maintenance - A minimum of 3 weeks is required for establishment Inspect and repair mulch frequently.
Refertlize the following Apr. with 50 lb/acre nitrogen.
Refer to Appendix 8.02 for botanical names.
Table 6.11r - Seeding No. 3CP for. Dry Sands to Sandy Loans;
High Maintenance. Fine Turf
Seeding mixture
Species Rate (bu/1.000 11-2)
Thfway or Tifway 11 Minimum: 3
hybrid Bermudograss Rapid cover. 10
Seeding Notes
1. Sprig or sod (practice 6.12, Sodding). Moisture is essential during vital establishment Sod must be kept
well watered far 2-3 weeks. but can be planted earlier a later than sprigs.
2. Common Bermuda can be seeded or sprigged but does not produce a high -quality turf. It is also less
cold tolerant than the hybrids, more weed prone, and a pest in flower beds and specimen plontngs.
Planting does
Apr- - July
Sol amendments - Apply lime and fertilizer according to sol tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 lb/acre 10-1G-10 fertilizer. or 50 lb/acre nitrogen from turf -type
slow -release fertilizer. Add 25-50 lb/one nitrogen at 2- to 3-week Intervals through mklsummer.
Sprigging - Plant sprigs In furrows with a tractor -drown transplanter. or broadcast by hand.
Furrows should be 4-6 Inches deep and 2 it apart Place sprigs about 2 it apart In the row with one
end at or above ground level (Figure 6.11d).
Broadcast of aol with a disk get
straightsoathatt sprigs a nse shown ot wbrought back toward . and press sprigs tthe surface.m/2-2 sees
Mulch - Do not mulch.
Maintenance - Water as needed and mow to 3/4- to 1-Inch height Topdress with 40 lb/acre nitrogen In
Apr., 50 lb in May. 50 lb in June. 30 It, in July, and 25-50 lb in Aug.
Table 6.119 - Seeding No. 4CP for. Well -Droned Sandy Looms to Dry Sande. Coastal Plan and Eastern Edge
of Piedmont; Low -to Medium -Care Lawns
Seeding mixture
species Rae
Centipedegross 10-20 lb/acre (seed) or
33 bu/acre (sprigs)
Seeding dates
Mor. - June
(Sprigging can be done through July where water is available for irrigation.)
Sol amendments - Apply lime and fertilizer according to soil tests, or apply 300 Ib/ocre 10-10-10.
Sprigging - Plant sprigs in furrows with a tractor -drawn transplanter. or broadcast by hand.
Furrows should be 4-6 in ches deep and 2 It apart Place sprigs about 2 It apart In the row with one end
at or above ground level (Figure 6.11d)
Broadcast at rates shwon above, and press sprigs into the top 1/2-2 Inches of sol with a disk set straight
w that sprigs ore not brought back toward the surface.
Mulch - Do not mulch.
Maintenance - FerUlize very sparingly - 20 Ib/ocre nitrogen In spring with no phosphorus. Centipedegross
cannot tolerate high pH or excess fertilizer.
Table 6.11t - Seeding No. 5CP for: Well -Drained Sandy Loans to Dry Sands;
Low Maintenance
Seeding mixture
Rate (lb/acre)
Pennshis saeda Bohiogross 50
Sericea lespedezo 30
Common Bermudogross 1D
German millet 10
Seeding Notes
1. Where a neat appearance is desired. omit seidea.
2. Use common Bermuda only an isolated sites where it connot become a pest Bemudagrass may be
replaced with 5 Ib/acre centhpedegrass.
Seeding dates
Apr. 1 - July 15
Sol amendments - Apply lime and fertilizer according to sal testa or apply 3,000 lb/acre ground
agricalturd limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4.000 lb/acre groin straw or equivalent cover of another suitable mulch. Anchor by tacking
with asphalt. roving, or netting or by aknpng with a mulch anchoring tool. A disk with blades set nearly
straight can b e used as a mulch ancoring tool. ices May be
Maintenance - Refertilize the following Apr. with 50 Ib/acre nitrogen. Repeat as growth requ y
mowed only once a year. Where a neat appearance is desired, omit sericea and mow as often as need.
15'�23,09J
FLOW- °o°o 15
°°°° 1
T15' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND 9-20
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
30.47'\ �23.10�
FLOW L °°°°0 30 47'
1.5' THICK
RIP RAP
NOTE- PLACE LNJE LAYER OF FILTER
FABRIC IN" RIP RAP
POND #1-10
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
Tenwornry Seeding
Spedficatlons #6.10 - Speclflcatlons
(Specifk:atkwts are as per the 'Erosion and Sediment Control Planning and Design Manual' of the state of
North Caroline)
Tabte 610a - Temporary Seeding Recommendations
for Late Winter and Early Spring
Seeding Mixture
Species Rate (lb/acre)
Rye (grain) 120
Annual lespedeza (Kobe In
Piedmont and Coastal Plain,
Korean In Mountains) 50 /
Omit annual tespedeze when duratlon of temporary cover Is not to extend beyond June. (\
Seeding dates
Mountains - Above 2500 ft, Feb. 15-May 15
Below 2500 ft, Feb. I -May 1
Piedmont - Jan. I -May 1
Coastal Plain - Dec I -Apr. 15
SoR amendments - Follow recommendations of Solt tests cr apply 2,000 lb/acre growl agricultural Umestone
and 750 tb/acre 10-IG-10 fertAlzer.
Mulch - Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mdAch anchoring too.
A disk with blades set ne irty straight can be used as a maAch anchoring tool.
Maintenance - RefertRize If growth Is not fully adequate. Reseed, refertKIze and mulch Immediately Following
erosion or other damage.
Tobte 610b Tempor-ary seeding Recommendations for Summer•
Seeding mixture
Species Rate (tb/acre)
Gen millet 40
In the Piedmont and Mountains, a small -stemmed Sudangrass may be substituted at a rate of 50 tb/aka•e.
Seeding dates
Mountains - May 15-Aug. 15
Piedmont - May I -Aug. 15
Coastal Plain - Apr. 15-Aug. 15
Sol amendments - Follow recommendations of soR tests or apply 2,000 lb/acre ground agricultural Unestone
and 750 Lb/acre 10-10-10 fertlizer.
Mulch - Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring toot.
A disk with blades set nearly straight can be used as a mulch anchoring tool.
Maintenance - Refertlize If growth is not fully adequate. Reseed, refertltlze and mulch Immediately Following
erosion cr other damage.
Table 610c: Temporary Seeding Recommendation for Fat
Seeding mixture
Species Rate (la/acre)
Rye (grain) 120
Seeding dates
Mountkln - Aug. 15-Dec 30
Coastal Plain and Pkedmont - Aug. 15-Dec 30
Sol amendments - Follow sol tests or apply 2,000 lb/acre ground agrcultw•al limestone and 1,000 lb/acre
10-10-10 fertIlzer.
Mulch - Apply 4,000 lb/acre straw. Anchor straw by tackling with asphalt, netting, or a mulch anchoring tool.
A disk with blades set nearly straight can be used as a nulch anchoring tool.
Maintenance - Repair and refertilize damaged areas imedntely. Topdress with 50 Ib/acre of nitrogen In
March. If it Is necessary to extend temporary cover beyond June 15, overseed with 50 lb/acre Kobe
(Piedmont and Coastal Plain) or Korean (Mountains) lespedeza In late February or early March
PIPE SYSTEM - POND #1
FR13M
TO
SIZE(IW
LENGTH(FT)
SLOPE(FT/FT)
US. INVERT (EL)
D.S. INVERT (EL)
GRATE ELEV.
(8 EDP)
CB-1
CB-2
18
30
OM33
1658
16.42
1925
CB-2
S@W-2
18
140
A030
16.42
16.00
19.85
SDMH-2
DI-2
36
74
0.01135
14.71
13JR7
20M (TOP)
DI-2
SDMH-I
36
44
OA0295
1327
13.74
1958
DI-3
SDMH-I
18
48
.038%
15.61
13.74
19.56
SDMH-1
SDMH-12
42
9
CA0333
13.74
Ia71
19.81 (TOP)
CB-29
CB-30
IS
37
0.01595
2114
2055
25.%
CB-30
CB-31
18
41
OM463
2055
19.95
2518
CB-31
CB-5
IB
59
0A1576
19.95
19.02
2415
CB-5
CB-4
18
182
0.02198
19.02
15.02
22.63
DI-4
CB-4
24
23
.00304
15.09
15.02
19.34
CB-3
CB-4
18
30
0.00333
16.84
16.74
20.09
CB-4
SDMH-2
36
101
.00307
15.02
14.71
211.09
SDMH-12
DI-1
42
71
0.002%
13.71
1350
19.85 (TOP)
DI-1
OLITFALL
42
53
.00358
1 13.50
13.31
19.60
PIPE SYSTEM - POND 02
FROM
TO
S7
H
T
SINVERT )
GRATE ELEV.
re EEIP
11I-5
DI-6
24
146
0.00M
17.34
I&SIO
21.95
D-6
DI-7
24
144
OM306
16.90
16.46
21.90
DI-7
SDM1-9
30
79
0.00304
16.46
16,22
22.50
DI-B
SDMi-9
IB
45
0.05
1BA7
1622
2348
SDMH-9
SDMH-8
30
75
A0307
16.22
15.99
24.03 (TOP)
SDMH-8
SDMH-3
30
31
040323
15.99
15.89
26.62 (TOP)
SDMH-3
CB-6
30
61
0.00328
15.89
la69
26.62 (TOP)
CB-6
CB-8
30
233
OA0305
15.69
14.98
26A9
CB-7
CB-8
IB
23
0.06739
19M
18.33
23.21
CB-8
CB-10
36
239
0A0301
14.98
1426
23.21
CB-9
CB-10
18
23
0.06739
18.07
1652
2L41
CB-10
CB-16
42
221
OA0303
1426
13.59
21.41
DI-14
DI-15
24
100
0.009
18.60
17.70
2424
DI-15
DI-16
24
167
M00539
17.70
16M
22.20
DI-16
DI-17
30
167
OA0449
16.80
1&05
21.85
DI-17
CB-13
36
118
OA0314
16.05
15.68
21.65
CH-11
CB-12
18
23
0A0565
1820
IBA7
2156
CB-12
CB-13
18
42
0.0569
18.07
15M
2L56
CB-13
CB-14
36
73
OA03e9
15LB
15.44
21.72
CB-14
CB-16
42
54
0A0778
15.44
15.02
2214
1)1-9
DI-10
IB
100
6.0115
1&60
17.45
23.89
DI-10
DI-11
24
167
MOD419
17.45
16.75
22.00
D-11
DI-12
30
167
OA0305
16.75
16.24
21.90
DI-12
DI-13
30
105
0A0305
1624
M92
21.80
DI-13
SDNH-4
30
51
0=14
15.92
1 15.76
21.70
SDW-4
CB-15
30
52
0.003DB
15.76
15.60
22.91 (Tip)
CB-15
CB-16
30
23
0A0435
i-60
15.50
2213
CB-16
CB-18
60
117
O.D0256
13.59
1329
22.13
CB-17
CB-18
18
23
OM
17.65
17.42
21.07
CI-18
SDMH-5
60
71
0.00300
13.29
13.02
21.07
SDM4-5
SDMH-7
60
136
0.00301
13.02
I2.61
22In (TOP)
SDMi-7
OUTFALL
60
58
1 OX0293
12.61
12.44
21.72 (Tip)
CB-19
CB-20
18
23
0.007826
17.35
17.17
2022
CB-20
DUTFALL
18
43
0.043
1717
15.32
20.82
DI-19
DI-20
18
119
0A0479
17.12
16.55
21.30
DI-20
SDMR-6
24
77
0A0312
1655
16.31
21.05
CB-27
CB-28
18
23
0A0739
17.69
17.52
2.02
CB-28
SDMH-6
18
72
OM681
1752
16.31
21.02
SOH-6
CB-29
24
89
0.00303
16.31
16.04
23.40 (TOP)
CB-25
CB-26
18
23
0=739
17.59
17.42
20.94
CB-26
CB-29
18
124
0=31
17.42
16.04
20.94
SW-13
CB-24
30
128
0.00297
16.04
15"
21.72 (TIP)
CB-21
CB-22
18
23
OA0695
1758
17.42
20.92
CB-22
CB-24
18
286
OAR31
1222
1156
20.92
CB-23
CB-24
18
23
OM04
17A6
1722
20.79
CB-24
UTFALL
36
50
0A012
IL56
1L50
20.79
PIPE SYSTEM - BYPASS PIPE
FROM
TO
SIZE(IN)
LENGTH(FT)
SLOPE(F'T/FT)
U.S. INVERT (EL)
D.S. INVERT CEL)
GRATE DP)
(e EDP)
IRSTREP,M
DI-22
15
16
016063
20.40
17A3
-
9-22
OUTFALLI
15
1 336
0.00232
17.B3
17.05
20.05
40' �21.70�
FLOW L o000 40
L5' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND j2A
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
40'
FLOW
L1s,70' J
L-1.5' THICK
RIP RAP
NOTE, PLACE ONE LAYER 1p FILTER
FABRIC UNDER RIP RAP
POND 12B
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
TOP OF POND
3:1 A�
f0:1 SLOPE
I\MIWI 1
3' WIDE
BOTTOM OF FFOREBAYFDREBAY SEDIMENT L ia1 SLOPE
CLEANOUT EL BOTTOM OF POND
POND #1-10 FOREBAY & POND CROSS-SECTION
SCALE, V = 20'
TOP OF PO-M•?�
a, I Apt J
10:1 SLOPE
TEMPORARY POOL EL
3,l PERMANENT POOL EL
3A
BOTTOM OF POND aE
D'YADE POND #1-20 POND CROSS-SECTION
GETATED SCALE, V = 20'
SHELF
SEDIMENT
EL
Io• .1
VEGETATED
SHELF
IS MA#Y7�
P❑ND 1-10 DETAIL
N.T.S.
TOP OF POND
TEMPORARY POOL EL
PERMANENT POOL EL 3: 1 ROPE
3t 11a T SLO:
MAIN POND SEDNffNT
CLEANOUT EL
OUTLET STRUCTURE
(SEE DETAIL)
TOP OF POND
3: I SLOPE 10;1 SLOPE
M. T SLOPE
SURFACE AREA
1-20
P❑ND 1-20 DETAIL
N.T.S.
rr HATCHED AREA FOR THE INFLOW NTO POND 2A
3. WDE
TEMPORARY POOL EL
_.
........
- .-
3:I SLOPE.
! PERMANENT POOL ELF
3:1 ROPE
hat SLOPE
�1
Rai ROPE
18
Rai SLOPE
HATCHED AREA 15 MAINTENANCE ACCESS
BOTTOM OF FOREBAY
fDREBAY SEIMAffA/T
BOTTOM OF POND MAIN POND SEDIMENT
CLEAWOUT EL
CLEANOUT EL
IV WIDE
POND #2A
FOREBAY & POND
CROSS-SECTION
VEGETATED
/ HATLTED AREA 671.83 SF. 15 LARGER THAN THE REQLWED SURFACE AREA
THE INTO POW 29
SCALE, V - 20'
SHELF
�
WIDTH-530 FT
_-
/ AT THE PERMANENT POOL FOR INFLOW
(SEE DETAIL)
P❑ND 2B DETAIL
TOP OF POW
TOP OF POND
iHHHHHHH
3, MDE
TEMPORARY POOL EL _
NJ.&
3;1 SLOPE
S
3'I PERMANENT POOL EL Sur _
3:1 SLOPE
fail SLOPE
3�
fat SLOPE
TO: I SLOPE
BOTTOM OF FOREBAY
FDREBAY SEDIMENT
BOTTOM OF POND
MAIN POND SEDIMENT
CLEANOUT EL
CLEANOUT EL
10' WIDE
POND #211 FOREBAY
& POND CROSS-SECTION
VEGETATED
SCE, r = 20.
SHELF
NOTES:-
1. MUHLENEIERGIA QVILIARU5(PI6( M UHLY) d SPARTINA WIRI(CORDGRASS) OR CENTIPEDE
SOD TO BE PLANTED ON SCOFFS OF PONDS ABOVE THE
PERMANENT POOL R EITHER PICKEREL WEED. BLUE FLAG IRS, OR DUCK POTATO
TO BE PLANTED ON THE VEGETATED SHELF.
2. IF THE BASIN IS USED FOR SEDIMENT AND EROSION CONTROL DURING
CONSTRUCTION. CLFM OUT OF THE BASIN 6 SPECIFIED PRIOR TO 115E AS A
WET DETENTION BASIN.
3. ALL WATER THAT DRAMS OFF IMPERVIOUS SURFACES LOCATED WTHN THE DRANAGE AREAS FOR POND jt AND POND j2
WALL BE DIRECTED NTO THE STORMWATER SYSTEM, BY EIDER RAISING AND SLOPING SITE TOWARDS THE
STREET. PIPING TOWARDS THE STREET OR GUTTERING TOWN {OASES AND SPILLING
WATER INTO FRONT YARDS THAT DRAIN TOWARDS THE PARKING (ALL ROOF DRAINS MUST BE DIECTED TO THE PONDS).
4. ENERGY DISSPATORS TO HAVE FILTER FABRIC UNDEWYMENT.
5. IF THE PONDS N® TO BE DRAINED FOR MAINTENANCE OR AN EIAERGEICf
A PUMP IS TO BE USED TO DRAIN THE PONDS.
6. BUILDINGS TO DRAIN TO THE PARKING IN FRONT OF ITSELF.
FINISHED
MANHOLE CONSTRUCTION
SIMILAR TO STANDARD
MANHOLE -`
NEW OR DUST.
CULVERT -
3000 PSI CONC.
FOOTING
INTERFERENCE MANHOLE
NTS
J
0
a
SHUT ELEVAI'DNS
POND
ELEV.
1-10
12.98
1-20
13.98
2A
15.0
2B
1523
DESV#ER5 PLAN CERIFICATglk
I HOW CERTIFY THAT TM PUW WlS BEEN PREPARED N ACCORDAME WIN THE LATEST NOV HMOV4R
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I (WE) HEREBY CERTIFY THAT 1 (WE) AM (ARE7 RE CARTE IT MER OF THE PROPERTY AND THAT UPON
RECEPT OF mrilimnim-TO-omsWur ANW CLEMNGN 0RA0 M WGIRl1CIUM OR DEVELOP"
WILL BE PER FD Ion N AC0314 11M WITH THIS PLAN Ale NAT THE APPlIG1Hi ODES NO RIVES OF
MEN MVIOMER CODIFY. THE STARE OF NORM COMM Ate IIE fi71FRA OOYERIAOIT Ale ITS
AGENCIES IM6C11 ARE HIM WOE PART OF THIS PIAK AS THE OONM I K ACCEPT FULL
REWONS®IIY FOR THE COMMICIDN AND OPERAION Me MAIIflMNCE OF THE PROPOSED FACILITIES, I
(WE) WLL NOT ATTEMPT TO WAFER OF THIS RESPONS81tY WOW THE T# M WROFeAION OF
NEV IIA110YFR COMM.'
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PRINT NAME mtF•
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REVISED TO AWAT PPE C11Rr FOR POD /1. _
7-0-10
10
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3-12-10
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1
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2
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1 14.
MELDED BAR
TRASH RACK
BOLTED IN PLACE
4" OPENINGS
PVC ORIFICE WIN
90' ELBOW DOI
TE711P. POOL ` iHfdC PRECAST
#8 El" OUTLET STRUCTURE
E ELEV OUTLET PIPE
PRECAST CONCRETE BOX - 6` EXTENDED BASE
cy OR EQUIVALENTP
6` INICK
EXTENDED BASE T
NOTE ALL MUM SMALL IE PROTECTED BY TRIM SCREENS.
IME Top OF THE RISER SIML IVAE A WASH RACK MODE OF
MU1l8FR 5 RfBARS MIXED M MOLE RtAIE. PRIME STALL BE
ATTACHED TO RISER SO AS TO BE REMOVABLE FOR 1W6BWICE
OUTLET STRUCTURE DETAIL
NOT TO SCALE
OY1TE
E7160
SHEET 4-3-08
AL RIDGE SCAB
AROLINA BEACH ROAD N.T.S.
AL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA DRAWN:
JCB
NCIARn `'' MALPASS ENGINEERING, P.C. CHECKED:
K;''� 1134 SfIIPYARD HOOLSVARD JBM
�,=;HO� 1FOdEDTGTON, NORTH CARORdNA 28412 pROJBCT N0:
�n•'1)°I"�;'- Nboae silo-9lyL-1i24s 94
Min Fex 910-s92 520s
0` iE4t#7
. "e%. , Owner:.COR N. RIDGE.
LLC
AKE BLVD. SUITE A 91FiT N0: I O
CAROUNA BEACH, NC 28428
'h' PHCNE: 910-458-5605
K:\AutoCAD\2005\94\coral-ridge(7-6-10).dwg

TEMPORARY GRAVEL CONSTRUCTION ENTRANCE-1EXI
N17T TO SCALE
0
N
O
W n WETLAND FILL
Z w 468.23 S.F.
J
W
S
�
W
i
In
I�
SILT FENCE
_SSMH_3O LIMITS OF DISTURBANCE
ems' soEWhx-
91 90 89 i 88 1f871 86 84
NOTES
GROUND
1. FILTER FABRIC SHALL BE A MINIMUM OF
36' IN WIDTH AND SHALL BE FASTENED
ADEQUATELY N� E WIRE AS DIRECTED
BY 2 STEEL POST SHALL BE 5' Cr IN HEIGHT
AND BE OF SELF FASTENER ANGLE
STEEL TYPE
JAW"FTFABRIC SKIRT
ASSDIRECTED
ED B BY THE ENGINEER
GUIDELINES FOR TEMPORARY SILT FENCE DETAIL
HOT TO SCALE
N
N/F
Ernest & Elaine Bozeman
DB1089 PG164 W
S
SILT FENCE
4'3 - E 24_71.26L i
Perimeter Setba/GQ o /
2 /
'o
\ 1819 8 79 78 _ 77
PPORT ROPE TO
IRE TO PREVENT SAGGING STAKE
T POST, 24' SUPPORT W
I I INTO &ITTOM @2 SITE
L--CDIR MESH 13R SIMILAR, STAPLED OR
TRENCHED INTO BOTTOM OR SIDE
NOTE, 700 G/M^2 COIR EROSION BLANKET, COIR MESH,
TREE PROTECTION FENCE FIRDED OVER TO REDUCE PORE
SIZE, OR UTTER SIMILAR MATERIAL TO BE USED AS BAFFLE.
TEMPORARY POROUS BAFFLE CROSS SECTI❑N DETAIL
NOT TO SCALE
CLOTH
OPENINGS)
WASHED STONE
NOTES
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET.
2 DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING
THE WET. SPACE POSTS EVENLY AROUND THE PERIMETER OF THE
INLET, A MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WARE MESH HARDWARE CLOTH. SECURE
THE WARE MESH TO THE STEEL POSTS AT THE TOP. MIDDLE. AND
BOTTOM. PLACING A 2-FOOT FLAP OF THE WIRE MESH UNDER
THE GRAVEL FOR ANCHORING IS RECOMMENDED.
HARDWARE CLOTH & GRAVEL
INLET PROTECTION DETAIL
1
. ICI . ;1 1 APPROX, LOCATION
!• L21 �,. ,.. OF EXISTING DRIVEWAY
AS TRACED FROM NHC
ONLINE CIS AERIAL
Simmons N/F WI.3.75'
I� • • ,
h. FENCESILT .
150 /�PROPOSED 15- RCP BYPASS PIPE
IN-- - . ..s••r r=� P71C'1' r•�eT) �rT E•�J F�-r
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O DI s �'
n _ / / I I I \ /-� _16--� /�
SILT FENCE \ S 89'02'07 E 2557.40' _ - - - - _ /
N /F SILT FENCE / I
N /F SILT FENCE SILT ICE
sgina Gay David Wayne & N/F \\LIMITS of ws WEIR INV�16.47
�urganus Hazel B. McLamb Hazel B. McLamb LIMITS DISTURBANCE
830 PG485 DB1282 PG763 DB1472 PG643
N/F N/F N/F N /F N/F
Joseph L. Crews Kimberly D. Carver Nelda M. Davis Welton G. & Gar M. & N/F N/F N/F
DB 4165 PG 82 DB 2543 PG 47 DB 1237 PG 38 Welton Stanley Le ha S. Richard Berry Bobby & Bobby e
Seawell Jr. Welch Janice Lee Janice Lee
Fisher DB1646 DB1646
DB1428 PG653 DB1385 PG808 DB1277 PG440 PG416 PG416
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LWMERE stEEPER '%
01 by
DL9dER'S PUN CERTIFICATION:
THAN 3:1 LINE
EXISTING
1 HEREIN CERTIFY THAT THIS PLAN WAS BEEN PREPARED IN ACCORDANCE WITH THE LATEST NEW HANOVER
WITH RIP RAP ROCK
//
GRADE
COIMtt ORDIMV S AND SIORMWAEIR DESIGN WNW..
3
SKNARIRF•
NOTE IMMEDIATELY SEED & STABILIZE WITH IXCELSIOR
MATTING PRIOR
PRINT NAME F•
TO ANY RAINFALL EVENT
atr.
BYPASS SWALE #1 SECTION
1 DETAIL
RE01SIRATION HnRR11n•
Nor ro
ON►ER'S CERTIFICATION
1 (00 HEM CERTIFY THAT I (Wt7 AM (RE) THE CURIWM OII ER OF THE PROPERTY AND THAT UPON
PROPOSED
LOT TOWNHOUSES
LOT TOWNHOUSES
PROPOSED
TOWNHOUSES
IBM OF 'AUTHORIZATION-TD-•001STRUCT' ANY CLENR'KI, GRATING, CONSTRUCTION OR OEVODPIA NT.
WILL BE .PERFORATED IN ACCORDANCE WITH THIS PLAN AND THAT THE MPUCIIBLE ORDNNI AND RUES OF
TEN MANOR COUNW, THE STATE OF NORTH CAROUN AND THE FEDERAL GDERNMENT AND ITS
AGENCIES WA•CH ARE HIM WOE PART OF THIS PUN. AS THE OVER I (WE) ACCEPT RILL
RESPONSIBILITY FOR THE CONSTRUCTION AND OPERATION AND MAMTOIAINCE OF THE PROPOSED FACILITIES. I
(WE) RESPONSIBILITYL NOT ATTEMPT TO TRANFTR OF THISRESPONSIBILITYWITHOUT THE WRITTEN AUTIO ATION OF
o.56' gP "i-
VARIES
0. 81'
HEN HWgVER COUNTY.'
MIN.
slpRAn�•
s=0.0 2 FT/FT
5=0.071 FT/FT SOUNORTH 0-10YR=0.36 CFS SOUTH
NORTH Q-t0YR=0.36 CFS TM L V-10YR=1.65 FT/S
L V-IOYR=234 FT/S '4q 5'
T(SHEAR STRESS)-IOYR.0.27 LB/FT-2 �S (10-1
SLOPE) SLOPE) 15,
15'
01 s'
-WHERE STEEPER 0.5' �' 3 11 LINE EXISTING
THAN. 3.1 LANE EXISTING WITH RIPWHERE S RAP ROCK GRADE
WITH RIP RAP ROCK GRADE 3' I
NOTE: IMMEDIATELY SEED h STABILIZE WITH IXC0.510R MATTING PRIOR
NOTE: IMMEDIATELY SEED & STABILIZE WITH EXCELSIOR MATTING PRIOR TO ANY RAINFALL EVENT
TO ANY RAINFALL EVENT BYPASS SWALE #1 SECTION 3 DETAIL
BYPASS SWALE #1 SECTION 2 DETAIL Nor ro
Nor ro
POND /1-20 PROPEINE
RTY—,,
5=0:0015 FT/FT S=O.CO15 FT/FT
EXISTING Q-1oYR=11.05 CPS Q-10YR=17.33 CFS
OSTING LOT V-t0YR=1.97 FT/S V-t0YR= -17 FT/S 10,
GRADE NOTE: IMMEDIATELY SEED & NOTE IMMEDIATELY SEED & �3• �Q1
STABILIZE WITH EXCELSIOR STABILIZE WITH EXCELSIOR INV-16.47 &�
MATTING PRIOR TO ANY MATTING PRIOR TO ANY
3. RAINFALL EVENT RAINFALL EVENT 3:. 3.5S ` � ti-�' VARIES
VARIES XT9 .� MIN. 1111LLLJ11111
208'
2' �11.04'--� EXISTING
"�• (MIN) GRADE
PRINT MITE TTI r• 3'
t---- 3' -�-I UEN"•
I
_
NOTE
DATE
W ALLA
3, &�ABILIZE BOTTOM WITH EXCELSIOR MATTING
PRIOR TO ANY RAINFALL EVENT
YARD GRADING #1 DETAIL
YARD GRADING #2 DETAIL
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BYPASS WEIR
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SIT FENCE
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10-10••O5
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11-10-05
5
RLv® 10 AD ISf DO~ PPE
3-4-40
•
WON= W AIII PRUNE R WE & 1"W 901E RID MI
3-23-M
10
mom 10 ADD MDIE
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11
REV® PER MMM TO A"W DWMW CLUM & 10 AM SAME #M OEDL
5-14-M
12
IBM IM M AM dL9 MIIIII OOL A1PA.
1-20-10
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3-12-10
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0-5-10
15
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7-6-10
REv W.
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MM
i ;ten bAR:1, INA EPJViRGNMi£iv!';'I,I..
I
DATE
I
I tong DPA,Nj, A-4 M'+0 [ ' I' A �! _ y. 1 ��err� r•�` 4-2-08
C« ::.lyl
CORAL RIDGE cN IVS/aoro 1' = 50'
7160 CAROLINA BEACH ROAD 1
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA DRAWTI:
I , JCB
MALPASS ENGINEERING, P.C.
•� 1134 BEDPYARD B0TIIEVARD CHECJKBEIM
WLM NGTON, NORTH CAROLINA 20412 PRC1I ND:
Phone [phone]
F•z 910-382-5203
'
o�� coast rsmcs nc
1202 N. TAKE PARK BLW. SUITE A
SFEE�ND.2
CAROIJNA BEACH. NC 28429
,�'"• _
Y
PHONE [phone]
I,y, •,
OF:
K:\AutoCAD\2005\94\cora I_ridge(7-6-10).dwg

Forebey(A):
Fo.ebsy(B)._
Main Pond (A):
Mein Ports (B):
Tomporary Pool
CONTOUR
INCREMENTAL
ACCUM
Forebay
CONTOUR INCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME STAGE
CONTOUR
AREA
VOLUME
VOLUME STAGE
(sq R) -..
(M R)
(M R)
(ft)
(sq ft) _
(cu ft)
(cu R)
_ (ft)_
10
1861
0'
O
0
11
2217'
2008.92'
2008.92'
1
1
2483
0
O
O
12
26e1 '
2453.98'
4462.9,
2
12
2453 `
2463-27'
246327 •
1
13
3234'
2962.455'
7425.355'
3
13
3374 `
2918.53'
5381.8 `
2
14
36Y5'
- 3539.2'
10964.555'
4
1A
3877 `
3625.615'
9007.415
3
15
4507 `
4176.005'
15140.56'
5
15
4413'
4145.4'
13152.8150
4.
16
5222
4864.79'
20005.35`
6
16
4962'
4897.45'
17850265'
5
16.75
5704'
4131.07125'
24136A2125'
6.75
18.5
5278`
2564.815.'
20,415.087
5.5
CONTOUR INCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME STAGE
(sq R) _
(o•• it)
(a R)
(n)
10
214
O`
0
0
Main Pond (1-10):
CONTOUR INCREMENTAL
ACCUM
11
12
363
832
303.19'
512.545'
303.19
815.735`
1
2
CONTOUR
AREA
VOLUME
VOLUME STAGE
13
91
776275 `
1592.01 '
3
(sq ft)
ICU ft)
(cu ft)
eft)
14
1256'
1081
2581.27'
4
O
-
0
15
law'
1454.145'
4135.415'
5
9
3253
0`
16
2099
1874.685'
6010.1'
6
10
3997`
3624.91
3824.9-1
1
18.75
2507'
1727.37375'
7737.47375'
6.75
11
4613'
4405.1 •
8030-01 •
2
12
saw
_
5256,205`
13286.215
3
13
6857'
6178.1 •
19464.315 `
4'
CONTOUR
INCREMENTAL
ACCUM
14
7685`
7170.66
26634.975
5
CONTOUR
EA
AREA
VOLUME
VOLUME STAGE
15
6783`
8233-78..
34868.755'
6
(sq It)
(a R)
(a R)
(/D
16
9952 •
9367.39
44238.145 `
7
9
1363
0'
0
0
16.5
12056'
5502-0225'
49738.1675'
7.5
10
2497
1939.79'
1939.79'
1
11
4501
3499-15
5438.94
2
12
6355
5428.33
1086727
3
13
8318
7336.5
18203.77
4
Main Pond (1-20):
CONTOUR INCREMENTAL
ACCUM
14
104 5
9366.305
27570.075
5
CONTOUR
AREA
VOLUME
VOLUME STAGE
15
12eI
11535.71
39105.785
6
(sq ft)
(Cu ft)
(cU ft)
(R)
16
15045
13850.695
52956.48
7
1825
15685 _
3838.75625
56795.23625
7.25
0 `
O
O
16.75
20144
8952-1575
85747.39375
7.75
9
10
1154.
1634'
1393-83'
1393-83
1
11
-2188'
1911.015'
3304-845
2
12
2617'
2502.405 '
5807.25'
3
CONTOUR
INCREMENTAL
ACCUM
13
3519'
3168.075 '
8975.325;
4
CONTOUR.,
AREA
VOLUME
VOLUME STAGE
14
4297
3908.12
12883.445
5
(sq R) _
(w a)
(eu M
(it)
15
5149
4723.08
_ 17606.525
6
9
2465
0
0
0
le
6080
5814555
23221_.08
7
10
35*7
3020.99
3020.99
1
18.5
7814
3473.35'
26694.43
7.5
11
49"
4264-785
7285.775
2
12
6304
561
12954285
3
13
7942
716613
20122.415
4
Temporary Paoli
14
9609
8775.47
28897.885.
5
CONTOUR INCREMENTAL
ACCUM
15
11504
10558.42
39454.305
6
CONTOUR
AREA
VOLUME
VOLUME STAGE
16
13529
12516.395
51970.7
7
(sq ft)
(eu R)
(CU R)
eft)
1625
140SO
3447265
55417.965
7.25
16.75
17652
7925.41
63343.375
7.75
16s
25406
0
0'
o
17
30343
13937.8325
13937.8325
0.5
17.5
31900
15560.685.
29498-5175
1
CONTOUR .INCREMENTAL
ACCUM
CONTOUR
AREA
VOLUME
VOLUME
STAGE
(sq 1U
(a n)
(cu ft)
(R)
16.75
461
O
O
O
1725
46M
23376-135
23378235
0.5
17.7
591
23845.37175
47223.60675
0.95 - -
W
Z O
J W N
x N W
DESIGNER'S PLAN CExnFlO(Turc
I HEREBY CEMgT' THAT THIS PLAN HAS BEEN PREPARED N ACCORDANCE WITH THE LATEST NEW HANovER
DOWN gARIANQS AND STOIRIIMETR DESIGN MIINUV_
SW1NNE-
PRINT WIVE "^r•
RECtSiRAlION 111111BER
OgIACS CEWIF1C113I014
i (RE) HIM CWR TWO I (NE) AM (ARE) THE WNW MU OF 1HE PROPERTY AAA TENT IRON
RECEIPT OF AI MMUATION-M-CMSfRUL1• ANY QFARNG, GRIDNG. C26IRIIC M OR DEVE'LAPEEIEE.
NgL BE PEAFORIFD N ACCORDANCE CH THIS PUN AMD TW(T THE APPUCIaE OROgNNCES NO RI)LIS OF
NEW NW(AR COUIR. THE SPATE OF NORM CAROUNA MO THE FTDER& MERI 1AIT W ITS
AGENCIES VICH ARE HOW MADE PARE OF THIS RAIL AS THE OWNER, I (NE) ACCEPT FULL
RE WONMM FOR THE CONSTRUCTION AND OPERATION AND YMNIDWICE OF THE PROPOSED FACLID S I
(RE) WILL NOT ATIEIPT TO TRIrNFER OF THIS RESPOF&B M WHOUE THE 011111TEN AU IOUATION OF
MEN HNIOYER COUNTY.*
yGy(ntRc-
PRINT Ow ILO r'
SKIPIMER DETAIL
POND
SKIMMERalt
DIAMETER
CIII
1-20
2
1.80
eB
3
P-70
2' Faircloth Skimmers Cut Sheet
J W Fairdoth & Son Inc
www.FairdothSldmmer.corm
i' Vats
4' Sd140 VAth Yallaw lP _ inun slaps
aspag \\\\\ll►► tW a9et
wrttedion 2 75 pvcl6ost
P �
PATE. SEE POND DETAIL FOR �(1 27` 2
SKD94ER ORIFICE INVERTS 19S"Sd14D SOUD pvc '\�• ! '�
banal or `sm" 1
SUPPLIED SY USER' `•�
Zr
A1Skirnmof sham in
I floating position
, W hose, W clamps 2 IN T HEAD on orr4er
2' 9aeademale 10"ezmmkn 4 of Me all atlm
m outlet end
1. Skimmer can be attached to a straight 4• s ch 40 pipe through Nte dam but this pipe may need
to be anchor to the bottom at the connection so it is secure. Coupling can be removed and
hose attached to outlet using the threaded 2 felting. Typical methods used: on metal structure
a steel stubout welded on the side at the bottom ads with a 2' threaded coupling Or reducers;
on a cnnc4ete structure with a hole or orifice at the bond,, use a sled plate with a hole cut in it
and coupling welded to it dint will fit over the hob in the concrete and bailed to the structure with
sealant; grout a R' pvc pipe in a hale in the concrete to correct the Skimmer.
2 Dimensions are approximate, not intended as plans for construcDon-
a Barrel (solid, not foam core pipe) should be 1.4 times the depth or varter with a minimum
length of B so the inlet can be pulled to the side for maintenance. If more than 6 long weight,
may have to be added to inletto counter the increased buoyancy.
4. Inlet tapers dam from 2' maximum inlet to a 1 W barrel and hose. Barrel is smaller to
reduce buoyancy and tendency to lit inlet but is sufficient fa Flow through inlet becaum of
slope. The inlet orifice can be reduced using the plug and cutter provided to control the oudtow
Falls.
5. Inlet is 47 pipe between the straps with aluminum screen door for access to the inlet and
orifice inside.
6. Capacity 3.203 cubic feet per day maximum with 2" inlet and 2 head Inlet can be reduced
by instating a smaller orifice using the plug and cutter provided to s4ust tow rate for the
pardcular basin volume and drayclow n time requited.
7. Shipped assembled. User glues inlet extension and barrel, installs vent, cuts Wfae n plug
ON attaches to outlet pipe or SbVCIO(e. Includes flexible hose, rope. ordtce Cutter, air.
OnchCut TM 11-07 November 14, 2007
N/F
Ernest & Elaine Bozeman
4' Sdh 40
coupling 1
Comedian
3' Faircloth Skimmer' Cut Sheet
J. W. Faircloth & Son, Inc.
www.FairdothSIdmmer.com
7 Vats Ahaniiva slaps
lie(- aapendng III
vi9tt &tl9p�
3' 111 goat
%
�l �
r-j /jam z
2'Sd14019OUD P�banel -y'/ �` �-~
SUPPLIED BY USER'
2
l I....,1%%► s1u4a.
t' - Skimshow Skimmer sin
1 floating position
2'hose. so clamps 7Irdd 3` HEAD onontoer
r tweaded male nipple e6rrn7m 4 of Mat and Crltlee
an outlet end
1- Coupling can be removed and hose atached to outlet using the threaded 2- tipple. Typical
methods used: on a metal structure a steel stuboid welded on the side at the bottom with a 2
threaded coupling or redu oeM on a concrete structure with a hole or orifice at toe boltbm, use a
sled plate with a hob cut in it and coupling welded to it that will fit over the lob in the concretes
and bolted to the structure wilt seelam: grout a 4' pvc pipe in a hole in the concrete to conned
the stdngner. It can be attached to a straight 4' sett 40 pipe through the dam but the pipe creeds
to be anchored to die' ' m at the connection so it is secure.
2. Dimensions are approximate, not intended as plans for construction.
3. Barrel (solid, net foam core pipe) should be 1.4 times fhe depth of utter with a minimun
bngdl of 13 so the inlet can be pulled to the side for maintenance. If more than 10 long weight
may have to be added to inlet to counter the increased buoyancy-
4. Inlet tapers down from a 3• maximum inlet to a 2" barrel and hose. Barrel is smarer to reduce
buoyancy and tendency to lift inlet but is sufficient for flow through inlet because of slope. The
inlet orifice can be reduced using the Pl g end outer provided to eontrd the ouUew Tate.
5. Inlet is 6" pipe between the straps with aluminum screen door for access to the 3inlet and
orifice inside.
6. (apacfly 9,774 (cubic feet per day maximum with 3" inlet and 3' head. Inlet can be reduced
by installing a smaller orifice using the plug and cutter provided L1-adjust Now rate1ar the
particular basin volume and drewdowr time required.
7. Shipped assembled. User glues inlet extension and barrel, instals vent, cuts oriae in plug
and attaches m OUtet pipe or structure. Includes flexible hose. rope, orifice, cutter. W.
3inchCutTM 11-07 November14, 2007
O
N
W
SILT FFN(E AREA TO BE LOWERED TO ELEVATION=77.0 AS SHOWN N/F W N M
Stub LIMITS OF DISTURBANCE _ W RCP vn=4.5' GONG 2A a z6 SDLtH-11 Terse Simmons I. -
Road 4
,a• RGP �( TOP=z1.o DB 1181 PG 510 x
O O SILT FENCE for Future TEUPORARY POROUS lOP= 025 W •ES VLI=1a�7' DISCHARGE FLOWS TO MV=10.9 TEMPORARY (SE POROUS O m
DRAINAGE - i ^ ME N
`WW" n S 89'26'32" E 447.50' ' ' S 89R6'32• Extension //,79aa BAFFLE ( DETAIL) MV=,o:70 MV=,6.65 T=1.o ME TM PROPOSED
B ( DIETNL) SILT �N� W
i18 E 50.00*21 an ESMT I \ < ESMT
Nie
Niel
20'
Perimeter Setback /7:7
v i
/
`I'
\
EXISTING / / \
\
(a
CS 25
BUILDING /
\
IN
`.
M I
W
y y
I� I \
CB-26 e
507
Lr)wi
.Y •Y
G00
N
.-
tic' RC
Z
1a' /
I
\
ACCESS hPUBLIC/ DIRT -RELOCATED EOAOSTING 12 FT
RD; TO BE
--
SILT
4�NCE
/rWIDE
UTILITY EASMENT/ USED AS DRIVEWAY FOR
.;
UNITS OF DISTURBAIN
DOTS /5, 81 52 8 53
/
22 LF 8' DIP
/
-
op
L
S 8 02'17" E/ 152.00' S 00'57'43" W 40.00'
045.32'
_
w w _ -W-W
s.
-
-
i - - - 1 h6.34'
o,
77 3E
H o N S 00'57'n43" W
--
za' RN
y
-_-5-0 _ -- - -
I l \J�
- - -
IY
�Y
Ji .y
/ 9 6 DV-19 l I l I 2277 /
I 21.57,sOM
/6
W
y
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`jI
IV
�Y
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IX
-�� NN V A N �'S\ 18 'RCP 24' RCP
.�
v
24
%�
9-5 34 93
/ 28
W
NY
1Y lie21.
134
N/F
SILT FENCE Z'
��
N a9'02'0r
Ralph C.
& N/F
50_00•
Doris C.
Peggy
Dawn
Whitney
Burton
9
DB2515 PG649 DB3788
PG211
N/F
Josh A. &
Belinda H.
Moore
r)D1 (T1 Z Dr`1 Q
j�T �pn T
��
PLACE GE LAYER ffRM nLTER
FABRIC IN" RIP RAP.
V2
1
N/F
Albert P.
Diflorio
not ZCC1 nfl-70
PIPE / _Zo L. \ - \ - d. ✓ W y y W / `\Y�6 W It,
�i
NI sk 14,
NP
Nk
till
\ R A
/r y oqo o \
/ \ ooaouo \ 02• BL
( O I- ` \ 00
:3 111
// \ " y / U -C U G
g 2
f / ' �/ / W SPILL fW 2A
/ \ W
y�(a isSIV -41
'W DW 1 \\ ry W
Et1QtG�fCY y ., , / y y ec Anon, y y `\yam Llwlts OF ' o= �Mr-
\ LLWAY""1B �n I I / gSTURBANCIE a <
- �.PE=EJL (XiADE `L' \ / /40 fg•F, e W W ) 'P �iP 41 WRESTORATIODN ! \ W y 8• 4• RCP
`1' NY 1Y ^ O >>
01`tIl9I '11
MPRROPO � /% / / -N / I `Y Z671 88 S.F. \ / i •E - - - .Yi / �Y W / �Y `1' /� SILT FENCE✓w'i
GUARDRAIL ALtG AINMG WAI..L AS REQUIRED / t I L
-17- SILT Ff?NCE F > -5 7 x a
I 23 TRI
, GE= 9 40 LF 8• of �-� _ _ UNNTS OF DISTURBANCE / �31F$•-W� _- - / �_ �� i �
8' G.
60' RCP
30• RCP CB-,24_ 21.04 -16 18• RCP 21.77 S ia- - ,&• RCP 21.16
RCP INV= .5- �_� 21.77 - (?0�g- --lit• RCP 21.05 _ _ -T 60' RCP ,
�, -- -- ------ - - - _ _ R==7025'
( prRwfe-R , F Public l&r RCP EXISTING 1188" SNP T
18 g ue°) /
- - - - - - - - - - - - - - --_ - - - - - - -
- - - - - - - - - - - - -
-IP3----s-:
\ Ile �Y y W W .� IV NP y y y.
10'x7 / \
GHT�ANGLE
y� .I. .l. W .t� .l. .l• 2• RCP u. .L. .I. .Y W W / .y W W y 247 016P W/F.E�\ \ .L .I.
i \ \\ 21.95MVaI&0 TOW
T.E.S. SILT FENCE YW SIL
1Y _� W W W 41 41 W INV=45.45 W W _ .Yiy(/17`- 1/ ,14W7.12-a�%.F. y .y d� W COQj \\Z•/v ///v � /'�Stb/ �Y
W y TTOOOWW
T33
SILT FENCE W Ile y -J>--QE=2yt.,48s5
WNk W Ni, 14, W I UNTS OF DISTURBWGUARDRAIL ALONG RETAMG WALL AS REOURED
lam %n -CE •k .. .t, .. v. .l. 14, •. b .. .l, GE-72.0W PaSive� / 1--'IOI .L. .. Rassive Nk k W W
W 11 J/ e Buffer
37WPy9[�
-TOW Rec Area GQ
V GE4M GRAD1Y 111, NI/ 11, 11, W y NP y teC yArey W
10101
c6-27 1.07 ac. 25 WyyIVy111, WW WW 011IM NLJdANG RE11AMW&L AS FEWRED Y .64 c. TOWI
s
I
1RETAINING
�EYTAINN�. �GW�ALL`,WEAND FILL /- Active TOW�4p
(dIV dI \
3\ 11, Ile 'k -
\
/ Rec Area
7DW3.-0.75
W W W
"
FILL
it
`\I
91
I
/
54
ME
t' )R►koP�D WALL
0.90 ac. y y y y y
14, cE=23os I L_J
y y W I
�-TOW� W
21.77 \ \ \
GE -Ex. GRADE \ \
;ILT FENCE
N/F SILT FENCE
N /F TS OF DISTURBANCE N F
N/F N/F The Chase N/F N/F Roger G. / N/F
Albert P. Chynthia J. The Chose
Martha L. N/F N/F N/F Howard C. & Coffer Sr. Regina Gay David WO
Diflorio I naszewski Larry Michael Robert E. Jeffery A. DB1716 PG365 Gurganus Hazel B. M
9 Bank Coles Teresa E.
DB2830 PG351 DB3943 PG860 DB4367 PG665 &Phyllis Faulk Basinger McNeil DB2830 PG485 DB1282 P
D81614 PG720 DB1605 PG14 DB2075 PG666 DB2131 PG705 McNeil
W
N
S
E
E
GRAPHIC SCALE
(INS)
1 inch = 50 tL
0
F•ST�.
2
1EVEM tD ALIENWE LIFT SVI 571E
Ir-6-E
3
EwrED tD IE7E51M t9O3 OF D6na6INCE
SI
4
ABASED, PER MCDEMt
9-15-m
5
HUMM 10 AMM WER a SEM
10-30-00
9
swum Tel CEPIM
11-16-0a
7
r eA= 10 ADANT BMW also ONE.
3-73-00
8
Reim To am ETa5,9D CULVBm M E REhaDED.
4-9-M
9
REVEED PeN 91C 111G
3-12-10
to
FIRMED 10 ADD OURO PACTECIDE
6-6.10
11
RDNO 10 REDUCE WIMMD WWM ADD ADma1N•L BYPASS QaVW a ADD ETMM 1MU&
7-e-10
to
EV® PER "coast 70 SHOW WERNO RESn M/MON MML
9-16-10
REV M
DESCRPION
ogre
DB1314 PG360
�ond �ra;naye /{.eq
CORAL
7160 CAROLINA BE
FEDERAL POINT
DATE:
4-3-08
RIDGE E
ACH ROAD 1' = 50'
TOWNSHIP NEW HANOVER NORTH CAROLINA DRAWN:
JCB
MALPASS ENGINEERING, P.C. CIECKE
y 1134 SHIPYARD BOULEVARD
'. WO.IiINGTON, NORTfi cAR0 MA 28412 PROJECT NO:
Fezae92-5243 $4
N4)111
,> Owner: CORALuc
N LAKE
1202 N. LIKE PARK BLVD. SUITE A
CAROLINA BEACH. NC 28428
A,'- PHONE: [phone]
SHEET NO- .3
�%
OF: l L
:,r)
NOT TO SCALE
K:\AutoCAD\2005\94\cor

'-
l
_....
DESOM PUN CfRIFICAPOlt
INDEX
1 '•�_, �i i - -
- -
_
NOTES:
1. DISTURBED AREA =7,400,157.31 S.F. t3215 AC.
I HEIfBY CERIFI' THAT THIS PLAN FUS BfD! PTEPARED N ACCORlL1NCE WITFI THE UTf"el1EW FIANOl4R
1
COVER SHEET
2 ALL SEWER MAINS TO BE 8• PIPE WITH MINIMUM 3' COVER UNLESS NOTED OTHERWISE.
COL9TIY ORDINANCES AND SR7RINAQR OEM MANUAL
In
INDEX _
3. ALL WATER MAINS TO BE So OTHERWISE NTH A MINIMUM 3' COVER-
STORMVATER 4 SLEC PLAN
4. STREET LIGHTS PER PROGRESSS EN�ERGYOTED
MAP. SKiNR
-- --..
- - --- -_"
- -
\
'
5. ALL ROAD MATERIALS SHALL NCDOT STANDARDS.2
6. HORIZONTAL SEPARATION BETWEEN WATER AND SEWER IS TO BE 10' BETWEEN EDGE
PRINT NNE 71n F•
3
STORMVATER L SLEC PLAN
3A
STORMVATER L SLEC PLAN
MtF
7.OF RIPES. . VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN STORM SEWER AND
REGORIVINI IAILIFIN
4
PLAN PRO ILE
N/F
�`
SANITARY SEWER LINES OR FERROUS PIPE SPECIFIED.
5
PLAN PROFILE
Ter11 Simmons
Te B. CATER
1e PG 570
r
OVER SANITARY SEWER: 18" OR USE OJ.P. ( BOTH) 10' ON EITHER SIDE
6
PLAN PROFILE
- S 551Y5Y E Imil 1' Tom
-- (Told)
* av -N:-,
i r`
OF CROSSING (ON BOTH IV ON EITHER SIDE OF
SANITARY SEWER OVER WATER USE DJ.P. )
GoVeS CERTIFICATION
7
PLAN PROFILE
20 Pr"tr setaorA e>nzz' W W W W W W W W W W W W 597.9Y p• Pwinolr SelOarA
-w
wsr k� i �-._- --
'•
W W W
w -
--� 2a Pw:aet 17
/ 7
O
CROSSING.
9. VERTICAL SEPARATION BETWEEN WATER AND STORM SEWER:
WATER OVER STORM SEWER: >18' OR USE D.I.P. ON WATER 10' ON EITHER SIDE OF
9 HEREBY CFJDFY THAT I AM THE CIRREM OWNER OF THE PROPERTY NO THAT LF'ON
KQ:M OF 'µ1DgRGADDN-Ip-CONSfRl1CT• ANY CLEY9K7, GRADRI(e � T•
OF
AN PROFILE
PLAN
9
PLAN PROFILE
'� - j W W W W W W W W W W W W
.. _ _. _.. - \
/ W W W W W W W W W W W .'Y -.-
W
\
W W r W
/
,\
.. .1
/ • �• '
°
I-'-
CROSSING
STORM SEWER OVER WATER: USE D.I.P. ON WATER 16 ON EITHER SIDE OF
WILL BE PQF'ORIIED IN ACCORDANCE WITH THIS PLAN MID THAT THE APPLICABLE ORDEIAHCFS AND RIE.FS
NEW H ANOVER COUNTY, THE SIATE OF NORTH CAROLNA AND THE FEDERAL GOiFA1WQlr AD ITS
ADM' FILL
10
DETAIL SHEET
ll
WATER DETAIL
CROSSING
10. ALL SANITARY SEWER MANHOLES WITH A DROP OF 3O' OR GREATER SHALL HAVE AN
AGOM WHICH ARE HEREBY MADE PART OF THIS PLAN. AS THE OWNER• 1 (WE)
RESPOlI�L1IY FOR THE CONSTRUCTION AND OPERATION AND I
THE PROF''1SED FION
12
SANITARY SEVER DETAIL
W W W W W W W se /
\ ' ap
\ K
\
W I
a
�
INSIDE DIAMETER OF 5' VAIN AN INSIDE DROP STRUCTURE
SYSTEM AND PONDS
ITHOUTTMAINTENANCE W
OF
(WE) WILL NOT ATIEYPf TO 7RAIFER OF THIS RESPONSIBILITY WIDHOUT THE WRITTEN N1TI 7HI7ATION OF
O
W W W W W �W W ¢;d:P 51
W W
W /�
7
11. ALL ROOF DRAINS TO BE DIRECTED TOWARDS DRAINAGE
THE RIGHT-OF-WAY.
NEW H A IOVER CaM1Y.•
13
SANITARY SEVER DETAIL
14
LIFT STATION DETAIL
3.11 QC.*\
W W
/ i
12 THERE SHALL BE NO ENCUMBRANCES WITHIN
13 UPON COMPLETION OF ANY PHASE OF ACTIVITY DISTURBED AREAS WILL BE
IS
DETAIL SHEET
dP '/ - I- SEEDED WITHIN 21 DAYS OF NO CONSTRUCTION. PRILIr NAME RR c•
TO
22 \
"W
_
� �' w
-7
Z
14. IT IS THE CONTRACTOR'S RESPONSIBILITY TO RAISE & SLOPE LOTS ADEQUATELY
��
DETAIL SHEET
W W ^
5L
l
POSITIVE DRAINAGE TOWARDSTREET.
16
.... �/
`
W
15ENSURE
DEVELOPER SHALL ENSURE ON ADJACENT PROPERTY IS NOT H
17
DETAIL SHEET
7.57 wY.i
\
was uwlly rrm /
N a5 ww' w
v'� \,
1M.311
r�aaPa�ir/
! l
`!
HINDERED FROM FLOWING OFF THEIR PROPERTY DUE TO DEVELOPMENT.
1& MANHOLES, CATCH BASINS. AND DROP INLETS SHALL BE SIZED APPROPRIATELY TO
"a®r "e
,. L'
- - -
r v am twrrt
lmr v
owwc a rt e
aw ao DR®
�w� +r uv
v
ACCOMMODATE OVERSIZED PIPES.
7. SANITARY SEWER WITHIN 50' OF DS SHALL MEET WATER MAIN STANDARDS.
1&
THE
AT
• •
--SILL•-T--r--
-- --
--_
_-
i •
-'
�
1 GROUND ELEVATION (CEO ON RETAINING WALLS THE GROUND ELEVATION
a-
I
-. -
•
-
_ - _ _ � ya,ry,.
--
-- - - - _ _ _ - _
_ _ _
- -
��-
5
O
W THE ACTUAL BOTTOM OF THE WALL TO BE VIED BY OTHERS
ALL DETERMINED
19. PROPOSED RETAINING WALL DESIGN AND NEIGMT (AS MEASURED FROM TOP OF WALL
�,-
...
-
�
l•$ W W W
W W W
W W W W
W W W W W W W W W W W W W W W
W W W W \!Lj_
B ENGINEERING. P.C.. IS NOT
/. \
.y ry W W W W
W W u'•'Y W W W W W W W W W W
W W W �/ '-•
RESPONSIBLE FOR RETAINING DESIGN.
/ /" - W
W W W W _W,. -W W W W W
_
W W
_-+W _-'✓.-.-'M W
W W
weaoaQW
W W �F
54
2C. ALL DROP INLETS TO BE HEAVY DUTY 2'xS FRAME & GRATE (GENERAL FOUNDRIES
•.
W
W W W W W W .r W _.. W_ -s•.. ._W_..
.W ..�
-
W W W W
W......_•`-v--_-W-- _.W .lac
W W W W W W W W
-----_ _.
-. -_-- -+
_.W __
,
-�r .• W
!
INC, ITEM OR EQUIVALENTFRAME & GRATE TO TRAFFIC BE
s was wwr•+wn
W
W W W W W W W W W W
W W
W W W W
W W W W W W -_+_ _. W W W +•. _--.•-
W IJ
21. ALL CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL. STATE. &FEDERALSS
-.W
W �\
REGULATIONS & CODES.
•
W
/,yb W W
WW W W W W W W W W
W W ♦
W W W
W W W W W W W Wp��W ♦�-•T• W W W W W W
W W W
I \
22 NO GEOTECHNICAL TESTING HAS BEEN PERFORMED ON SITE NO WARRANTY IS
W
W W :.a
W W W W
W W W W W W W W l .YHDGW W W W W W
W W W W W
! 56 l
EXPRESSED OR IMPLIED FOR SUITABILITY OF SONS. OWNER/CONTRACTOR SHOULD
,I W W
Y W W W W W W W W
W W W W
Wr W W W W W W 2.95 nor. W W W W W W
W W W W
w
CONSULT WITH A GEOTECHNICAL ENGINEER FOR SOILS INFORMATION. ANY UNDERCUT
SHALL BE THE RESPONSIBILITY
-.--- r-i - .--:
-j W /W
W W W W W W W W W W
W W W
W W W W
W W •...alb--r--- W W W W W W W W W W W W
W W W W �r I
.
57i
m
& REQUIRED REPLACEMENT NTH SUITABLE MATERIAL
OF THE CONTRACTOR
FINISHED FLOai ELEVATIONS
UNITS
ELEV,
1-12
21S6
1 -1e
26.94
19-2 L 35-39
25.11
24E L 40-45
24.76
30-34 L 46-W
24. 6
53-57
2421
58-62
23.96
63-64
24.61
65-69
24.7 1
-7
05
e4ad
76-80
24.96
81-84
25.46
85-88
2521
89-93
25.41
94-97
25A7
17n DRIVEWAY GRADES L DETAIL SHEET
18 DETAIL SHEET
19 DETAIL SHEET
20 DRIVEWAY PLAN L DETAIL SHEET
lb
m MM.sty a.molx
W W •Y69a1(W W W W W W W W
W W W W
-
W W W W W W W W W\ W W W W W W W W W W W
W W W
W _• •
"!
.
23. EXISTING WATER MAIN TO BE D.I.P. IF CLOSER THAN 5' HORIZONTALLY TO CULVERTS
N
e4Tu w noes
N Ws ,Igo w lte.19
_...
W W W 4W46Vr
N 85Tt1 w nu.
W W W
-
W
EXISTING FORCE MAIN TO BE D.I.P. IF UCULVERTS. (SEE CULVER(SEE ABOVE FOR
CL
SEPARATION NOTES.)
...
LI__I
25.
�:
TOTAL IMPERVIOUS AREAONSITE 411.167 S.F.m.
_ DRAINAGEr
SOME THE SITE.
coNc.
WALK 9'xi6' PARKING SPACES
24' D
AISLE
9'xi6' PARKING SPACES
j
N/F
ry�
226.
7. THIS PROPERTY ISN T WITHINSPECIAL FLOOD HAZARD AREA AS SHOWN OF FIRM
MIN. 1/4- PER
MIN. 1/4' PER
N/F 01
N/F
N�
Layman Patrick Usher
Ralph C. &
Ralph C. &
N�
COMMUNITY PANEL- 3720313200J / DATED: APRIL 18. 2005.
FT. SLOPE
fT. SLOPE
Layman Patrick
Layman Patrick
DB1342 PG1586 /
Doris C.
Doric C.
Peggy Dom
2& WHEELCHAIR RAMPS TO BE NCDOT STANDARD. WHEELCHAIR RAMPS TO BE
-_
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Usher
Usher
Whitney
Whitney
uton
MAINTAINED BY THE LOCAL MUNICIPALITY.
081342 PGI5M
ro
D@1342 PG1586
DB2515 PG649
DB2515 PG649
DB3788 PG211
29. SWALE /2 & REMAINDER OF DISTURBED AREA LOCATED WITHIN NCDOT R/W OF
24" CURB
6' A.B.C.
1.5' I-2
24" CURB'
UNLESS OTHERWISE & GUTTER
-- -
CAROLINA BEACH ROAD TO BE IMMEDIATELY SEEDED & STABILIZED WITH EXCELSIOR
& GUTTER
OVER COMPACTED
ASPHALT
INDICATED BY SPOTMTTIG
4'
PRIOR TO ANY RAINFALL
30. AA RENCORDED DRAINAGE EASEMENTISINT.TO BE PROVIDED FOR EACH POND INCLUDING
3:1 MAX. MN. 1/4' TYPE 'A' OR
SUBGRADE
ELEVATKMS TURNS SIDE)
4
ACCESS TO NEAREST RIGHT-OF-WAY.
31. PRIOR TO INSTALLATION OF WATER & SEWER MAINS CONTRACTOR IS TO NOTIFY THE
SLOPE TO SLLOOPE TURNDOWN SIDEWALK
XISApE TYPICAL CROSS
SECTION
AT PARKING
AREA
R
R/ c
JEFF 0-392-5243.
PE. WITH MALPASS ENGINEERING, POB5TRU C AT iCTIONS.
�pDEVELOPER
PER
SLOPE
oz
W
50' R.O.W.
0
AND/OR LNEER.
32 OT OWNER OWNER CAN NOT PLACE VERTICAL FENCES.
WITH
SPACES ON
BOTH SIDES
m�
-,
WALLS. ETC., IN EASEMENTS.
m c
I 17'
8'
me
33. ANY EXISTING WELL ON SITE WITHIN 100 FT OF THE PROPOSED INFILTRATION BASIN
NOT TO SCALE
3 ?.
5'
3 17
w 3
IS TD BE ABANDONED PER FEDERAL. STATE & LOCAL REGULATIONS.
r c
1/4" PER 1/4' PER
3 0 3:1 MAX.
34. INFILTRATION BASIN BOTTOM ELEVATION OF 17.52' SHALL ALWAYS OF MAINTAINED.
3:1 MAX.
30" C I FT SLOPE 30" Curb
- SLOPE TO
35. GUARDRAILS OF SUFFICIENT HEIGHT TO PREVENT ACCIDENTAL INJURY SHALL
CL
7' CONC.
N SLOPE TO - U FT. SLOPE
EXISTING / & Gutter �--- & Gutter EXISTING INSTALLED ON ALL RETAINING WALLS.
/ 5' Conc. 1 2' Per 1/2' Per 36. BYPASS WEIR TO BE IMMEDIATELY SEEDED & STABILIZED WITH EXCELSIOR MATTING & CURB
Foot Slope I Foot Slope PRIOR TO ANY RAINFALL EVENT. r CONG & GU
711p:�, Sidewolk 1.5" SF9.5A Asphalt 6' ABC OVERN AND CONNECTED TYPE 'A'
Foot Slope 1/4' Per 1' 1' COMPACTED SUBGRADE 1' 1' 37•STRUCTURES LOCATED IN POND /1A FAIRCLOTH SKIMMER SHALL BE � 20 & /2BSTALLED 1 (SEE SKIMMER DETAIL & C14AR FT OR WALK 9'x16' PARKING SPACES 225' VE AISLE
Foot Slope TYPICAL ROAD X-SECTION MIN. 1/4• PER MIN. L PER
SKIMMER & ORIFICE SIZES). THE FAIRCOTH SKIMMERS ARE TEMPORARY. ONCE THE FT. SLOPE FT" SLOPE
(Residential Collector Road) ENTIRE SITE HAS BEEN STABILIZED THE SKIMMERS SHALL BE REMOVED & THE '�
ORIFICES (SEE THE POND DETAIL & CHART FOR SIZES) SHALL BE INSTALLED. 3.1 MAX.
N.T.S. 38. BYPASS SWALE /i SECTION /2 TO BE IMMEDIATELY SEEDED & STABILIZE) WITH 24- CURB 6' A.B.C. 1.5' 1-2 SLOPE TO
y r EXCELSIOR MATTING PRIOR TO ANY RAINFALL EVENT. / & GUTTER OVER COMPACTED ASPHALT NLESS OTHERWISE
E o 0 39. BUILDER ELEVATION AS TM BACK OF THE SIDEWALKTHEFRONT
RO T OF E C FRONT OF ITT. IS
SBTHE SAME
TO SLOPE TO PER FT. TURNDOWN SIDEWALK SUBGRADE INDICATEDBYY SPOT EXISTING
GRADE
W4 c R/W ENSURE THE AREA BETWEEN TOWNFLOUSES RISES BY 2 INCHES FROM FRONT OF EXISTING
o R W �o TOWNHOUSE TO BACK OF TOWNHOUSE GRADE TYPICAL CROSS SECTION AT PARKING AREA
,.SLOPE
> 50' R.O.W. _>
`< 1
r
-' I
me
40. TOPO ON WESTERN EXISTING LOTS (051 & #52) IS FROM NEW HANOVER COUNTY
TOPIC. AND IS NOT THE RESULT OF AN ACTUAL SURVEY.
WITH SPACES ON ONE
SIDE
m
3 >
5'
3•
1Y I 17•
8'
v >
41. ALL ROADS SHALL BE PUBLIC AND BUILT TO NCDOT STANDARDS.
""
1/4' PER
3 a 3:1 MAX.
42. THERE SHALL BE NO ENCUMBRANCES WITHIN THE NCDOT RIGHT-OF-WAY.
NOT TO SCALE
S
1/4- PER
30" Curb
$�
43. ONLY NCDOT APPROVED MATERIALS ARE TO BE USED WITHIN THE RIGHT-OF-WAY.
30•' Curt
FT. SLOPE FT. SLOPE
I
SLOPE TO
4-- DETENTION PONDS TO BE LOCATED INSIDE PERMANENT PUBLIC EASEMENT OR OTHER
3:1 MAX.\
&Gutter
I -+-
& Gutter
1/2' Per
� EXISTING
LEGAL INSTRUMENT TO GUARANTEE PERMANENCE OF FACILITY AND FUTURE
SLOPE TO
1/2' Per
5" Conc.
Foot Slope
MAINTENANCE RESPONSIBILITY. PERMANENT EASEMENT IS TO BE RECORDED WITH
EXISTING
Sidewalk Foot Slope
1.5' SF9.5A Asphalt 6' ABC OVER
pRJVISION THAT MAINTENANCE IS TO BE PERFORMED 8Y THE PROPERTY OWNER.
1 2- Per
/ Per1 1
COMPACTED SUBGRADE
1' 1'
45. 1. KEN COFFER. HEREBY CERTIFY THAT I AM THE OWNER OF THE PUBLIC EASEMENT
Foot Slope
SHOWN AND DESCRIBED HEREON WHICH IS FOR THE PURPOSE OF STORM WATER
Foot/4"
DETENTION AND THAT PUBIC EASEMENT WILL BE MAINTAINED BY THE OWNERS, HIS
BONAIRE RCAD X-SECTION FROM STA. 14+64.524 TO
STA. 25+87.33
HEIRS, OR ASSIGNS, FOR THAT PURPOSE AT NO EXPPENSE TO THE DEPARTMENT OF
HEIRS,
(Residential Collector Road)
TRANSPORTATION.
N.T.S.
Emest & Elaine Bozeman
IN
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Acres
GUTTER SHALL SLOPE AWAY
AS SHOWN IN PARKING LOT -
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,I
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cTAN DART CURB SECTION TYPE -'A -
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SANITARY SEWER NOTES:
1. SEWER GUARDS REQUIRED AT ALL MANHOLES
STAINLESS STEEL SEWER GUARDS REQUIRED AT
MANHOLES LOCATED IN TRAFFIC AREAS.
2 10' UTILITY EASEMENT PROVIDED ALONG THE
FRONTAGE OF ALL LOTS
3. SERVICES SHALL BE PERPENDICULAR TO MAIN
AND TERMINATE AT RIGHT OF WAY LINE IN CENTER
OF ROAD FRONTAGE FOR EACH LOT THAT IS
SERVED. SERVICES IN CUL-DE-SAC ARE REWIRED
TO BE PERPENDICULAR OR MUST ORIGINATE IN
MANHOLE AND TERMINATE AT RIGHT OF WAY LINE IN
CENTER OF ROAD FRONTAGE FOR EACH LOT THAT IS
SERVED.
4" ALL SERVICES TYING INTO DUCTILE IRON MAINS
SHALL BE CONSTRUCTED OF CLASS 50 D.I.P. 401
PROTECTO CERAMIC LINED.
5. SERVICES SHALL EXTEND FROM MAIN TO CENTER
OF LOT.
N
Nelda M. Davis
DB 1237 PG 38
N/F
Welton G. &
Welton Stanley
Seawall Jr.
C.81428 PG653
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( IN FEET )
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EXISTING
GRADE
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DB 1181 PG 510
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LIMITS OF DISTURBANCE
- - -
SILT FENCE
V
WATER MAIN
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- -- 1-+- -
EXISTING CONTOURS
19
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DRAINAGE OR UTILITY
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... -
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GRADING
t
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GE
GROUND ELEVATION
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CAROLINA E
IRONMENTA
_
-
MANAGEMENT COMMISSION
DIVISION OF WA
DATE:
COVER SHEET11N
4-2-08
CORAL
RIDGE
ISrA
F.
FviLv
1' = 100'
7160 CAROLINA BEACH ROAD
FEDERAL POINT
TOWNSHIP
NEW- W41
OLINA
DRAWN:
JCB
CARC
MALPASS ENGINEERING, P.C.
CHEF,.
,:-,-
1134 SHIPYARD BOTJLEVARD
JBM
WILMI NGTON, NORTH CAROI.DNA 28412
PROJECT NO:
Phone [phone]
9.4
� a5
1" 910-392-5203
2
REY@D lO EloiAW WIS OF OtFr- ADAM NDIM 29 & 8 AND SHM PUOI WE "JOT
a
REYLgD TO Slaw AN ALTE78MTE LET STATION S11E
8-6-08
4
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9-70-M
5
DEVISED PER NCODEL
9-15•45
8
REWM PER NCDHM.
9-22�
REV W.
DESCJBPDON
WTE
Owner: COl'FER INVESI'EI�[NNT PROPFJRTfES II, [3.0 SHE�NWOJ
1202 N. LAKE PARK BLVD. SUITE A
CARgJNA BEACH, NC 28428
PHONE: [phone] O
OF:
K:\AutoCAD\2005\94\coral_ridge(5-15-08).dwg

-31
COARSE2AGWEN-ATATE I IV
TEMPORARY GRAVEL CONSTRUCTII]N ENTRANCE/EXIT
NOT TO SCALE
NOTES
GROUND
1. FILTER FABRIC SHALL BE A MINIMUM
OF
ADELRNIAYR TO hiE�N1�REB SFDIRECim
BY THE E7VpNEER
2. STEEL POST SHALL BE 5' 0' IN HEIGHT
AND BE OF SELF FASTENER ANGLE
STEEL TYPE
f-FILTER FABRIC
AiI
FILL SLOPE
A
JANCHOR FILTER FABRIC SKIRT
AS DIRECTED BY THE ENGINEER
GUIDELINES FOR TEMPORARY SILT FENCE DETAIL
NOT TO SCALE
N
N/F
Ernest & Elaine Bozeman
SUPPORT ROPE TO
WIRE TO PREVENT SAGGING
1 4' 1
STA
SUPPORT POST, 24' SUPPORTKW
INTO BOTTOM OR SIDE
'---COIR MESH 13R SIMILAR, STAPLED OR
TRENCHED INTO BOTTOM OR SIDE
NOTE, 700 G/M-2 COIR EROSION BLANKET, COIN MESH,
TREE PROTECTION FENCE FOLDED OVER TO REDUCE PORE
SIZE, 13R OTHER SDIILAR MATERIAL TO BE USED AS BAFFLE.
TEMPORARY POROUS BAFFLE CROSS SECTI❑N DETAIL
NOT TO SCALE
•ram
NNE
ME
C.
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BSNNE
I INS
SSE.
•• �'� W
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ARE CLOTH
(ESH OPENINGS)
WASHED STONE
NOTES:
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET.
2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING
THE INLET. SPACE POSTS EVENLY AROUND THE PERIMETER OF THE
INLET. A MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE
THE WIRE MESH TO THE STEEL POSTS AT THE TOP, MIDDLE, AND
BOTTOM. PLACING A 2-FOOT FLAP OF THE WARE MESH UNDER
THE GRAVEL FOR ANCHORING IS RECOMMENDED.
HARDWARE CLOTH & GRAVEL
INLET PROTECTION DETAIL
a
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mil AS TRACED FROM NHC
C-4 ONLINE GIS AERIAL
- •
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N/F N/F N/F N/F Ernest T. &
N/F Elaine M. Bozeman
Joseph L. Crews Kimberly D. Carver Nelda M. Davis Welton G. & Gary M. & N/F N/F N/F DB 749 PG 370
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Fisher
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DB1646 DB1646
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5-0.0015 FT/FT PROPERTY
5=0.0232 FT/FT POND j1-20 LINE
5=0.0029 FT/FT NORTH SOUTH Q-10YR=17.33 CFS
NORTH Q-10YR=0.36 CFS SOUTH NORTH S=o.071 FT/FT SOUTH Q-t0YR=0.36 CFS V-t0YR=217 FT/S
V-10YR=0.85 FT/S Q-10YR-0.36 CFS L V-10YR=1.65 FT/S
/ V-10YR=234 FT/S '9q� 5' NOTE IMMEDIATELY SEED & 10 50
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WHERE STEEPER
WHERE STEEPER 10.5- �' THAN 3:1 LINE .� 2' �.
THAN 3:1 UNE EXISTING EASING
7�"
I HEREBY CERTIFY THAT THIS PIA! HAS BEEN PREPARED W ACCORDANCE WITH THE LATEST NEW HANOVER WITH RIP RAP ROCK THAN 3:7 UNE EXISTING WITH RIP RAP ROCK GRADE L-•11 04'--J EXISTING
CUM ORDINANCES AND STOW0EIR DESIGN MANUAL
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NOTE IMMEDIATELY SEED & STABILIZE WITH
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NOTE IMMEDIATELY SEED & STABILIZE WITH
PRINT NAME ��
TO ANY RAINFALL EVENT
NOTE IMMEDIATELY SEED & STABILIZE WITH EXCELSIOR MATTING PRIOR
TO ANY RAINFALL EVENT
ro
EXCELSIOR MATTING PRIOR TO ANY
BYPASS SWALE #1 SECTION 1 DETAIL
70 ANY RAINFALL EVENT
BYPASS SWALE #1 SECTION
3 DETAIL
RAINFALL EVENT
MM•E>t
Nmro
BYPASS SW�Lm #1 SECTION 2 DETAIL
S=0o03 FT/FT Norm
S-0003 FT/FT
PROPOSED BYPASS WEIR DETAIL
Q-1OV�1.18 CFS
Q-10y�1.18 CFS
NOT ro ruE
EXISTING PROPOSED PROPOSED
EXISTING
V-10yr=1.31 FT/S
V-10yr=1.31 FT/S
OWNER'S CERTIFICATION
LOT TOWNHOUSES TOWNHOUSES
LOT
EXISTING
GRADE POOL/CLUBHOUSE
PROPOSED STREET
POOL/CLUBHOUSE PROPERTY LINE
PROPOSED
t
I •t3®ro AORIST e»wss ROR ! PFT1 •■1c
5-21-0•
1 (WE) HUM CERTIFY THAT I (WE) AM (NiE) 1FE CURRENT DIRER OF THE PROPERTY AND THAT UPON
RECOPT OF 'NJMORI1ATION-TO-CONSTRUCT' ANY CLEATING, GRAWIC, 00F61RUCIION OR DEVB.OPYORf.
WILL BE PERFORICD IN ACCORDANCE WEN THIS PIAN AND THAT RE APPUCAEI E ORORIAF M AND RUES OF F
NEW IWOVFR COUP, THE SPATE OF NORTH CAROLINA AND THE FEDERAL IDYERIMCNI AND ITS 0.56' � J7 VARIES o.er
AGENCIES WHICH ARE HER W MADE PART OF THIS PLAN. AS THE OWNER, I (WE) ACCEPT FULL MIN. q
RES VNIMN FOR THE CONSTRUCTION AND OPERATION AND MMWTBWICE OF THE PROPOSED FACMIF$. I
L�� 3•
,y _y' VARIES 9- MIN. • i S _ F S
F 9' MIN. 7 aFFV 9' MIN. 9' MIN.7 °r� 9- MIN.
(WE) WILL NOT ATTEMPT TO iPANFOt OF THIS RET,FON9BILITY WIQN ITHOW THE WRTAUTHDRUATION OF 3. 3' -+I �T = h1
NEW WxOWE R COINTY'
SIDINAnIRF•
PRINT NAME TITE• YARD GRADING #1 DETAIL YARD GRADING #2 DETAIL
NOT ro W. WIr w Rc"E YARD GRADING #3A DETAIL YARD GRADING #36 DETAIL
NOT To SCAIE NOT ro S
2
REVISED ro ADD INXK PPE MET.
5-21-C•
3
RD"M ro SHOW ALTEIVNAM LFT STATION SRE
8-6-08
4
NEWSED ro IW3PAAE LEM OF 06IUMBAN'E
6-20-0
5
mmo ro RELINE SUMS #3 DEC•.
9-15-M
•
REV= PER NODEWL
9-22-M
REV NO.
DESMPDON
DATE
I HLVNION5 I
_
r
1 c FC
i
d ;
-O
WEIR INV=16.47
EDGE
�>
NOSED
WEIR
SI T FENCE 11
I
GRAPHIC SCALE
25 50 10D
( IN FEET )
1 inch = 50 ft
STORMWATER & S&EC PLAN
�.ORAL RIDGE
7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA
PATE
4-2-08
SCALE-
1" = 50'
DRAWN:
JCB
a`''T1111i11j`'' MALPASS ENGINEERING, P.C. cElccKm
HCAR.p
� ; �-. •, 1134 SHiPYAIRD BOULEVARD JBM
10 . "'J ^, WIL1@IGTON, NORTH CAROLINA 2B412 PROJECT NO.
Phone [phone]
n �OQ Fe: 910-392-5203 94
IBM
Qe ; Owner: COFFER INVESTMINT PROPERTIES IL LLC SHEE�No-:2
1202 N. LAKE PARK BLVD. SUITE A
CAROLINA BEACH, NC 28428
PHONE: [phone]
� Y� OF.
K:AAQtoCAD\2005\94\coral_ridge(5-15-08).dwg

2' Faircloth Skimmer* Cut Sheet 3' Faircloth Skimmer* Cut Sheet
Pemumnt Poor POND# 2A & 2B Pemhanarnt Pool POND 1't 1-10 & 1-20 DESOJIMS NN) C91I1FN70IDN:
J W. Faircloth 8 Son, Inc- J. W. Faircloth &Son, Inc.
Forebay(A):
CONTOUR INCREMENTAL
ACCUM FoBba -
Y
CONTOUR- . INCREMENTAL'
ACCUM
I HEIM CEROY THAT THIS PLAN HAS BEEN PREPAM N ACCORDANCE WITH THE LATEST HEY/ HMDn
CONTOUR
AREA
VOLUME
VOLUME STAGE
CONTOUR
AREA
VOLUME STAGE
COIlN1Y OItONAIrriS AND SMRINKM DESIGN YIJYNL
(sq n>
(«. ro
(a1 rt> (it)
(sq a) (mr ft)
(ut n) (><)
10
11
1801.:
2217'
O"
2008.92'
o O
2008-92' 1
11
2463 a'
" 246327
0 O
2463.27 " 1
SILNAnIRF'
12
2691 •
2453.98'
4462.9' 2
3
12
13
2463
3374' 2918.53
5381-e' 2
PRINT NAME TIrIF•
www.FardothSkimmer.com www.FairdothSkimmer.com
1' Vent Aluminum slope
4 Sdi
with Yellow tip Inletmnum straps 7 Vent Inlet `• suspending Wat
` Y90t
13 3234 2962-455 7425.355 CmQWIg 2 Y.• p`.0 110at \\lL comedian
With Blue h�
14 3845 3539.2' 10964.555' 4 14 3877 3625.615' 9007-415' 3 �� txNnedNNi coupling
15 4507' 4176.005' 15140.56' 5 15 4413' 4145.4' 13152-815' 4 REGISTRATION INI1�Ir' q ' n��n 1 3` pVC obit
16 57", 4864.79' 2000535 6 16 4982' 4697.45' 17850.265' 5
18.75 5704' 4131.07125'24136.42125' 6.7s 16.5 5278' 2564.815' 20415-08' 5.5 NOTE, SEE POND DETAIL FDR - ,�4 I 27" `-
SKIMMER ORIFICE INVERTS _C �'�� /� 28' -
1 barrel
Sdh4O SOLID pvc ,. ,(� L
Forebay(B); CONTOUR INCREMENTAL ACCUM OWNER'S CERTIFATIOI bard SUPPLor'armIED
/ 1 ` 2`SOh4E SOLID pvc barrel
CONTOUR AREA VOLUME VOLUME STAGE SUPPLIED BY USER •� }
(sq ft) (a n) (Ce ft) (ft) 1 (WE) HEREBY CERTIFY THAT I (WE) AM (ANE) THE CURRENT OWNER OF THE PROPERTY AM THAT
UPON �` ` 1 SUPPLIED BY USER
10 214 O` o O Main Pond (1-10): CONTOUR INCREMENTAL' ACCUM REC�F O " �-TO-CONSIPo1Cl• MY CIEARNC' GRADING, ODMSIRUCIbR OR DEVRW M� - --
11 393' 303.10 303.10 1 WILL BE PFRFOR RED N ACCORDANCE WITH THIS PLAN AM THAT THE MPUGIBLE ORONANCLS AND RUNES OF • /
12 832' S12.545' et s.735' 2 CONTOUR AREA VOLUME VOLUME STAGE !EN HAt100 DORM. THE STATE OF NORTH CAROLINA AND THE FEDERAL GwEAtllEllf AND 115 w '�- � '/ �• i
13 920 77827s' 1s92.o1' 3 (sq n) (�h ft) (cu ft) (it) AGENal WHICH ARE LEREar MADE Pmr OF THIS PUN. AS THE OWNW, 10110 ACCEPT FULL
14 1258' 10e926' 2881.27 4 RESPONSIBILITY FOR THE CONSTRUCTION AND OPERATION ANY) MAINTENANCE OF THE PROPOSED FACYITIM 1 .-,� -
9 3253 O' O, OAUTHORIZATION
rwmce uro.lsr
is t650' 1454-145` 4135.415' 5 (WE) WILL NOT ATTEMPT TO TRAI6ER OF THIS RESPONSIBILITY W@IOUr THE WRITTEN AU HOPoIATION OFSkimmer
vemtc tslq sh
78 2089' 1674.885 BOt0.1' a 10 3997' 3624.81'' 3624.91' 1 .�fi(IlrlfrlBr
1 4813' 4405.1 '_ 8030.01 _ 2: NEW HANNER COI1NfY••
' 7737-47375' 6-75 1 Shimmer shown in
. -. 12 5699' 5258205' 13286.215' 3. S1CrIATIs+c• floating pOSThwh
16.75 2507 7727.3T375
13 6657' 6178-1' 19464-315:' 4' 1 th hose, "clamps floating position
Main Pone (A): CONTOUR INCREMENTAL ACCUM 14 7685' 7170.66.' 26634-975' 5 PRINT NAME lull r• 2' Ihrnded male tltlng 4 ° Tiniel Z HEAD an center
CONTOUR AREA VOLUME VOLUME STAGE 15 8783' 8233.78 34888-755' 6 �,,,ILel end d�d��aM eetYm Those, ss clamps 3'Idd 3` NEAD a+oerAer
(sq 1t) (a ft) (cm it) (ft) '. 16 9952' 9367.39' 44236.145' 7 T Yreadad male nipple ralentiah ° of inlet and RHIae
16.5 12056' 5502.0225 49738.1675' 7.5. rn outlet Shut
1. Skimmer can be attached to a straight 4'sch 40 pipe through the dam but the pipe may need
10 2487' 1938.79' 1939.79' t
11 4501 3499.15 5438.94 2 ie be anchored t0 the bOtmm ttte cOM8Ct0Ih So a s Secure. Coupling Can be rernared and
12 C355 5428-33 10867.27 3 hose attached to outlet using the threaded 2• fit iN- Typical methods used: en a frhahel structure 1. Coupling can he removed and hose attached to outlet using he threaded 2" nipple. Typical
13 8318 7336-5 18203.77 4 Main Pond (1-20): CONTOUR INCREMENTAL ACCUM
tit 10475 9366.305 27570.075 5 CONTOUR AREA VOLUME VOLUME STAGE a steel shrbOlH welded on the Side at the thottDm side w7[h a 7 SMeaded aW with
coupling or reducers, i ntethOed used: On o metal struem. on 8 steel 6tUbOUL welded Or1 the side at the bottom with a 7
15 12856 9386.30 27570.075 9 (sq ft) (cu it) (cu n) A on a concrete structure with a hole or orifice at the bottom, use a steel plate 1AAth a hole cut: in R threaded tpllping or reducers: on a concrete
structure with a hole or orifice at the bottom, use a
15 12650 111535.71 9105.785 7 and coupling welded to it that will fit over the hob in the concrete and bolted to the structure with steel plate Wltl a hole cut m it and coupling welded to d that will fit over the tole in the concrete
1625 15665 3838.75825 56795.23625 7.25 9 1154 O' 0 O.
16.Is 20145 13050 695 65752066-48 7.T7 sealant; grout a 4" pvc pipe in a tole in the concrete to correct the Skimmer. and bolted to the stnw•Wrs with sealant: grout a 4" pvc pipe in a hole in the concrete to connect
1 O 1634' 1393.83' 1393.83' 1 2. Dimensions are approximate, not intended as plans for construction the sldmnher. It can be attached to a straight 4" sch 40 pipe trough the dam but the pipe rlceds
11 2188' 19113.83' 31393.83' 2 3. Barrel (acid, not foam core pipe) Should be 1.4 times the depth of water with a minimum t0 be anchored to the bottom at the connection SO A is Secure.
12 2817' 2502.405' 5807.25' 3
Main Pond (B): CONTOUR INCREMENTAL ACCUM 13 3519 3168.075 8976-325' 4 length OF 6 50 the inlet can l e pulled t the side for ed maintenance. racy. If more than 8' long weight 23.. Barrel Stithons are t foam core , not intended a5 4 thiplanss
for is depth ofn.
CONTOUR AREA VOLUME ' VOLUME STAGE 14 4297 3908.12'. 12883.445 s may have t0 is added t0 inlet a counter the increased buoyancy. Le Barrel (solid, in foam core pipe) should id 1.4 tires the depth Of water with a minimum
(sq rt> (Cu rt> �. (a, f0 (s) 1 s s149 a723.oa ' 17606.525 6 4. Inlet tapers down from 7' n>oxinum irhlet to a 1 1f.` banal and hose. Barrel is r.matler to Length of S so the inlet can be pulled to the side for maintenance. If more than 10 long weigh
9 245s o 0 0 18 5149 s674.ss6 7808..08 7 reduce buoyancy and tendency to fift inlet but is sufficient for flow through inlet because of may lave to be added to inlet to counter the increased buoyancy-
? 0 2455 3020 99' 3020 99 t 16.5 is ace'D7814 814-555'' 23221.08 7.7 slope. The inlet orifice Can be reduced using the plug and Cutter provided to Cordr01 the oudlDw 4. Inlet tapers down from a 37 maximum inlet to a 2" barrel and hose. Barrel is smaller to reduce
11 4943 43020.95'. 73020.99 2 rate. buoyancy and tendency to lift inlet but is sufficient for flow through inlet bemuse of slope. The
12 4943 264-78 t 7286.775 3 5. Inlet is r pipe between the straps with aluminum screen door for access to the inlet and inlet orifice can be reduced using the plug and cutter provided to Control the outflow rate.
13 7942 7168.13, 20122.415 4 TEnnipontry Pool '.i
12 9609 9T75.51 12954.285 5 CONTOUR INCREMENTAL ACCUM Office inside. 5. inlet is 6" pipe between the Straps with aluminum screen doer for access t0 the 3 inlet and
15 11504 78775-42, 28W7.305 B CONTOUR AREA VOLUME VOLUME STAGE 6. Capacity 3,283 cubic feet per day rrnXlmum with 2" inlet and 2• head Inlet Can be reduced orifice inside.
16 11504 110 56-42 454.305 T (aq 1t) (� n) (L ft) A(itby installing a smaller orifice using the plug and cutter provided to adjust flow rate for the 6. Capacity 9.774 cubic feet per day maximum with 3" inlet and 3" head. Inlet can be reduced
the
16.25 14050 3447.285 ' 55417.965 7.25
18.I s 13529 516.391 6351970.7 7.77 16.5 254oe o' o o particular basal volume and drawdowYh time required. by installing a smaller orifice using the plug and cutter provided to adjust flow rate Tar
17 25408 13937.8325 13937.8325'. 0.5 7. -Shipped assembled. Usar glues LOIe4 eXterrsorl and barrel IrlatetS verg, CIRS wdrce in plug particular basin volume and drawdovm time required.
Temporary Poor 17.7 30343 3937.6325; 13937.8325 1 and attaches to Outlet pipe w StrUCDDe. Includes flexible t10Se, rope. orifice cutter. etc. 7. Shipped assembled. User glues inlet extension and barrel, installs vent, cuts orifice in plug
cohrroua INCREMENTAL'. ACCUM
and allwhes to outlet pipe w svuchile. Inchudes flexile base. rope. orifice cutter, W.
CONTOUR AREA VOLUME VOLUME STAGE
(� m la+rt) («, ft) (ft) 2irxhGut TM 11-07 November 14, 2007 3inchCut TM 11-07 November 14, 2
007
N /F
16.75 46681 0 0 O
1725 46632 23378235 2337823.5 0.5 Ernest & Elaine Bozeman
17.7 59347 23845.37175 47223.60875 0.95 - - - - - - - -
...I�'___'-- --__
O
N
U_
w / / SILT FENCE AREA TO BE LOWERED TO ELEVATION=17.0 AS SHOWN N /F z N WETLAND
S.F.
Z w N 30• RCA SDMH-11 Terue Simmons Z W
WI=4.5' POND /2 (2A a 7B) N
\�'` Road Stub LIMITS OF DISTURBANCE AT2GE IIOfJ
= t6• RCP TOP=zt.o DB 1181 PG 510 =
TOP-20.25 /F ES L:&O' DISCHARGE FLOWS TO SILT FENCE w
= to w - - SDIAH-10 W2=4.7 gSCH LOCH O
O O SILT FENCE CENTERLINE OF YARD for Future 1y INV=10.9 I-
w < BERM CENTERLINE of YAPD GRADING` /3A (SEE DETAIL) Extension -- `' INW10.70 ItNV=18.65 T=L.0' DRAINAGE - toil _
rn / ,GRADING /38 (SEE DETAIL) THE NORTH __
c ' INv=t&o6 zt_PW Ile.fio - �r 5 3.20 I __ - -- - - ... - - FVJT - -20 - S 85'33'20" 161 4'
-- - - - -
y 20' Perimeter S c - _ - - J - �t
r
4, Pvc
000o INV-17.57
W / 000 PR POOL p
5' SI
N / O 00 Z i i -- _ _ 18' CP
- 1 (n
W V / `EMERGENCY Q T 19.1 INV 1825 _ :Y 25 / \. - - W W 12
34
SF)II�1YAY 3 :. EXISTING 9O/ \: O 18 and
a
`� _
�/ Z BUILDING ❑ o
- k ....19.0 - oW W / o000000 - 2' oil'
W - ❑
0 0
0. 2• LOW .. o _
p' Q d m I9. a Is. CB_ - Rec Area
II _ ActiveTOW
�i
o -.:. E►NGENCY .y - �' I ig
1 I i SPI �Y 2A
Jr �L PROPOSED J .i1&541 ,. �. / - W 18' CP 2- 8• d
ebbOGµ / ESMT Z I + i _ W,- P Qa'ss I vG W SILT FENCE
i' OC. 80 18' RCP `V �_ rc 36 RCP
_ t&54i 1&73 1&7 _ i - S
�V G nit SSM 21 V EA4ER CY W1= 7:69' R .�YI�FES LIMIT I OF i :2 _
y Ile - -,1,1 \e 1, ArP�,a sl, _ v=12•L•► e°�i i
N 85'0909 W $$�. SEWER SVC. I Y INST�(L RIP R^P� ,,:, ,' I. CWETL ID FlLL wE Avis _� DI TURBANCE
0.83 `ac. ty *S%LLWA _ 4.
�� - .y
BERM r t1PE F10 Ile W �L• �1! � `1' W
W
RELOCATED STING 12 FT o - - %PE WHERE STEPER WETLAND FlLL��d 712.53 SF. .
o - �n - W THAN 3:1 s1. 1,201.SikLF. .y / Av sY I �Y - B• 379 S� �T 3.78 ILL ACCESS do PUENLIC' WIDE GIRT ROAD; TO BE ~ ' /
SILT �FE7JCE - I' WAIER SERwCE o _ _ _ .In
UTILITY EASMENT' USED AS D VEWAY FOR PROVIDE rli=-PROOF < x .67
1045.31 DOTS /51 d` 52 YARD HYDRANT AT LIFT STATION g _ y y y y W y 4=y O rc
SILT FENCE _5 10'x70'
/ _ 51
r1 -"- --- - -- -
LIMITS OF DISTURBANCE`. _ �- _ - ,/ F ANQE ~
2 - er G.V. ec STAND- ERATOR CB-22
LIMITS OF DISTURBAN - - - -- _ �1-
- - - - SDMH-13 - - �- 1 --I-s� 1 - .
1 I i
o
4Y RCP .' -_ - -_. _ N.,_
-i $SMH-2 _..o _c rc 1.88 RWET � CB724- 21.04 19WETLAND•SF. ulo_78--R� e - - - n lJ - 21.16 SSMH-19 - __-' OrlOrre R, - 20.97 .. _ -- -- - -- -- -tip RCIP `�- --- BO'' RCP _ 3
---- am SSM - - - 18' RCP - - N sE 1�8' 2RCP -- zt:77 (50• Public SDMFI-r - 1 T� • CB-- -'- -So -
104 W ._ W_ -.. / F- 6 FakCEl7AF- -- - t -. 181RCP - __ -- -- SSMH-18 6 FORCE M 18 �. CB-16 - 22. SSMH-A2
yrq
!o -
- - 53 �� _ -- _ _ - _ - - - _-- -- -- --_ -- _-- --- - -- - - ---- --- -
24
- z f- _ - _
41 14,
,y .y .y .V . X _.; DIr�9 2) - 8' G.V. i ,,, (l�8 i - 10'x70:
5 ^ / i .17 21.57 i %Ile_-s(1HTyTR1ANGLE� v, .L, �v 1YETL�iND FILL W 2' RCP W y W y y W / y y WETLAND FlLL y TOW=2t.95 N CB 15 bm r _
41 sl, sY sl' 1 I `t - rap I i ( 21.85 a., 21:0�y. a 5&T FENS 5.834.54 SF. W/F.ES ,L, y, .y 4.475.OI3 SF. .y .y J�., SILT FWCE `L' 5. - _sit` - "i"f I
- W y W y W y y W - -_ - -
_ H`l' _ FEN -
W1- E 45 �' `t' .
18- RCP SILT FENCE _ - TOW=2380 6 i ,:
SSMH-11
INSTALL RWAP LIMITS OF DISTURBANCE sY 1Y sV -�Y- sY QE=21.45 .y
.v v s .SO 55 N itiN
W c� / // hG /` / W y y y W y y SLOPE DUN �' W W -4 l
- a W W y. 7H O sY W W W W W W W W y
X �+ �I� DI 13
�Cy \ ^ I , _ � • - . _ _ W -'�Y W P ssiv& PIPE WHERE STEEPER SILT PENCE w0/ / / �y TOW=_ _ R
.y Vr �Y W `l' ��JJ � - ANJ3:1 W `L' � 'CE O 6 4 1
yl _ . _ - .. / G) �oCV- R.ta s s iwe .L• W .lit ,v .4, ceD • G.V.
\ i / /J mot,' .y W t sL .l• W W y Buffer s o
56 <" _ Rec Area S
tb°cK / GGG / � e ,p �y
q .LI, .lit .1. .l. y. .4. 41 Q Se \ 2� / /OO di .t. .y .I. y' 't' fF e c yA r e ll `V •l• •tr y •t�523 s. f. y
d• Ji .y .y .y i� OO .: r H-2 58 59 6� 61 62.. iv, CB-27 1.07 cc. 5 GO / i G y. .y .y sY 1k W W W W y a r �
J
W W y 1 �2 y v y w 2 Z 1.64 cc. sIp
9J �j TOW=23 60 ci
n - 2 3WLiLAN��FLL Active / %k sY sY �Y J� �Y V� sY �Y J• �Y W sY �Y sY ev 21. 27-57.
5 � : GE=1flr25 WTOW=23.s� hJ1 \ 6 5
' DI-18 m y• W y W W GEa21.75 N
y 1k / Rec Area
sY W y W y � y y y 11' W W W W W W y W y 11,1Y TOIN=�3.55
GE=23.05
0.90 cc. ,y IleW W Y v v W y W W W W 41 W y y W W W y
2' BLO 186.4� "i y V Y /
-- - - '.45
W
WN 85'09]2" W 21.' N 1' 85092" .N 85 08'19' W 637.51' W W
8�5'656..
W SILT FENCE '
N/F
Ralph C. &
Doris C.
Whitney
DB2515 PG649
OIILET PIPE �r
RAP
PLACE ONE LAYER OF FILTER
FARM LNIER RIP RAP.
K:\AutocAD\2005\94\coraLridge(5-15-08).dwg
N/F
Peggy Dawn
Burton
nnz-Too 171rn14
N/F
Josh A. &
Belinda H.
Moore
not Cil 7 Drl S2
N/F
Albert P.
Diflorio
nol zcn nrr-7o
SKIMMER DETAIL
POND
SKIMMER
DRIP LUL
DIAMETER
(IN.)
1-20
2
ij
2D
3
LT FENCE
N/F SILT FENCE
N/F L NITS OF DISTURBANCE Roger G. N/F
N/F N/F The Chase N/F N/F N/F N/F N/F Coffer Sr. Regina Gay N/F
Albert P. Chynthio J. Manhattan Martha L. Larry Michael Robert E. JefferyA. Howard C. & DB1716 PG365 Gurganus David Way
Diflorio Ignaszewski Bank Coles Hazel B. M
DB2830 PG351 DB3943 PG860 &Phyllis Faulk Basinger McNeil Teresa E. DB2830 PG485
McNeil DB1282 P
DB4367 PG665 DB1614 PG720 DB1605 PG14 DB2075 PG666 DB2131 PG705 DB1314 PG360
DATE
STORMWATER & S&EC PLAN 4-3-08
N CORAL RIDGE SCALE:
7160 CAROLINA BEACH ROAD 1' = 50'
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA DRAWN:
h II JCB
MALPASS ENGINEERING, P.C. 01ED
1134 SHIPYARD BOTJLEVAHD JBM
�'fOfE;•`'.- WIIdONGTON, NORTH CAROI.INA 28412 PROJECT NO:
1 PkVLSFa TO Are 00100 il 500113t OETAL4 5-/9-Os r78 Y Phone [phone]
w E
GRAPHIC SCALE
50 0 25 50 100 200
��L�EA� -, *' � Fnz 910-992-5203 94
,. x'e ^C Owner: COFFER ]I2VE3'tl[ENT PROPID7CIFS II. IS.0 SHEET NO:,3'c`'✓: 1202 N. LAKE PARK ITLVD. SUITE A
CARIX)NA BEACH, NC 28428
PHONE: [phone] O
ew OF:
2H G�
S REVISIONS
IN FEET )
1 inch = 50 SL
Sly arc �c �1�
2
TEAM M AL780N1E hir SG9hOx 91E
��
3
MM 10 WWAM UWrI5 OF Ob7URB MC
s-2o-m
4
tEV® PER NOOBR
a-13-Oa
a
REY6m PFIt scam
9-22-0
REV No.
I OESCRPfWN
F DATE

SEDIMENT STORAGE Lv
ZONE
FLOOD STORAGE in
ZONE
BUT = 1B.9-
RCP
W/
W/f.E.S.
INV=20.4
*1
2
N
ROCK PIPE INLET
DETAIL
N.T.S.
(Lot 91)
EXISTING P/L
River Oaks
Sec. 7/Ph. 3
M.B. 47/393
-W -W
:TIONAL BORE PROPOSED
TED ON LOT P92 IN 114E
RIVER OAKS SUBDIVISION
(Lot 92)
(Lot 93)
k.
U)
d
6
o L�
z
20' Perimeter setback
$_4 84'05'34" W 119.88' 19 N 85'58'2
N
N /F
Layman Patrick
Usher
DB1342 PG1586
N
Co
V 3
-TOP = 22.4
Ylk5Ht0 "'T'S°"'s"S t' 'F;"tY,I(`p / 15, RCA
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2I I INV=20.,
NOTE:
TOPO ON WESTERN EXISTING LOTS (g51 & #52)IS FROM NEW HANOVER COUNTY
TOPO, AND IS NOT THE RESULT OF AN ACTUAL SURVEY.
MAINTENANCE PLAN
.._.-...._ ___...._... ..---_.-- --
PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN
1.
ALL EROSION CONTROL MEASURES WILL BE CHECKED EVERY 7 DAYS OR
THROUGH THE STONE CHECK DAM. AND PREVENT LARGE FLOWS FROM
CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED
AFTER EACH RAIN PRODUCING 1/i INCHES OR MORE WHICH EVER COMES
TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
2.
FIRST.
SEDIMENT WILL BE REMOVED FROM BEHIND SILT FENCES WHERE SEDIMENT
11. INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL.
IS 0.5 FEET DEEP AND REPAIR FABRIC IF TORN, LEAKING OR FAILING.
MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF
3.
INSPECT AND REFRESH CONSTRUCTION ENTRANCE WITH A NEW LAYER OF
A BAFFLE COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE,
4.
GRAVEL AS NECESSARY.
CHECK SEDIMENT BASINS AFTER PERIODS OF SIGNIFICANT RUNOFF.
REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL TO PROVIDE
REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS
ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE DESIGN DEPTH.
CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE,
PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING THE
SEDIMENT DEPTH SHOULD NEVER EXCEED
AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL
BAFFLES DURING CLEANOUT.
HALF THE DESIGNED STORAGE DEPTH.
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
FROM THE RISER AND POOL AREA
GRAVEL. WILL BE CLEANED OR REPLACED WHEN THE SEDIMENT POOL HO
STABILZEO, REMOVE ALL BAFFLE MATERIALS AND UNSTABLE SEDIMENT
IT.
LONGER DRAINS PROPERLY OR IF THE ROCK IS DISLODGED.
DEPOSITS, BRING THE AREA TO GRADE, AND STABILIZE
12. INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (�
5.
INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH SIGNIFICANT RAINFALL
REMOVE SEDIMENT AND RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS
INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF ANY
WHEN THE SEDIMENT FITS ACCUMULATED TO ONE-HALF THE DESIGN
DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE
DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE
DESIGNED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE
MESH DURING SEDIMENT REMOVAL. REPLACE STONE AS NEEDED.
GRAVEL FACING.
13. INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING.
RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA AND
PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A
REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE
MINIMUM OF 1.5 IFT BELOW THE LOW POINT OF THE EMBANKMENT.
IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBAKMENT TO SLIGHTLY
TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS
PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO
ABOVE GRADE. ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST BE
BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE
REPLACED IMMEDIATELY.
AFTER ALL SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY
IT.
14. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH
STABILIZED, REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT.
SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR
SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS
PROPERLY,
ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE
6.
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF
HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO
ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PUCE OR IF
THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE
STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED
SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR
REPAIRS TO PREVENT FURTHER DAMAGE.
THE FIRST CELL. MAKE SURE VEGETATION GROWING IN THE BOTTOM OF
7.
RIP RAP SHOULD BE INSPECTED PERIODICALLY FOR SCOUR OR DISLODGED
THE BASIN DOES NOT HOLD DOWN THE SKIMMER.
STONES. CONTROL OF WEED AND BRUSH GROWTH MAY BE NEEDED IN
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES
SOME LOCATIONS.
IF WATER IS FLOWING UNDERNEATH OR AROUND THEM.
8.
ROCK DAM: CHECK SEDIMENT AFTER EACH RAINFALL REMOVE SEDIMENT
IF THE SKIMMER IS CLOGGED WTrH TRASH AND THERE IS WATER IN THE
AND RESTORE ORIGINAL VOLUME WHEN SEDIMENT ACCUMULATES TO ABOUT
BASIN, USUALLY JERKING ON THE ROPE WILL MAKE THE SKIMMER 500 UP
ONE-HALF THE DESIGN VOLUME.
AND DOWN AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS
CHECK THE STRUCTURE FOR EROSION, PIPING, AND ROCK DISPLACEMENT
DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN
AFTER EACH SIGNIFICANT RAINSTORM AND REPAIR IMMEDIATELY.
AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
9.
INSPECT ALL MULCHES PERIODICALLY AND AFTER RAINSTORMS TO
SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS.
CHECK FOR RILL EROSION, DISLOCATION, OR FAILURE. WHERE EROSION IS
IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE
OBSERVED, APPLY ADDITIONAL MULCH. IF WASHOUT OCCURS, REPAIR THE
REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR
SLOPE GRADE, RESEED. AND REINSTALL MULCH. CONTINUE INSPECTIONS
BY FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE
UNTIL VEGETATION IS FIRMLY ESTABLISHED.
REPOSITIONING THE SKIMMER.
10.
INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY
EVENT.
REQUIRED REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND
SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR
EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT
EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND
ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN
SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL
DAMS, INSTALL A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE
TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS.
CHANNEL.
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME
SPECIAL PRECAUTIONS SHOULD BE TAKEN 1N THE WINTER TO PREVENT
THE SKIMMER FROM PLUGGING WITH ICE.
W
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= V
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S 85'32'57" E 1469,21' (Total) < W n OMNI CF
GRADING
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PROPOSED $" WATER MAIN
APPROX. LOCATION OF LIMITS OF DISTURBANCE
/_ / END OF ACCESS EASMENT EXISTING 12 FT N OE
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-_ - - -� I AS DRIVEWAY FOR LOTS
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W 116.19' N 85'11'18" W 1154.98'
16
N/F
Layman Patrick
Usher
DB1342 PG1586
DESIGNER'S PLAN CERTIFICATION:
I HERESY CUM THAT THIS RAN 1AS BEEN PREPARED IN ACCORDANCE WDN THE LATEST NEW HNXNER
COUNTY ORDINANCES AND STORILWAETR DESIGN MANUAL.
SIGNATURE
PRIM NAME TITLE:
DATE:
REGISTRATION NUM8FR
OWNER'S CERRFICATION
I (WE) HEREBY CERTIFY THAT I (WE) AM (ARE) THE CURRENT OWNER OF THE PROPERTY AND THAT Lem
RECEIPT OF 'NAHORIZATION-TO-CONSTRUCT" ANY CLEARING, GRADING. CONSTRUCTION OR DEVELOPMENT,
WILL BE PERFORMED W NX:ORWACE Wi THIS PLAN MLO THAT THE APPUCIBLE OPM NLCES AND RULES OF
NEW HANOVER COUNTY, THE STATE OF NORTH CAROLINA AND THE FEDOZkL GOVERNMENT AND ITS
AGENCIES WHICH ARE HERESY MADE PART OF THIS PLAN. AS THE OWNER. 1 (WE) ACCEPT FULL
RESPONSIBILITY FOR THE CONSTRUCTION AND OPERATION AND MAINTENANCE OF THE PROPOSED FACILITIES. I
(WE) WILL NOT ATTEMPT TO TRIINF'ER OF THIS RESPONSIIAUD' WITHOUT THE NSWTTDI AUTHORIZATION OF
NEW HANOVER COUNTY.'
SIGNATURE
PRINT NAN£ RICE:----
W
A
S
N/F
Layman Patrick Usher
DB1342 PG1586
E
GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch = 50 ft.
N/F
Terue Simmons
DB 1181 PG 510
N/F N/F
Ralph C. & Ralph C. &
Doris C. Doris C.
Whitney Whitney
DB2515 PG649 DB2515 PG649
t
REVISED TO -w ROCK PIPE WLET DETA AND COMM TOPO FOR EX211NC LOTS
5-21-05
2
1 REVISED TO NCRFASE LIMAS OF DISNRBWCE.
8-20-08
REV NO,
DESCRIPTION
r
REVISIONS
N/F
Peggy Dawn
Burton
DB3788 PG211
INV=1
SILT
N/F
Josh A. &
Belinda H.
Moore
DB1913 PG1
STORMWATER & S&EC PLAN DATE.
4-3-08
CORAL RIDGE SCALE
7160 CAROLINA BEACH ROAD 1" = 50'
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA DRAWN:
JCB
�N L770
CHECKED:
IIIPYARD BOULEVARD JBM
GTON, NORTH CAROLINA 2B412 PROJECT NO:
L 910-392-5243 94
930-992-5203
Owner: COPPER IINVESTMENT PROP]IIt'DDS II SHEET N0:3 A
CA120R2 N. LAKE PARK BLVD. SUITE A
OLINA BEACH, NC 28428
PHONE [phone] /� O
r /
K:\AutoCAD\2005\94\coral ridge(5 15 08).dwg

THAN THE REOUWED SURFACE AREA
INTO PONDS 1-10 Nt 1-20
Permanent Seeding
Specifications (6.11 - Specifications
(SpeciBctions are as per the 'Erosion and Sediment Control Planning and Design Manual' of the state Of
North Carolina)
Table 6.11p - Seeding No. 1CP far. Well -to Poorly Drained soils with Good Moisture Retention. Low
Maintenance
Seeding mixture
Too fescue Rate (lb/acre)
80
Pensacola Bohiograss 50
Sericea lespedezo 30
Kobe lespedaza 10
Seeding Notes
1. From Sept 1 - Mar. 1, use unscorified sericea seed
2 On poorly drained sites omit seriesa and increase Kobe to 30 Ito/acre.
3. Where a neat appearance is desired, omit serieeo and increase Kobe to 40 lb/acre.
Nurse plants
Between Apr. 15 h Aug. 15, add 10 lb/acre German millet or 15 lb/acre Sudongross. Prior to May 1 or after
Aug. 15. add 25 lb/acre rye (grain).
Seeding dates
Best Possible
Early spring: Feb. 15 - Mar. 20 Feb. 15 - Apr. 30
Fall: Sept 1 - Sept 30 Sept 1 - Oct 31
Soil amendments - Apply lime and fertilizer aeeordIng to wall teats. or apply 3,000-5,000 lb/acre ground
agricultural limestone (use the lower rate an sandy sole) and 1.000 Ib/ocre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre grain straw or equivalent cover of another suitable mulch. Anchor straw by
tacking with asphalt. netting, or roving or by crimping with a mulch anchoring tool. A disk with blades set
nearly straight can be used as a mulch anchoring tool.
Maintenance - If growth is less than fully adequate, refertilize in the second yea, according to soil tests or
topdress with 500 lb/acre 10-10-10 fertilizer. Mow on needed when sericec is amitted from the mixtures
Reseed, fertilize, and mulch damaged areas immediately.
Table 6.11q - Seeding No, 2CP for. Well -to Poorly Drained sake with Good Moisture Retention; High
Maintenonce
Seeding mixture
Species Rate (lb/acre)
Tall fescue (blend of two or
three improved varieties) 200
Rye (grain) 25
Seeding dates
Best: Sept. 15 - Oct 15
Possible: Sept 1 - Oct 31 or Feb. 15 - Apr. 30
Sol amendments - Apply line and fertilizer according to wok tests, or apply 3,000-5,000 Ib/oae ground
agricultural limestone (use the lower rate on sandy sole) and 1,000 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre grain straw or equivalent cover of another suitable mulch. Anchor straw by
tacking with asphalt. netting. or roving or by crimping with a mulch anchoring tool. A disk with blades set
nearly straight Can be used as a mulch anchoring tool.
Maintenance - Fertilize according to soil tests or apply 40 lb/acre nitrogen in Jan. or Feb., 40 lb in Sept.,
and 40 Ito in Nov., from a 12-4-8 , 16-4-8, or similar turf fertilizer. Avoid fertilizer applications during
warm weather, as this ineeoses stand losses to disease. Reseed. fertilize, and mulch damaged areas
immediately. Mow to a height of 25-3.5 finches m needed.
Table 6.11v - Seeding No. 7CP fa: Grass -lined Channels; Coastal Plain, Lower Piedmont. and Dry Soils in the
Central Piedmont
Seeding mixture
Species Rote (lb/acre)
Common Bermudogross 40-80 (1-2 Ib/1.000 ft" 2)
Seeding dates
Coastal Plain: Apr. - July
Piedmont: Apr. 15 - June 30
Soil amendments - Apply Pane and fertilizer according to soil teats, or apply 3.000 Ib/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material to cover the bottom of
channels and ditches. The lining should extend above the highest calculated depth of flow. On channel aide
elopes above this height, and in drainages not requiring temporary linings. apply 4,000 lb/core groin straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must not be allowed to wash down slopes where they can dog drainage
devices.
Maintenance - A minimum of 3 weeks is required for establishment Inspect and repair mulch frequently.
Refertilize the following Apr. with 50 Ib/oae nitrogen.
Refer to Appendix 8.02 for botanical names.
Tabis 6.1lr - Seeding No. 3CP for. Dry Sands to Sandy Loans;
High Maintenance. Fine Turf
Seeding mixture
Species Rate (0ft" 2)
Tifway a Tifway II Minimum:imum: 3
3
hybrid Bernudagrass Rapid cover. 10
Seeding Notes
1. Sprig or sod (Proctlm 6AZ Sodding). Moisture Is essential during initial establishment Sod must be kept
well watered for 2-3 weeks, but can be Planted earlier or later than sprigs.
2. Common Bermuda can be seeded or sprigged but does not produce a high -quality turf. It is also less
cold tolerant than the hybrids, more weed prone. and a pest in flower beds and specimen plantings
Planting dates
Apr. - July
Soil amendments - Apply lime and fertilizer according to soil tests, or apply 3,000 Ib/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer, a 50 lb/acre nitrogen from turf -type
slow -release fertilizer. Add 25-50 lb/acre nitrogen at 2- to 3-week Intervals through midsummer.
Sprigging - Plant sprigs in furrows with a tractor -drawn transplanter, or broadcast by hand.
Furrows should be 4-6 Inches deep and 2 ft apart Place sprigs about 2 it apart in the raw with one
end at or above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs into the top 1/2-2 Inches of s0B with a disk set
straight so that sprigs are not brought back toward the surfaces
Mulch - Do not mulch.
Maintenance - Water as needed and mow to 3/4- to 1-inch height Topdress with 40 lb/acre nitrogen in
Apr., 50 lb in May, 50 Ito in June. 30 Ito in July, and 25-50 Ito in Aug.
Table 6.11s - Seeding No. 4CP for. Well -Drained Sandy Looms to Dry Sands. Coastal Plain and Eastern Edge
of Piedmont; Low -to Medium -Care Lawns
Seeding mixture
Species Rate
Centipedegross 1G-20 lb/acre (seed) Or
33 bu/acre (sprigs)
Seeding dates
Ma. - June
(Sprigging can be done through July where water is avoloble for irrigation.)
Sol amendments - Apply lime and fertilizer according to 900 tests, or apply 300 lb/acre 10-10-10.
Sprigging - Plant sprigs In furrows with a tractor -drawn transplanter, or broadcast by hand.
n Fuows should be 4-6 in ches deep and 2 ft apart Place sprigs about 2 It apart in the row with one end
at or above ground level (Figure 6.11d)
Broadcast at rates shwon above. and press sprigs into the top 1/2-2 Inches of soil with a disk set straight
so that sprigs are not brought back toward the surfoae.
Mulch - Do not mulch.
Maintenance - Fertilize very sparingly - 20 lb/acre nitrogen in spring with no phosphorus. Centpedegrass
Cannot tolerate high pH or excess fertilizer.
Table 6.11t - Seeding No. 5CP for. Well -Drained Sandy Looms to Dry Sands:
Low Maintenance
Seeding mixture
Species Rate (Ib/acre)
Pensacola Bohiagross 50
Sericea lespedeza 30
Common Bermudogross 10
German millet 10
Seeding Notes
1. Where a neat appearance is desired, omit WHOM
2. use common Bermuda only on isolated sites where it cannot become a pest Bermudogross may be
replaced with 5 lb/sae centipedegrass.
Seeding dates
Apr. 1 - July 15
Soil amendments - Apply lime and fertilizer according to soil tests, or apply 3.000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre grain straw Or equiwlsnt cover of another suitable mulch. Anchor by tacking
with asphalt. roving, or netting or by crimping with a mulch anchoring tool. A disk with blades set newly
straight can be used as o mulch mooring tool.
Maintenance - Refertlize the following Apr. with 50 Ib/acre nitrogen. Repeat as growth requires. May be
mowed only once a year. Where a neat appearance is desired, omit serieea and mow as often 09 need.
15' \ �32,33' J
FLOW L °o°o 15
0000 1
1.5' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC TINDER RIP RAP
POND #1-20
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
30.47' L27.86­1
FLOW
0oOa7'
0000
1.5' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND #1-10
EMERGENCY SPILLWAY_
OUTLET PROTECTION
NOT TO SCALE
TTe llorary Seedino
Specifications #6.10 - Specifications
(Specifications are as per the 'Erosion and Sediment Control Planning and Design Manual' of the state of
North Carolina)
Table 6.10a - Temporary Seeding Recorelendations
for Late Winter and Early Spring
Seeding Nlxture
Species Rate (Ib/acre)
Rye (grain) 120
Annual tespedeza (Kobe In
Piedmont and Coastal Plain,
Korean In Mountains) 50
Omit arrwal lespedeza when duration of temporary cover is not to extend beyond June. \
Seeding dates
Mountains - Above 2500 ft, Feb. 15-May 15
Below 2500 ft, Feb. I -May 1
Piedmont - Jan. 1-May 1
Coastal Plain - Dec. I -Apr. 15
Soil amendments - Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural. limestone
and 750 Ib/acre 10-10-10 fertilizer.
Minch - Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool.
A disk with blades set nearly straight can be used as a mulch anchoring tool.
Maintenance - Refertklze If growth Is not fully adequate. Reseed, refertilize and mulch Immediately following
erosion or other damage.
Table 640b Temporary seeding Recommendations for Summer
Seeding mixture
Species Rate (Ib/acre)
German millet 40
In the Piedmont and Mountains, a small -stemmed Sudnngrass any be substituted at a rate of 50 lb/acre.
Seeding dates
Mountains - May 15-Aug. 15
Piedmont - May 1-Aug. 15
Coastal Plain - Apr. 15-Aug. 15
Solt amendments - Follow recommendations of soil tests or apply 2,000 lb/aci-e ground agricultural limestone
and 750 Ib/acre 10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool.
A disk with blades set nearly stwlght can be used as a mulch anchoring toot.
Maintenance - Refertilize if growth Is not fully adequate, Reseed, refertilize and mulch Immediately following
erosion or other damage.
Table 610c Temporary Seeding Recommendations for Fall
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Seeding dates
Nountins - Aug. 15-11ec. 30
Coastal Plain and Piedmont - Aug. 15-Dec. 30
Soil amendments - Follow sok tests or apply 2,000 lb/acre ground agricultural limestone and IAA tb/acre
10-10-10 fertilizer.
Mulch - Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring toot.
A disk with blades set nearly straight can be used as a mulch anchoring tool.
Maintenance - Repair and refertRize damaged areas Immediately. Topdress with 50 lb/acre of nitrogen In
March. If it Is necessary to extend temporary cover beyond June 15, overseed with 50 lb/acre Kobe
(Piedmont and Coastal Plain) or Korean (Mountains) lespedeza In late February or early March.
PIPE SYSTEM - POND #1
FROM
TO
SIZE(IN)
LENGTWFT)
SLOPE(FT/FT)
US. INVERT (EL)
D.S. INVERT (1)
GRATE DV'
CB EDP)
CB-1
CB-2
18
31
0.00516
16.58
16,42
19.83
CB-2
SDMH-2
I8
140
A030
16A2
16.00
19.83
SDNH-2
DI-2
36
74
0.01135
14.71
13.87
20.80
DI-2
SDMH-1
36
44
0A0295
13.87
13.74
19.58
DI-3
SDMH-I
18
48
.038%
1541
13.74
19.56
SDNH-1
SDMH-12
42
9
OA0333
13,74
13.71
19M
CB-29
CB-30
I 18
33
1 0.01667
21.14
2059
24.39
CB-30
CB-31
18
39
1 0A3641
20.59
19.95
23.84
CB-31
CB-5
18
44
0.01568
19.95
19.26
2320
CB-5
CB-4
18
198
0.02141
1926
15.02
22.51
DI-4
CB-4
24
23
.00304
15.09
15.02
1934
CB-3
CB-4
18
31
0.00323
16.84
16.74
20.09
CB-4
SDMH-2
36
101
A 1307
15.02
14.71
2009
SDMH-12
DI -I
42
71
0.00296
13.71
13.50
19.85
DI-1
OUTFALL
42
53
00358
1350
13.31
19b0
PIPE SYSTEM - POND #2
FROM
TO
SIZE(IN0
LE.NGTHffn
SLOPE(FT/FT)
U.S. INVERT (EL)
D.S. INVERT (ED
GRATE ELEV.
CB EIIP>
DI-5
DI-6
24
146
.00342
17.40
16,90
21.95
➢-6
DI-7
24
144
.00306
16.90
16.46
21.90
DI-7
SDMH-9
30
79
A0304
16.46
1622
22M
DI-8
SDMH-9
18
45
0,05
18.47
16.22
22.30
SDMH-9
SDMH-8
30
75
.00307
1622
15.99
2325
SDMH-8
SDMH-3
30
31
0D0323
15.99
1529
2451
SDMH-3
CB-6
30
60 1
0.00333
15.89
15.69
2451
CB-6
CB-8 1
30
235 1
DA0302
15.69
14.98
24.90
CB-7
CB-8 I
18
31
0.05
1928
19.33
2313
CB-8
CB-10 1
36
230
0.00303
14.98
14.26
2313
CB-9
CB-10 I
IB
31
0.05
18.07
16.52
21.32
CB-1C
CB-16
1 42
221
0.00303
14.26
1359
21.32
DI-14
DI-15
24
100
0.009
18.60
17.70
23AO
DI-15
DI-16
24
167
0.00539
17.70
16.80
2220
DI-16
DI-17
30
167
0A0449
16M
16.05
2125
DI-17
CB-13
36
122
0.00303
16.05
15.68
21.65
CB-11
CB-12
IB
31
A042
18.20
i8A7
21.45
CB-12
CB-13
18
42
0.0569
18.07
15.68
21.45
CB-13
CB-14
36
77
0.00312
15.68
15.44
21.62
CB-14
CB-16
42
46
0.00913
15.44
15.02
22.06
DI-9
DI-10
IB
100
0.0115
18.60
17.45
22.55
DI-10
DI-ll
1 24
167
0.00419
17.45
16.75
2200
D-11
DI-12
1 30
167
0.00305
16.75
16.24
21.90
DI-12
DI-13
1 30
105
0.00305
1624
15.92
21.80
DI-13
SDMH-4
30
51
OM315
15.92
15.76
21.70
SDMH-4
CB-15
30
52
0.00308
15.76
IS60
22.91
CB-15
CB-16
30
31
0A0323
15.60
15.50
22.05
CB-16
CB-18
60
116
M00259
13.59
1329
22.05
CB-17
CB-18
18
31
.00742
17.65
17.42
20.90
CB-18
SDMH-5
60
71
0.00380
1329
13.02
20.90
SDMH-5
SDMH-7
60
136
000301
13.02
1261
21.38
SDMH-7
OUTFALL
60
58
040293
12.61
W-44
21.39
CB-19
CB-20
18
31
0.0071
17.35
1717
1 20.64
CB-20
DUTFALL
IS
37
0.05
17.17
15.32
M64
DI-18
DI-19
18
75
0.00307
17.35
17.12
21.30
DI-19
DI-20
18
119
0A0479
1712
16.55
21.30
DI-20
SDMH-6
24
77
0.00312
1655
16.31
21.05
CB-27
CB-28
1B
31
0.00540
17.69
17.52
20.94
CB-28
SDMH-6
18
72
0.01681
1752
16.31
20.94
SDMH-6
CB-29
24
89
0A0303
16.31
16.04
21.34
CB-25
CB-26
IS
31
0.00548
17.59
17.42
20.84
C26
CB-29
I8
124
0,11131
17.42
16.04
20,84
CB-24
30
128
040297
16.04
15.66
2L63
CS-22
18
31
.00516
17.58
17.42
20.83
FEB-
CB-24
18
286
OA0231
1222
11.56
0.83
CB-24
18
31
OA0774
17.46172E
2071
OUTFALL
36
45
0.00133
1156
1L50
20.71
PIPE SYSTEM - BYPASS PIPE
FROM
TO
SIZEON)
LENGTH(FT)
SLOPE(FT/FT)
US. INVERT (EL)
D.S. INVERT (EL)
GRATE ELEV.
<8 EOP>
UPSTREAM
DI-22
15
16
0.1(
20.40
17.83
-
➢I-22
13UTFALL
15
336
0.00232
17.83
17.05
20A5
40' LL21,70' I
FLOW oa°o 40
1.5' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND.J2A
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
40' L�18.70�
FLOW °o°0 40
1
1.5' THICK
RIP RAP
NOTE, PLACE ONE LAYER OF FILTER
FABRIC UNDER RIP RAP
POND
EMERGENCY SPILLWAY
OUTLET PROTECTION
NOT TO SCALE
TOP OF POND
3:1 SL E
f0:1 SLOPE
3' N1DE TEMPORARY POOL EL
PERMANENT POOL EL
N.- fall SLOPE
BOTTOM OF FOREBAY FOREBAY SEDIMENT gp77gt OF POND
CLEANOUT EL
POND #1-10 FOREBAY & POND CROSS-SECTION
SCALE, V = 20'
TOP OF POND
3 1 SLOPE
10: 1 SLOPE
TOP OF POND
3:1 SLOP
10:1 SLOPE
TOP OF POND
3:1 SLOPE
10:1 SLOPE
r,.YADE
VEGETATED
SHELF
TEMPORARY POOL EL
PERMANENT POOL EL
y
BOTTOM OF POND MAIN POND SEDIMENT
CLEANOUT EL
POND #1-20 POND CROSS-SECTI❑N 10' 111A.
SCALE, V = 20' VEGETATED
SHELF
33' WIDE TEMPORARY POOL EL J
cf�✓ \ \1 c, PERMANENT POOL EL
MAIN POND SEDIMENT
CLEANOUT EL
10,
WIDE
VEGETATED
SHELF
STRUCTURE
DETAIL)
TOP OF POND
L3:I SLOPE 101 SLOPE
10:1 SLOPE
L 10.1 SLOPE
BOTTOM OF FOREBAY BOTTOM OF POND PAIN POND SEDIMENT
FOREBAY SEDIMENT CLEANOUT EL
CLEANOUT EL
10' MAD,
POND #26 FOREBAY & POND CROSS-SECTION VEGETATI
SH
SCALE, 1' - 20' ELF
'T' WIDE TEMPORARY POOL EL
PERMANENT POOL EL
L 101 SLOPE
BOTTOM OF FOREBAY BOTTOM OF POND MA
FOREBAY SEDIMENT CL
CLEANOUT EL
POND #2B FOREBAY & POND CR❑SS-SECTION
SCALE, 1' = 20'
NOTES:
1. MUHLENBERGIA CAPk1ARUS(PWK MUHLY) k SPARTINA BAKERI(CORDGRASS) OR CENiPEDE
SOD TO TE PLANTED ON SLOPES OF PONDS A80VE THE
PERMANENT POOL elk EITHER PICKEREL WEED, BLUE FLAG IRIS, OR DUCK POTATO
M BE PLANTED ON THE VEGETATED SHELF.
2 W THE BASIN IS USED FOR SEDWENT AND EROSION CONTROL DURING
CONSTRl1CilON, CLEAN OUT OF THE BASIN LS SPECIFIED PRIOR TO USE AS A
WET DETENTION BASIN.
3. ALL WATER THAT DRAWS OFF IMPERVIOUS SURFACES LOCATED WITHIN THE DRAINAGE AREAS FOR POND 11, POND /2 AND INFILTRATION BASIN ii
WILL BE DIRECTED INTO THE STORMWATER SYSTEM, BY ETHER RAGING AND SLOPING SITE TOWARDS THE
STREET. PIPING TOWARDS THE STREET OR GLITTERING TOWNHOUSES AND SPILLING
WATER KID FRONT YARDS THAT DRAW TOWARDS THE PARKING(ALL ROOF DRAINS MUST BE DIRECTED TO THE PONDS/INFILTRATION BASIN).
4. ENERGY DISSPATORS TO HAVE FILTER FABRIC UNDERLAYYENT.
5. IF THE PONDS NED TO BE DRAINED FOR MAINTENANCE OR AN EMERGENCY
A PUMP IS TO BE USED TO DRAW THE PONDS
6. BUILDINGS TO DRAIN TO THE PARKING IN FRONT OF ITSELF.
30'` �17.6--�
FLOW o00o Q
SPILLWAY °O°O �----
ELEVATION = 18.18
LS' THICK
RIP RAP
NOTE, PLACE ONE LAYER IF FILTER
FABRIC UNDER RIP RAP
EMERGENCY SPILLWAY 3
OUTLET PROTECTION
NOT TO SCALE
FINISHED GRADE
MANHOLE CONSTRUCTION
SIMILAR TO STANDARD
MANHOLE
NEW OR EXIST.
CULVERT -
3000 PSI CONC.
FOOTING
INTERFERENCE MANHOLE
NTS
POND SEDIMENT
,CUT EL
10' MADE
VEGETATED
SHELF
�- J:i SLOPE
10.1 SLOPE
f.ET STRUCTURE
(SEE DETAIL)
TOP OF POND
I -SLOPE
10.1 SLOPE
SHVT ELEVATIONS
POND
ELEV.
1-10
12.98
1-20
13.98
2A
15.0
2B
1523
IB #1
15.52
POND 1-20 DETAIL
N.T.S,
POND 1-10 DETAIL
N.T.S.
TOP OF POND
3.1 SLOPE
10.1 SLOPE
FLOW PATH 28
111DTH>58.0 FT
Tv: rr :T� ••A• •mil rrl•.1 r
+,•�
�r
1
OWNER'S CERIFICUION
1 (WE) HUM CERTIFY THAT I W AM (ARE) THE CURRENT ODNFR OF THE PROPERTY AND THAT UPON
RECEIPT OF NITHOR17APON-TU-0ONSIRUCI' ANY a.EARI G. GRADING, C IISIRUCIION OR DEVELOPMENT
o WILLBE PERFORMED IN ACCORDANCE WITH THIS PLAN AND THAT THE APPLICABLE ORDINANCES AND RUES OF
a MEN HWIWER DOWN. THE STATE OF NORTH CAROLINA AND THE FEDERAL GOVERNMENT AND ITS
a AGDICES WHICH ARE WREBY WOE PART OF THIS MAIL AS THE 0111ER, I (WE) ACCEPT FULL
di R6p01SIBILITY FOR THE CONSTRUCTION AND OPERATION AND MAINTENANCE OF THE PROPOSED FACILITIES. I
a 1K � ATTEMPT IER COUNTY."TO TRANFER OF THIS RESPOIIS OLITY WITHOUT THE WIBTIEN ALOMWATION OF
w SIGNARIftF•
r
v' PRWG NNE Ynlh E
W tip'
1
N • aMxn m NxmT ,TOM CDt mlf FA61 Pa1R a-16-08
4
e
REVSED PER NCDE1R 10 Ara SEDNDff C E4NOUT DEW01S.
8-25-M
4
HE USED 1O ADD SHWT DEWIDN FOR FOND 1-10 a 1-20.
8-25-09
3
lil!MM To ADAsr wPDd1Un6 AREA OMRF FOR POND #L
8-6-0
`m
2
REg1FD W ADJUST FOND 1-20 DEDII.
a-1s-00
1.
REVISED PER NEW H%W" COW" COIRE)ns TD AW ORATE DIM1016 TO IM SYSTM CKWIM
5-R-011
REV 110.
DI6 OPTION
aaE
INFILTRATION BASIN #1 DETAIL
N.T.S.
r HATCHED AREA FOR THE INFLOW INTO POND 2A
F FLOW ! 7W ?LW ti
HATCHED AREA LS MAINTENANCE ACCESS
HATCHED AREA &871.83 S.F. IS LARGER THAN THE REWIRED SURFACE AREA
AT THE PERMANENT POOL FOR THE INFLOW INTO POND 28
POND 2B DETAIL
N.T.S.
1731171 FT STRUCTURE DETAILS (FEET)
POND
BOX
INSIDE
SLAB
GROUT INSIDE
THICKNESSELEVA77ON
BOTTOM OF BASE
1
4x4
6x6xO.5
a 75,
14.5
2
1 4x4
I 6x6xO.5
I 1'
14.75
MELDED BAR
TRASH RACK
BOLTED IN PLACE
4' OPENINGS
PVC ORIFICE WITH G
90'ELBOW DORN
. a; .. • A-r,.
p, POOL 66 THICK( PRECAST
HEIR ELEV OUTLET STRUCTURE
- IFICE ELEV. OUTLET PIPE
PRECAST CONCRETE BOXY
g OR EQUIVALENTY . •yt'o �k 6- EXTENDED BASE
6• THICK
EXTENDED BASE T
NOTE: ALL OUTLETS SHALL BE PROfECIED BY TRASH Ste.
THE TOP OF THE RISER SHALL NAVE A TRASH RACK MADE OF
AUM3ER 5 REBNRS WELDED TO ANGLE FRAYS FRAME SMUT BE
ATTACHED TO RISER SO AS TO BE REMOVABLE FOR MAINTENANCE
OUTLET STRUCTURE DETAIL
NOT TO SCALE
DETAIL SHEET
�ORAL RIDGE
7160 CAROLINA BEACH ROAD
FEDERAL POINT TOWNSHIP NEW HANOVER NORTH CAROLINA
DATE
4-3-08
SCALE:
N.T.S.
DRAWN:
JCB
�``"j1 Fn"''� MALPASS ENGINEERING, P.C. CHECKED.
�y
K �`Z/� � 1134 SIid'YARD BOULEVARD JBM
��_¢¢¢C a c/ �'Y % 1PII.MINGTON, NORTEI CAROLDLA 28412 PROJECT NO.
,.A7/ O�1`:� Phone [phone]
(�5 U "7j' C. Fez 910-582-5203
SEAL z
0\ i6u�a h
G3 = Owner. COFFER II VES'T1MNT PROPERTIES IL, LLC
li
r Qe, 1202 N. LAKE PARK BLVD. SUITE A�� 0
/ � iN �• : CAROLINA BEACH, NC 28428
-1 : PHONE: [phone]
K:\AutoCAD\2005\94\coral_ddge(5-15-08).dwg -` �!

w
Terue Simmons z J
DB 1181 PG 510 Lj
w
s w
DRAINAGE
AREA AT
POOL AREA
(NOT
y
y
DRAINING T[
INFILTRATI❑
y y
BASIN #I)
y y
85-09'09" W
y /
1045.31'
1045.32' - - —
1 I I
I
DRAINAGE
IFILTRATI❑N
BASIN #I
y y
y y DRAINAGE
AREA FOR 54
AREA WEST
y y y OF UNITS _ ]DRAINAGE AREA
y y #53-57 55 _" �; �� [�'`� P N D; #2
I -
56
I y y y — 58 59 60 61 62
y y y 57
y y y
186.49'
N 85'09'12" W
DRAINAGE AREA AT
POND #2 FOR AREA
NOT DRAINING TO
NSF nl /F POND #2
y
y
y
y
y
y
y
y
/
y
J
y/
f ;
\y
Active
/
Rec Ar(
y
�ID:
y y
DRPJNA(�E y y J y/
Al P11ND \,
#2 FUR AREAIV 41
Mq NOT DRAINING �'. ' rN� �_.��'y y y
y y y
TO POND #2 y y
�/` !'
y __ y y y y y y y �'. y �= � y •.✓ y y y y y y
L� � •1 a
LLL
- - —_WON a
DRAINAGE AREA_ _ -- ---- - _
FOR PONT#Z _ - DRAIN -AGE
-- -- ---- E❑R _PLANT -
y y y y y y y y y y y y 111,
y y y
I y y y y y y y y y y y y y y
y y y y y y \V y y y y y y
y
y y y y y y y y / \_•• A I N A G E A I A t— A A T y y y y �L y y y y y y
/ y 14,
y y y y y y y y y y y y y
[ y A/ y y A/ y y y/ P❑ND #2 FOR AREA ,-V y y y y y y y y L y y y L y y y y
yI y y y y y 41 NOT DRAINING Tll"—'.
y y y y y 141
y y y y y y 4/ y y 41 y y y y
y y y y POND #2 y y y y y y y y y y y y y y y y y y y y y..•
637.51' N 85'0912" W 1 212.91 4
��.....
10' Non municipal Util. Esmt.
E(
2
DRAINAGE
AREA
FOR
�a
BYPASS
SWAtE
#1
J
16
15
14 I
1,37
DRAINAGE
AREA,F❑R
�i®®�IIIIIIIIIIIIIIIIIN ■ ®.
50 49 48
AI
FOR
N A-6 E_
P❑NI
q �
Jm
O�
i
DRAINAGE AREA FOR AREA BEHIND UNITS #4-9
I
9 7 r6] [5] F4]
I
DRAINAGE AREA
FOR POND #3
-- �\ a)
10
P❑N 11 -
5' SIDEWALK
Bonaire Road• - --
3
2
1
--sue -- - - - -- - -- -- --- _ k50 Public _ - --
0 on Util. Esmt.
D AINAGjE AREA ,
y
1
ILI
coo .
Bu ffer
ylmpact y
523 s.f.
y y
y
y y
y
y y
y y
Y y
_-
P❑R POND #2 _ 84
1 (�` .,.. ' Lane
-
ID\N®1
� DR INA �E
I
-1---I J LCI P D 2 a
i
1
- 82 87 89 90 91 92 93 94 95 96
65 66 67 168
F691 70� 71 72 73 74 75 76 77 78 79 80
i
�--- ° 81
DRAINAGE AREA FOR BYPASS WEIR
GRAPHIC SCALE
( IN FEET )
1 inch = 50 ft.
APPROVED `N I
NORTH CAROLINA ENVIRONMENTAL Z MANAGEMENT COMMISSION
DIVISION OF WATER QUAL17Y
POST DEVELOPMENT
DRAINAGE AREA MAP
K:\AutoC AD\200S\94\cosat-6dge(2- S-08)- da-m ap.dwg