SW8051138_APPROVED PLANS_20060101

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
42"O�Y��
YYYYMMDD

FOR :1 TV yvim 7 7w 7: 7F
4 -1A IN-, T�-,
.10., It" t
11 lot Not

F M
A
24" DIAMETER -
RING AND COVER
INTERFERENCE Box
PLAN VIEW
NOT TO SCALE
00
e I18" RCP { y 24" RCP
l` NV 13.44 1 THROUGH MH
Ia'
FE 71.19
INTERFERENCE BOX
SECTION A -A
NOT Ta SCALE
SHEET 2 OF 6
PROJECT NO. PMB58-22
FILE NO. 858/PM858--22/CONSTRUCTION
1a" RCP
TO S1JMH 2
24' DIAMETER
RING AND COVER
-------------
18" RCP -�
TO SDMH 2
IRYA�Ii - - - - - - - - - -
INV 13.34
16.0 LF 24"
RCP a 0.30%
SDMH I
RIM 16.50
INV 13.39
24.0 LF 24"
RCP La 0.30%
INTERFERENCE MH
RIM 16.60
INV 1-3.44 :-
X C
HOO➢ 16.63
�-
28.0 LF 24"
0.-30%
EX CB
NEW INV 13.50
8.0 LF 184"
RCP @ 0.30%
SDMH 3-
RIM 17.00
INV 13.53
N/
N/F j
JUSTIN'S
MANDY FARMS
CORNER [
SECTION 4
PHASE 2
I
SECTION 3
MB 17 PG 5
MB 29
t
PC 73
f
SDMH 3.
RIM 17.00 1
INV 11.8T
E E
[ 1
[ JUSTIN'S
: r CORNER
SEMBI29 3
f [ PG 173
SDMH 4
{ / ! RIM 16.50
"60 ! 148.24" -RCP R 0.3DZ
0 LF INV 11.43
-
y o r
--4 " 0
f HOOD 1 .42 [CB 2---
o GRATE 1 .1 'HOOD 6.42
\� I I I f 1-71 INV 1 .3 [ GRAT 16.0 1?
\, o A -- f'[' l �j • INV .23
-,17
-- -�-:°o M (6I I I I I I I I PVI ' rfAtGs' �k
-- _ _ PP u; ( f I I I t I I r 16.42 D3 *'� k �� inv. -10. 0�
- - --8"_-8NE �_ �f I I I I I I F 15" r $-41 jdW
+old 1-4-4--f�3%
Pip
i�Ilr�Iilr r �4-
o f y iy 4--
IP�II�r [ ! y( I Iy !
/ I } EXISTING DITCH
iINV 2 tlr TO BE FILLED I�k\`_INV..� J 0 LT.60X `4 ~-
}}t1 !r•©O Lfi IMH I
M 17.50
/} INV 14.52 ,
TC o SDMH 2 1
f
ta.11 ''' INV 11.80
1 RIM 18.00 1 0 OD 24 "`RCP 0.15 - _ E22
t GRATE 17-44--_ - �' - - - T - - EXISTING DITCH Z0 A
I NV_ f5. 09 0 � BE RELWATED
TC AT
i } hQi }/7'16'00 No, 19.2
} 1 o t LF 1 0.88x .FE f A2 r
Q 1 a 0.3 �, �r r
} t \�Tr TC TO FE 17.92 r[
18.89 7 6.82 IN 14.74 1
- 19.. 25, ` C � 14.76 76 �
43
.b4
} a 18TC. r f
cv
.2
DI 7 }fr} � � .19 04 rQ 1n , c % r•�� ��
FE 19.id//J// f� \ , p
INV 156f /f o • 14.9 3
7♦ rf / FE m
l �%ffr 4?" #/
1a.36
1 F !f�" fire s
Off{1�1m�j>j
DI 4
INV 115909 f r/
ii„ffff ♦ ' /`
0 ✓r \
C 18.9DI 87 +f
FE 19.00 ,�r' 1s.
INY 15,63 / 1 / /•i TC C i / �%�lr,� , � r }i �
18.73 TC
TC TC
f/ 0 18 90
[NV. -10. 75
-----------'
INV_11-.25--- ------------------------ - - - - ------ -------_-.-._-X__. . -_-
-� 15.65 �- 1S.4 i
i
3
' ref
GUYS�jv rJ �♦ \
r' \
E5ITING DITCH
' . xTO BE FILLED } \\
1
\
15.3G
/} 13.8G
! 30.00 LF 24"
RCP a4 2.271G
INV 12-00-
r' f
t
1
�INV - r
A2
f f -��
-
S
EX15]TNG r0' DRAINAGE
AND UT I.L I TY\ EASEMENT.
OVERHEAD POWEq TO BE
REMOVED IF POS53DLE. '~
COORDINATE WITH UTIUM'
OWNER.
14,
MOREHEAD PROFESSIONAL PARK
CURRENT ZONE OAP
19.25 -�
KEYSTONE RETAINING % ffy!.
WALL. 12 TO 36 ASi//%r%/,ri1., 4 +e TC
REQUIRED - -
f ✓
� r�ff�%'�''��1/,� 2/�r%% j/--
cv
/, C TCt`
08
cif Y 1�ir ---_-.._._---_..__T_ _-- ------ _.-_--_ -_..- _..
fl " rfrff%i -18.-"
S'
36 `� [ -
. f
DI 4 ff� 'I
TC
INYFE 115089�"r 5�•%�% 19.25 a TC 19.4�0-
19.0
f` f /E TC
raf f/ f J; C 19.14
sr, rffi��f TC a [ '
TC
� X ���"�r`' r` � `i' �fr �'r r` ffjr 9
jj, l jf %�dl� r TC 19. 5 :x
f
VIM
it ' FE 17.91 TC
I
4 ;/ffffff INV 15.59 '
f . r
18.9 .� e
DI 10
FE 19.Ov'ff%%i'
INV 16. 15 ,,j;f �j1„r/ r/ ,rf Q r 1 7.65
cvr
W \ f>
+f e
9. h SW \�.� INV 12.12
o T'c `ck [ TC
x 27.3___________-____
NOTE:
ALL ROOF DRAINAGE SHALL BE
DIVERTED TO STORMDRAIN SYSTEM
19.20 r 19.20
C 19.18 �. [ ~
FF 19.20 T 18.60� � "~ --
18.60 6 .12 * �� X 4
T �` _'� 17,2
_
DI 1 8,00 LF 12a 9.12 TC , ea 19.25 i 19.88 p`j, 3.36'+� 1 EL `'� `���
X FE 18.22 n 0-� r �--�_34_� ��N
TC INY 16.16=x p Q 019.02 c # Ge ��_�- t - �_ `1
18.6 19.25 FE 70X Di 2 18.1 C r Q'.� � { `'�� - PLQT� n
TOP OF 1$.63 t.px FE 18.26 19.43� F �' �� ' , ` 0. 40x sp'`" v1� VE
19. �+ �• INV 15.96 r �C� p0 IC
0 BULKHEAD- � G t2' --_
O ELEV. 19.00 'S �. �9. 8
TC \ \ n ,.
,g. '10 9.25 TC TC
TC 19.25 / i9.
.25 TC 19.18TC
19-18
IVE13.20 n1G j/r 60.0 LF 30" RCP
19.40 +2$ a 0.30%
SDMH 2
- �C
tI�VM'`�.09
/ APPROXIMENT LOCATION t=12.9
OF EXISTING DRAINAGE % 1B.12
PIPE. TO BE LOCATED i x18.1
AND REMOVED
-..
:NV 13.4� TC r"""'� X TC,
Et
�-. 17� EX TC ,
--
1s.sor 17.0 GB 3
HOOD 17.86�`�=�---�
- INV 14.09 E x/ 28.0 LF 18" - r
_ - l7.56 RCP @ 0.30y
o, lr z " >iCP a o.
1?.76 r CS 4 l -XEX TC ------ - - -_ �f%
CB 2 HOOD 7.86 17.15
HOOD 16.63 i INV 14.18
INV 13.54 CB 5 _
HOOD 17.99-
INV 14.09 � r �
rr ;t j CB 6
28.0 LF 18 r t + HOOD 17.99,''
RCP e 0.30% rt rtrr INV 14.18
!tJ li r Ir
tt Ir � r r t
x
1 7.4
MOREHEAD PROFESSIONAL PARK
CURRENT ZONE O8P
r__1
CONCRETE
SIDEWALK�
r;
ul
.NEENAH R-3501-R
FRAME AND GRATE, OR
APPROVED EQUAL
I I
I !
3' MIN I I
I
SEE PLAN FOR RCP
PIPE DIAMETERS
CATCH BASIN DETAIL
MOKINLEY.TYPE BM
....MANHOLE FRAME & GRATE
OR APPROVED EQUAL FOR
INSTALL ACF DROP INLETS
SILTSACK SEDIMENT 24" RING AND COVER
TRAP FOR STORM DRAIN
MAN HOLES
LL1
RCP PER PLANS
d'
a
17,
e
DROP INLET DETAIL AND
STORM DRAIN MANHOLE DETAIL
DITCH SECTION A2 - A2
NOT TO SCALE
LEGEND
CB
= CATCH BASIN
DI =
DROP INLET
EL =
EXISTING ELEVATION
EX =
EXISTING
FE =
FINISH ELEVATION
INV =
INVERT
OHE =
OVERHEAD ELEC.
PP =
POWER POLE
PVI =
POINT OF VERTICAL INTERSECTION
SDMH =
STORM DRAIN MAN HOLE
TC =
TOP OF CURB
TSW =
TOP OF SIDEWALK
NO WETLANDS EXIST ON SITE
REVISIONS:
NcL BY DATE DESCRIP770hI
1 MLM U/P5/05 AWED POND 3
2 MU 12/12105 N(a•N8 CIDMMENrS
GRADING & STORMWATER MANAGEMENT PLAN
EDEN BRIDGE SUBDIVISION
MOREHEAD TWSP. CARTERET COUNTY, NORTH CAROLINA
CLIENT: EAST CAROLINA DESIGNED:
COMMUNITY DEVELOPMENT INC. MLM
ADDRESS: 315 TURNER STREET DRAWN:
1ti111111/���
0!% •+�. BEAUFORT NC 28516 MLM
�.%% o �tH.C;4Rp''•, CHECKED:
�;.•bfEss;•'�4y PHONE: [phone]
40' 20' 0 40` $O' �� *Q, p� RDC
STROUD ENGINEERING, P.A. APPROVED:
SCALE :1 " -= 40 ` p ; 151A HIGHWAY 24 RDC
�r 140. EHEAD CITY, N.C. 28557 DATE: Q �• /E252) 247-747 1 1 /1 /05
'�iliI+CU; �� ..•`' _ /2 �� SCALE:
RONAL'13 A CUL IPHER P.E. 1 "= 40 `
IY� hi
�-t -I rrf
-%�' 1 I!,
lfril.�1 °��i '+s
.. I.. 1 ! (,n d +`,� r� }+� 4',�I
e i j 1'i• I. ,.1�,• e,.s'• ..', + 1?s, 1. ,.1 1 1 6,. !•.' 1 1'

N/F N/F j
MANDY FARMS JUSTIN, S
SECTION 4 CONNE€(
PHASE 2 SECTION 3
MB 17 PG 5 MB 29 r
PG 1 T3 I
1
pp
1, JS CORNER
SECTION 3
I 1 MB 29
PG 173
t 1
CONSTRUCTION
ENTRANCE
-- -------
PP___
SEDIMENT BASIN - -�-
r
-----------------------
PP
PP:
0
1
\ / SILT FENCE
�.. r.. AROUND ALL
• DROP INLETS
• STAIRS _'t
f
r
1
1 EDEN BRIDGE
40 UNITS
1 •J
/r[j•
■
f `
(>L STAIRS
r
1
SILT FENCE
AROUND ALL
`• DROP INLETS
LIMITS OF
LAND DISTURBANCE JJJ
ALONG PROPERTY LINE
/r
1
` s'xs'x1.51
CLASS A
RIP RAP
/rr
PROPOSED �'
SILT FENCE
SHEET 3 OF 6
PROJECT NO. PMBSB-22
FILE NO. 858/PM858-22/CONSTRUCTION
CLASS A 11 yy1{ RIP RAP
s'x6'x1.S'
IP RAPS'X8 R
CLASS 8
RIP RAP • _---.------
----- z3 _ _L_.----
PROPOSED -
f
1 SEDIMENT BASIN"`^ - _-CHECK DAM y'
! 1
I
s )
I
f _
. Y(Q
(( M
j�
l+PP
A2j
j'
---�[A2 �t
LINE DITCH WITH , r j
EXCELSIOR BLANKET f rf•
jl r
AZ • 1
f,
r
, r
` ttttt• jC
vy� j I
Q I
�• 1
b
C3 j+!
a»!! I
jr
1 jf
r
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r r
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r r
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f ,
f
f
r �
r r ><
rf
r+
! C rn
f
. I
2 r�
f
g[
r I
1
Ir
NOTE: !'
THE MAJORITY OF THE lilr
6.767 ACRE SITE IS
CURRENTLY WOODED fil
1 ,
• j �
!
r'
• f
�r1
rf
(t( f
l j ) r 1s'x1s'x1.s'
t f SS A
RIP RAP
f�
f � �
f W
jJ
r
Ij
r 2�•� f ! rf
!
NSA-�-t ,5 • f
it I
of `�
.rr
it J
j r t
!J i
! PP
1!
r
-r
f
STONE
CONSTRUCTION I
V ENTRANCE _ . _ = -
[
1
fr
f
r
s rr..� r `"� ` ter+. • �+r.�, r � � � �..
rr
rr ) 1
42
8'X6'x1.5'
CLASS i
RIP RAP
LINE DITCH WITH
EXCELSIOR BLANKET
EXISTING 20' DRAINAGE
AND UTILITY EASEMENT.
OVERHEAD POWER TO BE
REMOVED IF POSSIBLE.
COORDINATE WITH UTILITY
OWNER.
MOREHEAD PROFESSIONAL PARK
CURRENT ZONE OSP
JOHN PLATr DRI`,
60' PUBLIC RZW Y
MOREHEAD PROFESSIONAL PARK
CURRENT ZONE 06P
SEEDING SCHEDULE
SEED BED PREPARATION
LIME---------------------------- 2 TONS/AC.
10--10--20---------- -------------- 1,000 LBS. /AC
0 20-0-------- --- - - ------- 500 LOS. /AC t AFTER SEEDING)
ASPHALT TACK ------------------ 200 GAL./TON OF MULCH
SEEDING MIXTURE
tFEBRUARY 1 -APRIL 30)
TALL FESCUE------------ 50 LBS. /AC
PENSACOLA BAHIAGRASS-------- 10 LBS./AC
KOREAN OR KOBE LESPEDEZA (SCARIFIED)--50 LBS./AC
(MAY 1 -AUGUST 31)
TALL FESCUE--------------- 50 LBS. /AC
KOREAN OR KOBE LESPEDEZA(SCARIFIED)-----50 LBS./AC
BROWNTOP MILLET------ 25 LBS./AC
(SEPTEMBER 1 -- JANUARY 31)
TALL FESCUE---------------- - ----- 60 LBS./AC
KOREAN OR KOBE LESPEDEZA (UNSCARIFIED)- 60 LBS./AC
RYE (GRAIN)- - - - - -- 25 LBS./AC
FOR SLOPES 2:1 OR STEEPER ADD 30 LBS./AC SERICEA LESPEDEZA
LANDSCAPING MIXTURE
(JANUARY 1 - MARCH 31)
COMMON BERMUDAGRASS (UNHULLED)------20 LBS./AC
(APRIL 1 - JULY 31)
COMMON BERMUDAGRASS (HULLED) -------- 12 LBS./AC
WETLAND SPECIES (PLANTED AROUND POND PERIMETER ON SHELF)
ARROWHEAD (SAGGITARIA LATIFOLIA)
BUTTONBUSH (CEPHALANTHUS OCCIDENTALIS)
BROOMSEDGE (ANDROPOGON VIRGINIANUS)
CATTAIL tTYPHA SPP.)
LIZARD'S TAIL (SAURURUS CERNUUS)
CONSTRUCTION SEQUENCE
I. CLEAR AND GRUB SITE
2. INSTALL STONE CONSTRUCTION ENTRANCE.
3. INSTALL SILT FENCING WHERE SPECIFIED ON PLANS WITHIN
AREA OF CONSTRUCTION.
4. CONSTRUCT STORMWATER POND AND OVERFLOW DEVICE
AND SEED. UTILIZE AS SEDIMENT STORAGE; INSTALL OUTLET
STRUCTURE
5. ROUGH GRADE SITE. SEED ALL AREAS THAT ARE BROUGHT TO FINAL GRADE.
6. INSTALL UTILITIES.
7. BEGIN BUILDING CONSTRUCTION
8. INSTALL CURB AND GUTTER AND PLACE CABC.
S. PAVE STREET.
10. PERFORM FINAL SEEDING AND MULCHING.
NOTES:
1. GRADING CONTRACTOR SHALL ASSUME RESPONSIBILITY FOR ALL
LAND DISTURBING ACTIVITIES TO ENSURE COMPLIANCE WITH THE
APPROVED EROSION AND SEDIMENTATION CONTROL PLAN.
THE CONTRACTOR SHALL OBTAIN A COPY OF THE PERMIT ISSUED BY
THE N.C. DIVISION OF LAND RESOURCES -LAND QUALITY SECTION ALONG
WITH WRITTEN NARRATIVE FROM THE OWNER OR ENGINEER AND BE
THOROUGHLY FAMILIAR WITH THE REQUIREMENTS. THE CONTRACTOR
SHALL INSPECT ALL EROSION CONTROL DEVICES AFTER RAIN EVENTS
AND REMOVE ACCUMULATED SEDIMENT. REGRADE AND RESEED
ERODED AREAS. MAINTAIN RIP RAP ENERGY DISSIPATORS, AND CLEAR
ANY DEBRIS LEAVING THE SITE ON NEIGHBORING ROADS ASSOCIATED
WITH THE PROJECT.
2. MAXIMUM EXTENT OF LAND DISTURBANCE AREA LIMIT = 6.T67 ACRES
3. INSTALL ADDITIONAL SILT FENCING AS NECESSARY IN AREAS GRADED
TO PREVENT SEDIMENT ENTERING WETLANDS OR MOVING OFFSITE.
4. PERSON RESPONSIBLE FOR LAND DISTURBING ACTIVITY.
EAST CAROLINA COMMUNTIY DEVELOPMENT INC
315 TURNER STREET
BEAUFORT NC 28516
252--504-3996
5. ANY FILL MATERIAL BROUGHT TO THE SITE MUST BE OBTAINED
FROM A PROPERLY LICENSED AND PERMITTED BORROW SITE.
CRUSH a.
{6r. CAB
STONE CONSTRUCTION ENTRANCE
SCALE: NOT TO SCALE
'i 2 i • 40«i
SCALE:E
POND MAINTENANCE SCHEDULE
1. AFTER EVERY SIGNIFICANT RUNOFF PRODUCING RAINFALL EVENT AND AT LEAST MONTHLY:
A. INSPECT THE WET DETENTION BASIN SYSTEM FOR SEDIMENT ACCUMULATION.
EROSION- TRASH ACCUMULATION. VEGETATED COVER. AND GENERAL CONDITION.
B. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS SUCH THAT DRAW DOWN
OF THE TEMPORARY POOL OCCURS WITHIN 2 TO 5 DAYS AS DESIGNED.
'2. REPk1R ERODED AREAS IMMEDIATELY. RE -SEED AS NECESSARY TO MAINTAIN GODQ
VEGETATIVE COVER. MOW VEGETATIVE COVER TO MAINTAIN A MAXIMUM HEIGHT OF
Six INCHES. AND REMOVE TRASH AS NEEDED.
3. INSPECT AND REPAIR THE COLLECTION SYSTEM (I.E. DROP INLETS, PIPING. SWALES.
RIPRAP. ETC.) QUARTERLY TO MAINTAIN PROPER FUNCTIONING.
4. REMOVE ACCUMULATED SEDIMENT FROM THE WET DETENTION BASIN SYSTEM SEMI-ANNUALLY
OR WHEN DEPTH IS REDUCED TO 75% OF THE ORIGINAL DESIGN DEPTH. REMOVED SEDIMENT
SHALL BE DISPOSED OF IN AN APPROPRIATE MANNER AND SHALL BE HANDLED IN A MANNER THAT
WILL NOT ADVERSELY IMPACT WATER QUALITY.
THE MEASURING DEVICE USED TO DETERMINE THE SEDIMENT ELEVATION SHALL BE SUCH THAT
IT WILL GIVE AN ACCURATE DEPTH READING AND NOT READILY PFNETRATE INTO ACCUMULATED
SEDIMENTS.
WHEN THE PERMANENT POOL DEPTH READS _ 3� 75 - FT IN THE MAIN POND. THE SEDIMENT SHALL
BE REMOVED.
WHEN THE PERMANENT POOL DEPTH READS _ 2•� _ FT IN THE FOREBAY, THE SEDIMENT SHALL
BE REMOVED.
5. REMOVE CATTAILS AND OTHER INDIGENOUS WETLAND PLANTS WHEN THEY COVER 50% OF THE
BASIN SURFACE. THESE PLANTS SHALL BE ENCOURAGED TO GROW ALONG THE VEGETATED
SHELF AND FOREBAY BERM.
6. IF THE BASIN MUST BE DRAINED FOR EMERGENCY OR TO PERFORM MAINTENANCE. THE FLUSHING
OF SEDIMENT THROUGH THE EMERGENCY DRAIN SHALL BE MINIMIZED TO THE MAXIMUM EXTENT
PRACTICAL.
T. ALL COMPONENTS OF THE WET DETENTION BASIN SYSTEM SHALL BE MAINTAINED IN GOOD WORKING
ORDER.
EXCAVATE A TRENCH AS SHOWN.
PLACE FILTER FABRIC IN TRENCH, 10' MAX. WITH MIRE
BACKFILL WITH COMPACTED SOIL , 6' MAX WITHOUT WIRE r
FILTER FABRIC
Go
SILT FENCE DETAIL
SCALE: NOT TO SCALE
)VOTES:
1. USE WERE A MINIMUM OF 32" IN WIDTH, AND A MINIMUM OF
6 LINE WIRES WITH 12" STAY SPACING.
2. USE FILTER FABRIC A MINIMUM OF 36" IN WIDTH AND FASTEN
ADEQUATELY TO THE WIRES.
3. PROVIDE S' STEEL POST OF THE SELF -FASTENER ANGLE STEEL TYPE,
4"DIAMETER PINE OR 2"DIAMETER OAK.
MAINTENANCE:
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH
RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC COLLAPSE. TEAR. DECOMPOSE OR BECOME
INEFFECTIVE REPLACE IMMEDIATELY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEOUATE
STORAGE VOLUME FOR THE NEXT RAIN EVENT TO REDUCE PRESSURE
ON THE FENCE.
4 REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED.
INSTALL SILT -
FENCING AROUND
ALL DROP INLETS
SPACE 6' O.C.
PRECAST BOX
NEENAH
R-1878--63G
(4" HEIGHT)
OR APPROVED
EQUAL
VARIES
3"��,
RCP
.77
VARIES
DROP INLET DETAIL W/
INLET PROTECTION
(N.T.S. )
NO WETLANDS EXIST ON SITE
EROSION CONTROL PLAN
EDEN BRIDGE
REVISIONS:
No. BY DATE DESCRIPTION
I MLM #125/Q5 AWCO PtWA 3
SUBDIVIS]ON
MOREHEAD TWSP. CARTERET COUNTY, NORTH CAROLINA
CLIENT: EAST CAROLINA DESIGNED:
COMMUNITY DEVELOPMENT INC. MLM
ADDRESS: 315 TURNER STREET DRAWN:
H�C'��'i�i� BEAUFORT NC 28516 MLM
��•�pQ►�,....,4� CHECKED: RDC
��.•OPHONE: FE&s��•. C 252 ) 504-3996
BEAL � � � STROUD ENGINEERING, P.A. APPROVED:
p 113 * 151A HIGHWAY 24 RDC
'.O:` MOREHEAD CITY, N.C. 28557 DATE:
'',q�'yyfGlN ram•` E25 7-7479 1 1 /1 /05
v ,\iz5,n s SCALE ya o. cu%-, r--� r
��sl/IEilN��� ONALIi D. CULLIPHER P.E. 1 "= 40'
-\CONSTRUG'nON.dan 11l`82005 11:50:a3 AM
r i i r. I' i -, - z 7T; r+• _.,,; s- -77-
.r)

3' PVC MANHOLE VENT
HORIZONTAL BURIED
SECTION SHOULD RISE
6" TO 90 DEC. ELL
(SEE PLAN FOR LOCATIONS)
FINISHED GRADE --i
ECCENTRIC CONE-----�L
SECTION
"0" RING GASKET --,-
ALL JOINTS
GROUT INSIDE Z,
OUTSIDE OF JOINT -
USING NON SHRINK
GROUT
0 - 16' ASTM C-478 -
TYPICAL MANHOLE STEPS -
M 16" O.C. & SHALL NOT BE
ALIGNED OVER INVERTS
FLEXIBLE SLEEVES AT
ALLPOINTS OF PIPE ENTR
PRECAST CONCRETE
CHANNELS
1' MIN. CRUSHED AGG. BASE
100% COMPACTION
UqE
K --
DOUBLE STAINLESS STEEL
! r
STRAP W/RUBBER BOOT r ►
TYP.
!1
PP
it
UNDISTURBED GROUND
PP
ZE N
TYPICAL PRECAST MANHOLE 6bWATERLINE M y j
70 ►1 r
SCALE: NOT TO SCALE o ►I {
EXTEND BASE 12" IF MANHOLE o !r{
DEEPER THAN 12 It
♦ f � ail
♦ i,
PROPOSED
HYDRANT r I{
i !
� r{
FINISH GRADE EXISTING ! 1
8" PVC SEWER r r{
PRECASTE6CQLLAR/.CIRCULAR TO BE ABANDONEDbONCA
r f,
w (3000 PSI) ► f{ -
>. LVALVE BOX _ MH 14
CHARLOTTE UTL 2T4 STAIRS RIM 7.75
F' NOTE: ► S INV 7.35 r
w IF VALVE BOX EXTENSION N INV 7.25
►
IS REQUIRED USE CHARLOTTE ► t 1
UTL 281. ► t '
EW GATE VALVE ► f `
f► r ! EXISTING 20` DRAINAGE
1rkTERL IRE
! { AND UTILITY EASEMENT.
► r OVERHEAD POWER TO BE
REMOVEGATE VALVE & VALVE BOX DETAIL , COORDINATE
!F WITH POSSIBLE.
I r(� COORDINATE WITH UTILITY
I ! ; OWNER.
(N.T.S.)
RESULTANT THRUST AT FITTING
AT 150 P.S.I. WATER PRESSURE
TOTAL POUNDS
tg>RWL
IPE DI
DEAD
END
90•
BEND
45•
BEND
22 1/2-
BEND
11 1/4•
BEND
4'
Z.T00
3.9w
2.100
1.100
530
6'
5.sw
0.000
4.300
2.200
1.100
g"
9,T00
13.600
T.400
3.6110
1,9w
10'
14.500
20,500
11,100
S. Tao
2.600
12"
20.500
MOM
13-700
a.000
4,000
14'
27.600
39.000
21.100
11.000
5,400
is,
35.T00
50.400
IT.300
14,000
TAW
10'
44.00
1 63.400
34.400
17.500
9.200
29'
SS.000
77,800
4I.1m
21.5w
10.800
24'
75.500
111.000
60. 000
31.600
15,400
'o'
120.ew
170.6W
98,30D
47.100
23,600
36'
1T2,000
274.400
132. 300
6T.500
33.900
42'
231.300
330.000
1Tg.600
91.000
45.T00
4a^
304.000
430.000
z7z-T00
II4..600
59.a00
54"
5a4.100
543•Z00
294.000
149.000
75.300
N/Ff 1 +f 1
r fl
MANDY/FARMS JU TIN'S { j { �� { JUST N'S
SECTION 4 CORNER EX. MH t rt ) CORNER
PHASE 2 SECTION 3 RIM 16.60 T rf r{ f { SECTION 3
MH RING 8 COVER SHALL MB 17 PG 5 PG 73 EX.NNY .05 ! I I I GR 29
73
BE WATERTIGHT WITHOUT S INV 6.05E ! # {
THE USE OF BOLTS
(CAPITAL FOUNDRY MH-2001.--------- { !'
MODEL 2001-WT) ---�-- _ 1 j r` �frf-y`1s f { {
TOP OF PAVEMENT
-_L___ '
24" EXISTING 6" -_� _-_'�
NOTES: GATE VALVE > 1
1.) THE DISTANCE FROM THE 2 1
TOP OF M.H. RING ANDMR
COVER AND FINISHED 15
z GRADE MAY VARY WIDELY. I 1633 V'
a SEE PLAN. R.
1n N INV 6.40 EXISTING
2.) SLOPE INVERTS AT SEWER I SEWER M.H.
LIM GRADE. ---_------- � � 1 RIM-- 15-i6
3•) GROUT ALL LIFTING HOLES �_ _ PP I INV= 5.21 ----_���- �,._--- -_- - SS
a AND PENETRATIONS -"_ SS
w
PIPE SIZE
D
LESS THAN 24"
4'
240-30'
5'
MORE THAN 30'
61
r
!
t !�
t tr
� i;
r
� r{
2,e !
TYPES OF THRUST BLOCKING O { SERVICE SADDLE
MOREHEAD PROFESSIONAL PARK
{ CURRENT ZONE 06P (FORD S 70)
r rr
EX. MH 1 f {
TO BE 1 !
ABANDONEq) f {
o r !{ a
EDEN 8R f DGE, � � a i ! � •r
40 UNITS � ej
� !s
le m !
r
BEARING LOAD +1
r r{
SOIL (LB./SQ FT.)
SOF,TMUCK
CLAY 1.000
r ! `
SANDY SILT 3.000 I ! {
1
SANDY CLAY 4.000 1• THRU LINE CONNECTION. TEE r
HARD CLAY 91000 2. THRU LINE CONNECTION, CROSS USED AS TEE, 1 ! {
t r r
3. DIRECTION CHARGE. ELBOW r f {
4- CHANGE LINE SIZE, REDUCER l i
5. DIRECTION CHANGE. TEE USED AS ELBOW r r {
6. DIRECTION CHANGE. CROSS USED AS ELBOW MH 13
7. DIRECTION CHANGE SEWERASERVICE RIM 19.25 t ,
S INV 8.81 I {
TO DETERMINE THE SIZE OF A CONCRETE THRUST BLOCK, DIVIDE THE TOTAL FORCE BY N INV B.Ti 0
N r
THE BEARING VALUES OF THE SOIL. THE QUOTIENT WILL BE THE SIZE OF THE BEARING f
AREA OF THE THRUST BLOCK IN SQUARE FEET. APPROXIMATE VALUES FOR VARIOUS r f
TYPES OF SOIL ARE LISTED IN TABLE. I
NO RESPONSIBILITY CAN BE ASSUMED FOR THE ACCURACY OF THE DATA IN THIS TABLE DUE STAIRS r t +
TO THE WIDE VARIATION OF BEARING LOAD CAPABILITIES FOR EACH SOIL TYPE „ `r► TYPICAL ! }
WATER SERVICE
THRUST BLOCKING DETAIL ► !►
I
Lu
1 1
6"WATERLINE i r F JOHN PLA TT DH I VE
611' FUBLiC R/Iq
n = f
v
to
r ! {co
r
+ fj
co EXISTING
4 SEWER LINE r
`t TO BE ABANDONED r !f {
o
c + i{
r
I 1
r t{
r
PROPOSE 45• r r
GX6 TTBV 45" ) PP
- - __.
€XISTi fi WATER LINE F y GL1
o'°, MOREHEAD PROFESSIONAL PARK
CURRENT ZONE W
EXISTING
MOUND BACKFILL OVER
TRENCH TO ALLOW FOR
SELECT BACKFILL COMPACTED
SETTLEMENT x
TO 95%STANDARD PROCTOR
IN AREA TO BE PAVED,
NCLASSIFIED BACKFILL z rr
85% STANDARD PROCTOR
METALLIC TRACING TAPE
1' ABOVE ALL PVC WATER MAINS.
--- - -
°
METALLIC TRACING TAPE
SELECT BACKFILL COMPACTED
TO 95% STANDARD PROCTOR.
1' ABOVE ALL PVC WATER MAINS.
USE NAND OPERATEDEQUIPMENT
SELECT BACKFILL COMPACTED
ONLY.
TO 9A STANDARD PROCTOR.
TRENCH BOTTOM SHALL CONSIST OF
H
USE HAND OPERATED EQUIPMENT
FIRM.STABLE MATERIAL & SHALL
ONLY.
PROVIDE UNIFORM SUPPORT THROUGHOUT
/1 TRENCH BOTTOM SHALL CONSIST OF
LENGTH OF PIPE.
LENGTH OF PIPE.
WATER PIPE TRENCH
WATER PIPE TRENCH (N.T.S.) FOR AREA TO BE PAVED
(N•T•S.) OUTSIDE OF PAVED AREA
FIRE HYDRANT. PUMPER NOZZLE TO BE
PERPENDICULAR
TO STREET
BACKFILL WITH SAND FROM
TRENCH EXCAVATION. COMPACT
TO 95% MODIFIED PROCTOR
IF UNDER PAVEMENT OR WITHIN
z x
10 FEET OF ANY PAVEMENT
OR OTHER FOUNDATIONS
w o
SLOPE WALLS TO ANGLE OF
REPOSE OF SOIL OR PRDVIDE
GROUND LINE
SHORING.
'
BACKFILL USING MATERIAL
D
FROM TRENCH EXCAVATION
N
AND COMPACT TO 90%
MODIFIED PROCTOR.
2" SQUARE OPERATION NUT
NO. 57 STONE BEDDING FROM
(�
OPEN LEFT (COUNTER CLOCKWISE)
MINIMUM OF 5" BELOW PIPE TO
IL(I
TOP OF PIPE.
PIP E DIA.a 24"
GRAVEL
Y
; MECHANICAL JOINT
LOCKED HYDRANT TEE
SEWER
PIPE TRENCHANT,
VIDE
6" PIPE
'*_�UNFDRMED
GATE VALVE
(N.T.S. }
CONC.
DUG- LUG
3-' THREADED
RADS (COATED)
N
NWD LOCALCONDITIONS
EWP AE1 NWo&TSHALL
BE RESTRAINED.
GATT IRON
TYPICAL
FIRE HYDRANT
ASSEMBLY
METER BOX
(SUPPDRT BOTTOM
STRAIGHT METER STOP
WITH LOCK WING
FEMALE IPS THREADED
(N.T.S.)
WITH BRICKS)
(MUELLER B-24350}
OUTLET WITH PLUG
\- WATER WATER AWWA C-TOO
BRICK SUPPORT BADGER 25. IN GALLONS
\_3+4" CTS COMPRESSION
SERVICE LINE
CORPORATION STOP
(MUELLER H 15008)
36' MINIMUM COVER EXCEPT UNDER DITCHES,
SET METER AND BOX TWO FEET BEYOND RIGHT -Or -WAY OR
3' BEHIND TOP OF DITCH BANK, WHICHEVER IS GREATER,
METER SET DETAIL
(N.T.S.)
4" PLUG
15 "Wx27 "L XZ4 "D FEMALE
ADAPTER
4" SCH-4D PVC ...............
450"E.
1,4' PER FT SLOPE MIN -
HOUSE SIDE
END
CAPP[IFF LINE `" - SCH-40 PVC
SEWER SERVICE STUBOUT
(N.T.S. )
SEWER M.H. EXISTING r ' f
RIM= 17.2 HYDRANT ! ! SEWER M.H. r 40 20 0 40 80
INV= 11.46 ! 1 TO BE f ~ -
1 ! r a f 1 ABANDONED r - _ _ _ _ 4 ~ ~
1 r r' 1#
CORE & BOOT SCALE: ! " = 40'
MH
RIM 17.01 1
1 ! t { )1 t BENCH = 10.31 !
# r I < r f
SHEET 4 OF 6 INV. 9.93
ADJUST RIM I
PROJECT NO- PM858-22 ttt rrr 1 AS REQUIRED --
FILE NO. 858/PM856-22/CONSTRUCTION
0,o4ID s
+CL SF L
s 1
4►i�Q.� �QI1�F" ��
FLANGE
CONC. THRUST
BLOCKING
ELEVATION VIEW
NOTE:
CONCRETE SHALL NOT CONTACT am rc
OR ENDS OF MECHANICAL FIT'
UNDISTURBED
SOIL
SEE 3
VALVE
M.J. FITTING
PLAN VIEW
TAPPING SLEEVE & VALVE
(N.T.S. )
UTILITY PLAN
EDEN BRIDGE
REVISIONS:
Na 6Y DAM DESCRIPFIGN
I MLN f1/Z5vW ADDED f%0 3
SUBDIVISION
MOREHEAD TWSP. CARTERET COUNTY, NORTH CAROLINA
CLIENT: EAST CAROLINA
DESIGNED:
COMMUNITY DEVELOPMENT INC.
MLM
ADDRESS: 315 TURNER STREET
BEAUFORT NC 28516
DRAWN.,
MLM
CHECKED:
PHONE: ( 252 )504--3996
RDC
A' STROUD ENGINEERING, P.A.
APPROVED:
Roc
15IA HIGHWAY 24
DATE:
MOREHEAD CITY, N.C. 28557
(252) -7479
j<w__1 01)�ajL� 1)1z51C r5
1 1 /1 /05
_SCALE:
RONALD D. CULLIP ER P.E.
1 "= 401
V`f1l.I Cfal rf`nnm Ann .1.]F!) ... A ...
v;-'rI . ,rT r -r;*T--

POND DESIGN SUMMARY POND #2
POND #1 BASIN BOTTOM EL = 7.0
Al PERMANENT POOL EL w 13-0
TEMPORARY POOL EL = 14.0
15 00
S Z., POND DESIGN SUMMARY
0 PERMANENT POOL SURFACE AREA = 6,375 SF
MI§N
Q DRAINAGE AREA m 110.439 SF 0 A2 EERENT POOL
BASIN BOTTOM EL = S.0 IMPERVIOUS AREA = 87-173 SF
PERMANENT POOL EL - 13-0 PERMANENT POOL VOLUME. =15,469 CF <a ok
R
TEWORARTFOUL EL = 14-U FOREBAY
I`- STORAGE POOL VOLUME REG'D = 7tPFR MF-THOD OF DWQ) .1613 CF
PERMANENT POOL SURFACE AREA 5882 SF STORAGE POOL VOLUME PROVIDED = T,429 CF a
DRAINAGE AREA �1 07.591 SF
POOL
IMPERVIOUS AREA = 58.054 SF y
F13REBAY DEPTH = 3 FT
14A I I FOREBAY VOLUME = 3.005 CF (113.42% OF PP VOL)
0 14 1 1 PERMANENT POOL VOLUME - 12,10% Cf F6
( PER METHOD OF DWQ)
STORAGE POOL VOLUME REO'D = 4.886 CF MAIN BASIN DEPTH - 6 FT
0a, )it
m I I I STORAGE POOL VOLUME PROVIDED = 6,941 CF MAIN BASIN VOLUME 10.62? CF
MAIN BASIN TOTAL BASIN
PERMANENT POOL Q
I L 13. FOREBAY DEPTH m 3 FT e PERMANENT POOL EL 13.0
&
FOREBAY VOLUME - 3,029 CF (25-01% OF PP VOL) 'b. tv , V-
LENGTH TT 36.13 LENGTH 36-13 TOTAL BASIN 4g R Q0
RADIUS RADIUS 23.00
MAIN BASIN DEPTH 5 FT 23.DO MAIN BASIN
MAIN BASIN vaLumE = 8.175 CF CHORD LENGTH 32.53 CHORD LENGTH 32-53
4n STORAGE POOL CHORD DIRECTION N10*41'02'E CHORD DIRECTION S79'16'55'E
EL 14.0 LENGTH 73.44 LENGTH n 36.13
RADIUS 68.00 RADIUS Z3.00
35-00 1 1 1 1 CHORD LENGTH 75.00 CHORD LENGTH 32.53 5
I I L 5
N82100'00"W L CHORD DIRECTION SOO1121521W CHORD DIRECTION NTB'41'QZ'E
L
FOREBAY LENGTH O 36.13 LENGTH 19. 2T
m PERMANENT POOL EL. 13.0 RADIUS 23-00 RADIUS 17.00
_j CHORD LENGTH 32.53 CHORD LENGTH 18.26 00
LENGTH 23.56 LENGTH 23-56 CHORD DIRECTION S11*18'58*E CHOW DIRECTION N01*12'14"E A2
RADIUS O Is 00 RADIUS 15.00
35.00 CHORD LENGTH 21:21 CHDRD LENGTH 21:21 POND PLAN VIEW
N82100 00 V CHORD DIRECTION CHORD DIRECTION N37*00'00'W
0 TOTAL BASIN SCALE. 1" 30'
FORESAY a PERMANENT POOL EL. 13.0 MAIN BASIN
LENGTH LENGTH <i> 7.85
RADIUS a PERMANENT POOL ELI 3.0
4 0 5.DO RADIUS 5-Do
FOR BAY I LENGTH 23.56 LENGTH 23-56 CHORD LENGTH 7.07 CHORD LENGTH 7.07 LENGTH T9. 44 LENGTH 36.13 LENGTH 36.15
1.5.00 4 RADIUS 15.00 RADIUS 15.00 CHORD DIRECTION N53100'00'E CHORD DIRECTION S3T-OO'O'E. RADIUS 68.00 RADIUS 23.00 RADIUS 23.00
CHORD LENGTH 21-21 CHORD LENGTH 21.21 CHORD LENGTH 75.00 CHORD LENGTH 32.53 CHORD LENGTH 32.53
2.0 0 15,00 CHORD DIRECTION N53*00'00'E CHORD DIRECTION s37*oo'Qo1E MAIN BASIN CHORD DIRECTION SOD* 12'52"W CHORD DIRECTION H70*41'02'E CHORD DIRECTION S11118'58'E PLANT NATIVE CATTAILS AND OTHER
Z.0 0 a PERMANENT POOL EL. 13.0 AQUATIC VEGETATION AROUND PERIMETER
LENGTH 23.56 LENGTH 23-56
RADIUS 00 RADIUS 15.00 LENGTH 0 19.27 LENGTH 0 7.59 LENGTH 7.95 SHELF AND AT THIS BERM LOCATION (SEE
CHORD LENGTH 15.121 CHORD LENGTH 21.21 LENGTH 23.59 LENGTH 23-56 RADIUS 17.DO RADIUS 5.00 RADIUS 5.00 PLANTING SCHEDULE ON SH 2 OF 4) NOTE,
CHORD DIRECTION S53*00,00"w CHORD DIRECTION N37*00'00"W RADIUS 15-00 RADIUS is 0 CHORD LENGTH 18.26 CHORD LENGTH 6.88 CHORD LENGTH 7.14
POND PLAN VIEW CHORD LENGTH 21.21 CHORD LENGTH 21:021 CHORD DIRECTION NOi,12'14'E CHORD DIRECTION N12*12'14"E CHORD DIRECTION M78*47'08'W FOREBAY AND MAIN BASIN T13 BE CLEANED OUT
CHORD DIRECTION N53100'DOE CHORD DIRECTION S37*00'OO'E TO PERMANENT GRADE AT COMPLETION OF
SCALE: 1" 30' FOREBAY STORAGE POOL EL 11.0 CONSTRUCTION.
LENGTH 7 LENGTH 7.85 14 - - - - - - - - - - -
Al RADIUS 5: O'D RADIUS 6:1010 0 PERMANENT POOL EL 13.0 13 - - - - PERMANENT POOL EL 13.0
CHORD LENGTH 7.07 CHARD LENGTH 7,0T LENGTH 36.13 LENGTH T.85 12
CHORD DIRECTION S53*00100"w CHORD DIRECTION N3TlO0'OO'W <i> E
RADIUS 23. DO RADIUS 5.00 - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - REBA'
CHORD LENGTH 32.53 CHORD LENGTH T-07 II - - EL 11.0--
PLANT NATIVE CATTAILS AND OTHER CHORD DIRECTION NIO*41'02'E CHORD DIRECTION H79118'50"W MAIN BASIN
AQUATIC VEGETATION AROUND PERIMETER 10 - - - ' ' ' ' - - - ­ , - -_ - - - - - - - - - - - - _X; - - - - - - - - -- - - - - - - - - - - - - - - - 10. D
SHELF AND AT THIS BERM LOCATION (SEE NOTE, LENGTH 36.13 LENGTH 7.85 9- - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ­ - - - - - - - - - - - - - - - - - - - - - - -
EL 7.0
S7 I CHORD DIRECT NIO'41'02'W 7 - -
PLANTING SCHEDULE ON SH 2 OF 4) RADIUS 23:00 RADIUS S-oo
FOREBAY AND MAIN BASIN TO BE CLEANED OUT CHORD LENGTH 32 CHORD LENGTH 7.07
TO PERMANENT GRADE AT COMPLETION OF CHORD DIRECTION ;%'S8-E ION a -
CONSTRUCTION. 6.0 12.0 9.0 9.0 10.0
1-3-0' 9 -D
14
STORAGE POOL EL 14.0 % SHELF
-
PERMANENT POOL EL 13.0 TRASH SCREEN
12 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - FOREBAY - - - - - - - 0 - - - - - - -- - - - - - - REMOVABLE ALUM. GRATING POND X-SECT ]ON A2-A2
11 - - - - - - - -- - - -- - - - EL 11.0 - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - McNICHOLS. GAL - iOOA OR SCALE: NOT TO SCALE
10 ------ - - - - - - ­ - - - - - - - - - a; L I Q. EQUIVALENT WITH I" x 11s
MAIN BASIN - - --- - - - - - - - - - - - - - - - - - - - - - - - - BRG. BAR, STADARD MESH 4x 15,Wr,'
- - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - _'4r sue -- I - - - - - -
EL 8.0
00
a - TRASH SCREEN
6.0 REMOVABLE ALUM. GRATING
6.0 12.0 9.0 0 '0 0 0.50 2.00 2.OD ----0.50 McNICHOLS GAL -100A OR TOP EL. 16.0
SHELF loff F EQUIVALENT WITH I' x 113,
i Ri I [ H 1111 11, v BRG. BAR. STADARD MESH 4'x 15-)e
v
t.r. , - - - - - - - - - - - - - - - - -
Bi Bi S. DO
SECTION Al -Al
- - - - - - - - - - - - - - 0.50 Z. 00 2.00 0.50 S1](.1FLAqE EPUL (OVERFLOW) EL 14. 0
I - 30 LF 4CCFi -0'r 4.50
14.0 - - - - - - 1 .25' ORIFICE 70 Elf DITCH
I II
S-00 4.00 INV EL 13.0 k1i 44 LF 240 RCP a Z.ST% tE_�MAN PDOL_EL 13.0 . . . . . . . ... INV EL 13-D CHARGE
11 i TO SOMH 03 13.0 - - - - - - - - --- - - - - - - - - - - - - - - - -
i B2 B2 EL 12.00
TOP EL. 16.0 v -- - - - - - - - - - - - - - - - - - - - ------------- - - - - - -
12.0-.-----.-_-- - - - - - - - - - -
12" SUBMERGENCE W"T BOTTOM EL 11.5
v 1 1, 1 i,
5.00 4.00 30 LF 24' RCF a 2.27% SCREENED INTAKE v
-- - - - - - - - - - - - - - - - - TO EX DITCH 11.0 - - - - - - - - - - - - -% 4.00
v
4 FT. SUPPORT L
FLA(�E POOL EL 14.0 1.50 3' X 3' X 1-4'
Eq__ - - - ___'rFF 4 !�T
- - - - - - - - - - - - - - - - - - - - - - - - - - - W4 10-D - - -
1.25' PVC ORIFICE ���r \ " /,�� -B2
INV FL. 25.0 TO SDMH *3 It/ G�7 DIA. BOLTS IN 12" D.C.SECTION 82
�Rl!�E� �T EL - O� INV EL 13.0
13.0----______- - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - DISCHARGE
kn OVERFLOW DEVICE
c� EL 11.87 OVERFLOW DEVICE 4 FT. SUPPORT L SCALE: 1'= 2' ELEVATION V
12.0 - - - - - - - - - - --- - - - - - - - v BOTTOM EL 11.5 SCALE; 1'= 2' PLAN VIEW 31 x 31 x 1,41
12" SUBMERGENCE W12 21( �- 4 W/ IJ' DIA. BOLTS a 12' D.C. NOTE:
SCREENED INTAKE 4.00' A PUMP SHALL BE PROVIDED FOR OUTLET
11.0 - - - - - - - - - - - - - STRUCTURE MAINTENANCE AND FOR
DRAINING THE POND IN ANEMERGENCY
5.001 OVERFLOW DEVICE
SCALE- 1'- 2' PLAN VIi_w
SECTION 61-B1
OVERFLO DEVICE
SCALE: I"= 2' ELEVATION VIEW
NOTE:
A PUMP SHALL BE PROVIDED FOR OUTLET
STRUCTURE MAINTENANCE AND FOR
DRAINING THE POND IN AN EMERGENCY
PERMA20 NENT POOL -TRASH SCREEN
15-25
L 13-REMOVABLE ALUM. GRATING
I5.25 solo 0 w DND #3 McNICHDLS GAL -IODA OR
9w0*0 0 0 EQUIVALENT WITH 10 xl,,-
BRG. BAR, STADARD MESH 4'x
11 C)
C! �TO��?E POOL -5.00
L 20 N
a At 2.00 --2,00 0.50
PLANT NATIVE CATTAILS AND OTHER
15-25
a AQUATIC VEGETATION AROUND PER114ETER
15-26 N9010 E BERM (SEE SHELF AND AT THIS aER NOTE:
N90,0101C 00 PLANTING SCHEDULE ON SH 2 OF 4)
FOREBAY AND MAIN BASIN TO BE CLEANED OUT B3 B3
S, ?" Amy J A3
TO PERMANENT GRADE AT COMPLETION OFMil'FIT F, --------------------
CONSTRUCTION.
STORAGE POOL EL 14.2
14 - _' - - !!!- �!*" rr� nr_ �-� "m
PERMANENT POOL EL 13.2 T
13 - - - - - - - 5.00 4.00 20 LF 24' RCSDMN P La 0.55%
TO #2
12-- - - - - - - - - - - - - - - - - - - - - - - - - - - MR00"
0 1HH
EL 11 .2 _.N
11 - - - - - - - - - - - - - - BAS IN 0.0 -- - - - - - - - - - - - - - - - - - - -
POND PLAN VIEW 10-. ----------------------------- ---------
A3 9 ------ ---------- --------- ------- ---------------------------------------
SCALE: 1' 30' i A I �Ifr r
- 9. D
L6.0L
6.0 12-0 6.0 6.0 10.0 3.09.0
SHELF SHELF 4 FT. SUPPORT L REVISIONS:
3- X 3' X 1,4"
POND X-SECTION A3-A3 W/ 1�e DIA. BOLTS 8 12" D.C. No. BY DATE DESCRIPTION
SCALE: NOT TO SCALE I BTM It/25/05 ADD POND *3
OVERFLOW DEVICE Z MIN 12112105 MOiNFIED POND 3
SCALE. 1"= Z' PLAN VIEW
TOP FL. 16.2
----------------- POND DETAILS
1.00" PVC ORIFICE
INV EL 13.0
14.D - - - - - - - STORAGE POOL (OVERFLOW) EL 14.2 ------ _Y0_ rr-iTaIrC f- 4.50
POND DESIGN SUMMARY INV EL 13.2 TO $VMH #2 EDEN BRIDGE SUBD IVISION
PERMANE T POOL -EL 13.2 --- - - - - - - - - - - - - - - - - DISCHARGE
BASIN BOTTOM EL = 9-2 TOTAL BASIN MAIN SASIN 13.0 - - - - - - - - - - - - - - - - - - - - - - EL 13.09
PERMANENT POOL EL - 13-2 e PERMANENT POOL EL 13.0 a PERMANENT POOL FL 13.0
TEMPORARY POOL EL = 14.2 LENGTH o 23 LENGTH 23-56 LEWIN 55 LEWT14 57.
89 LENGTH <i> 23.56 MOREHEAD TWSP. CARTERET COUNTY, NORTH CAROLINA
PERMANENT POOL SURFACE AREA - 3050 SF RADIUS 15.00 RADIU5 8: (i> - - - - - - - -
.56 a> 5 Go RADIUS TO-00 RADIUS is.00 12.0 - - - - - - - - - - -- BOTTOM EL 11.7
RADIUS 15.00 21.21 CHORD LENGTH T.54 CHORD LENGTH 56.25 CHORD LENGTH 21.21
DRAINAGE AREA = T6.387 SF CHORD LENGTH 21-21 CHORD LENGTH CHORD DIRECTION N66-21'44'W CHORD DIRECTION N66*Ie'31'E CHORD DIRECTION N45*00'00'F 12' SUBMERGENCE W/- CLIENT:EAST CAROL INA DESIGNED:
IMPERVIOUS AREA = 43.227 SF CHORD DIRECTION S34-39'30*W CHORD DIRECTION N10'20'30'E SCREENED INTAKE 4.00, COMMUNITY DEVELOPMENT INC. BTM
LENGTH 23.56 LEWGIH 23.56 LENGTH 21.17 LENGTH -5.00,
LENGTH 23.56 D H 0 6 55 11.0
PERMANENT POOL VOLUME = 6.519 CF RADIUS 15.00 RADIUS 30-00 RADIUS 5:00
(PER METHOD OF DWO) RADIUS 15.00 RADIUS 15-00
CHORD LENGTH 2I-21 CHORD LENGTH 21-21 CHORD LENGTH 21.21 CHORD LENGTH 20.71 CHORD LENGTH 6.09 ADDRESS: 315 TURNER STREET DRAWN:
CHORD DIRECTION 545'00'00'W S45*00'00'W CHORD DIRECTION CHORD DIRECTION S97*06'311W
STORAGE POOL VOLUME REQ'O = 3.S84 CF CHOW DIRECTION SSS*46'46'W
CHORD DIRECTION N45'00'00'E 10. 0 - SECTION B3-B3 0 BEAUFORT NC 28516 BTM
STORAGE POOL VOLUME PROVIDED - 4.645 CF LENGTH 11 6T 61 LENGTH 20-98 CA, 4
�0
30.00 CHECKED:
FOREBAY DEPTH = 3 FT RADIUS 70 00 RADIUS FOREBAY OVERFLOW DEVICE PHONE: [phone]
FOREBAY VOLUME = 1.301 CF E19.96% OF PP VOL) CHORD LENGTH 65.01 CHORD LENGTH 27.86 a PERMANENT POOL EL 13. 0 40 RDC
CHORD DIRECTION N62,i9'454E CHORD DIRECTION 562*19'45'W TH 23-56 SCALE. 1'= 2' ELEVATION VIEW a,
LENG LENGTH 23.56
MA us IS 00 RADIUS 15.00 APPROVED:
IN BASIN DEPTH 4 FT RADIUS 0 Q STROUD ENGINEERING, P.A.
MAIN BASIN VOLUME = 4.626 CF CHUM LENGTH 21:zl CHORD LENGTH 21.21 NOTE:
CHCRO DIRECTION S34139'30*W NORD DIRECTION N10120'30'E A PUMP SHALL BE PROVIDED FOR OUTLET 151A HIGHWAY 24 RDC
LENGTH 7.85 LENGTH 7.85
STRUCTURE MAINTENANCE AND FOR
DRAINING THE POND IN AN EMERGENCY
M EHEAD CITY, N.C. 28557 DATE:
4. 460
52 247-747
RADIUS 5.00 RADIUS 5.00
CHORD LENGTH 0.89 CHORD LENGTH 89 11/1/05
5 OF 6 CHORD DIRECTION N68'51'52'E CHORD DIRECTION A
SHEET NO. 'Ar-04" ID. c a-4/a/p.
01" - - -_ SCALE:
PROJECT NO. PM858-22 RONALn D. Cul'AlPHER P.E. AS NOTED
DESIGN FILE: 858/858-22/POND DETAIL-DGN

CURVE DATA
CHORD DIRECTION = S29.57'39"
RADIUS =
200.00
LENGTH 11 =
113.67
CHORD =
112.15
CHORD DIRECTION =
SOG"29'43"W
RADIUS =
250.00
1=
2
26.20
CHORDH =
26.19
CHORD DIRECTION =
N00002'40"W
RADIUS =
250. 00
LENGTH 13 =
98.64
CHORD =
98.00
CHORD DIRECTION =
NO3'35'40"W
RADIUS =
250.00
LENGTH 14 =
72.45
CHORD =
72.20
CHORD DIRECTION =
S03'35'40"E
RADIUS =
90.00,
LENGTH 15 =
46.79
CHORD =
46.26
CHORD DIRECTION =
SOO'02'40"E
RADIUS =
330.00
LENGTH 16 =
113.46
CHORD =
112.98
CHORD DIRECTION =
S10028'08"W
RADIUS =
150.00
LENGTH 17 =
90.69
CHORD =
89-32
CHORD DIRECTION =
554033'59"E
RADIUS =
150.00
LENGTH =
18
72.10
CHORD =
71 .41
EX CS
HOOD 16Lr,3
INV 13'46
8 i
1l
1 1� j HOOD 16.63
28.0 LF 24"
INV 13.46
RCP Ce 0.30%
DOG BOX MH
RIM
Il
16.60
` 11
.IISR
SEWER M.H.
INV 13.44
Gp4Ai�
RIM= 17.2
i 1'
INV= 11.46 ti�
© ,,y
CQ{�l STRUCTDN
g�� p}40\`04
EX CB
STp Ok2a.5`�
NEW INV 13.50 1
pG
8.0 LF 164" t
RCP @ 0. 30%
1
' E''
SDMH 3
E 1 If f % d'�
'
RIM 1T.00
INV 13.53
r f f l
16 1fi0 ( f !
f 6:
l
CB 2
' ♦=✓f
`
f I�♦� �'
�\
HOOD 1 fi.63
l i
♦� ♦ 2
INV 13.54
i
EXISTING STREET TO
O ♦
1 i \ A \
BE REMOVED AND EXISTING
DRIVEWAYS TO BE EXTENDED
AT OWNERS EXPENSE.
pfA
��
I1'1♦♦
,� 1 ♦♦ �O PIPE
♦♦o
GI♦�
INV 13.20
}
1 P ,
0.0 LF 24"
` [ '� ♦
11 �_y
RCP 0 0.63%
SDMH 2
4 Cal u'1 \,♦
INV 18.25 09
1 rs`♦♦♦
1
SIDEWALKETE
N 1 1
0
-� �11
I ♦
�� ♦♦
� 11 1 m
1
r
'
♦♦♦°s.� Sic
11 1. x1
EXISTING PROPOSED TC
6" TT&V
HYDRANT v
18.55
3
�t YINVHOOD14.09gI
�6�'VECB
Tj�
V
CB 5
r-
3OO ♦♦
HOOD 17.99
1 �1
♦♦
INV 14.09 r
EX TC
_
Iv.7 FEx `117.54 PVI 19.40
13
14 17. 56
�1
_ _--- -- \
~28.0 LF 18" 1
rr v
RCP La
0.3.0%
/ \A
WET -DETENTION POND NO. 1
20.0 LF 30"
RCP @ 0.30% J�
SDMH 3 EXISTING 6"
Ufa RIM 1T 0 GATE VALVE
CB 1 -
INV 11 87
MH 15
GRATE 15,32
-�
RIM 16.33
HOOD 15.82
o SIIMIi 1
S INV 6.50
N INV 6.40
�'
INV 13.3
t�T
1c, INV 14,.69'
60'
CL INTERSECTION
EDEN BRIDGE DRIVEWAY
CL INTERSECTION
EDEN BRIDGE DRIVEWAY
"
En
ui
SDMH 2
11.80
� 5 LF
69 0. AO
AND BRDUKS STREET
INV
s
SE R �
STA. 3+46.77
AND BROOKS STREET
n
I
16.60 L r_
STA. 4+31.83
yr
PROPOSED
r
oo
_ "�
15.32"T6.�50
_ 1- ��_ _-�
©
in
HYDRANT
O
�p'4i- 1 B
EXMH
r }nOjf" RIM 6.60
TC 19.04
o TC 19.05 TC 18.9
7C 18.65
w
T
/
29.0 LF 18"
CB 2
�� GRATE 15.3c'�'
_�
x EX.INV 5.95
� 5 INV 6.05
P4
�r
RCp 0.3x
o H
o x� CORE & BOOT
hse,
_- :
13.23
r NEW 8" MAIN
36 VALL
Y GUTTER TC 18.46
17
S�
i3V03
36" VALLEY GUTTER
17.30
85.D6
BROOKSSTREET
_ _---
���
_ _ ___--------__ _
_
--'- ------- -T PROPOSED 60' - nOLIC R/M -
----
jr-e
rco
i
C 9.43_ K?%
340.00 LF 8" PVC SEWER La 0.40X
t
-J MH 13� ,
WATER AL RIM 19.25
SERVICE S INV 8.81 +
N TMV s 7ro
CB
-O .1
98
fit
e{, Tc
INV 1a 1
l
1
19.88
♦ `r*a-'
C B 4
HOOD 17.99
` ` o1,
1
INV 14.18
Il:
CL 1N7ERSECTIO
GALANTIS / JOHN PLATT DRIVE
_ FE 'O
t9 @o
CORE &BOOT
EXISTING MH
RIM 17.01
1�
1 11 rL
STA 2+90.80
BROOKS SREET STA 1+71,09
TC �Or
BENCH = 10.31
INV. 9.93
L A
19.
ADJUST RIM
AS REQUIRED
A
CB 3
BROOKS DRIVE
STA 0+6.74
HDOD EL 17.99
INV 14.09
LOW POINT OF CURVE
(LEFT 13.5')
STA 0+6.74
EL 17-89
CB 4
BRROKS DRIVE
STA 0+6.74
CORE & BOOT
HOOD 17.99
EXISTING MH
INV 14.18
(RIGHT 13.5')
STA 0+23.13
RIM 17.75
BENCH = 10.31
MH 14
RIM 17.75
S INV 7.35
N INV 7.25
BROOKS STREET/ GALANTIS DRIVE / JOHN PLATT DRIVE
PLAN VIEW
WET -DETENTION POND NO. 2
Z�
END PROJECT
CL INTERSECTION
GALANTIS / JOHN PLATT DRIVE
o
GALANTIS DRIVE / JOHN
PLATT DRIVE
STA 4+69.31
STA 2+90.80
EX EOP JOHN PLATT DRIVE
BROOKS STREET
STA 1+71.09
CB 1
c+
-
GALANTIS DRIVE
STA 0+22. 25
HOOD EL 16.63
L 60,
� w ,
L =100
EX CB INV 13.46 e = -Q.03 w e = -0.4
GALANTIS / JOHN PLATT DRIVE o cn
STA 0+20.25 (LEFT 13.5 )co
HOOD EL 16.63 CB 2 (Scoo'''' Q'
P4A7T DRIVE• m INV 13.46 GALANTIS DRIVE co `�' � + � L°
JB1j STA 0+22.25 SDMH 2
/ BEGIN CONSTRUCTION
GALANTIS HOOD 16.63 GALANTIS DRIVE o in Q con
fItLICT GALANTIS / JOHN PLATT DRIVE INY 13N
54 STA 1+180Q t` 0
I- a
STA 0+00.00 ..49 1- .5') (20.23' LEFT) a ' w �
EX. EDGE OF PAVEMENT RIM 18.25 `/' °' cn 0 Y cn -
INV 13.00 � � � dcL-
aw � w 7
Q. ua o_ w
20.0 E
05'f 5
19.0_ ------ ,er__----- F-------
... .., z 18.0 i ---- EXISTING .GRA E �
VD GRADE ---- ---- � -- �---'--.--.-._�� - - � `3g � '- -"- --..
- - - -- i
610 I..._..............F....-._...... ... ........_... i
1510 i. ....................... ...... - - - - --.....-----'-----------. ---- ...- r
1
! 220.00 LF 18" RCP La 0.3 %- �� PROPOS 6" WATERLINE E
14. 0 ' ......I. EX 6� WATER .I. iEr _ -_ t Q- ... .
E��6" CAI; Fes• _�. -_-•_ - X ....................280...0(I.LF.30.".- P._c.0.20x ........_._.._.......... I
13.0 ------- -- z I ......' -' . . " .........
24" RCP -FR{) . IPROPOSED
12.0 _.. [
! POND• INV.. ; 3.ci� 6 TTB,V .... .. `oz. F
6' GV T 6" Pvc 1
11.0 - - _......._..-. -----. ......-_
,ate WATERLINE ....__. ------
10.0 t j. __ V............ ....... ... ..-.
R
9.0 ._....t .....------ E"
O. 0 �.................. .. .....,.. ... _.._...
.. ...I. - .. i. -
7.0 F ...... SEWER81, CLINE �... ' .
6.0 -- ----- - ------ -------' - ----- ---
I
r
'r
5.0
I � � � f
0 0 0 0 o a 0 o o 0
pi
�# T o+ T
O O rA' Nit N n i'7 Q -r
BEGIN CONSTRUCTION INV. 9.93 CL INTERSECTION GALANTIS DRIVE JOHN PLATT - PROF I LF VIEW
BROOKS STREET ADJUST RIM BROOKS STREET LOW POINT OF CURVE
STA 0+00.00 AS REQUIRED STA 1+71.09 STA 8+02.18
EL 16.38
EX. EDGE OF PAVEMENT (20' RIGHT) GALANTIS DRIVE / JOHN PLATT DRIVE
STA 2+90.80
La L =50'
L L ib 1 0 = 0.06 END PROJECT
e = -0.25
e �.13 MH #15 BROOKS STREET
cs o� rn RIM 16.33 0 o
0 0 MH #13 MH 414 S INV 6.50 �. EXAEDP BROOKS STREET
' RIM 19.25 RIM 17.75 v rn
+ r N INV 6.40 r� w
0 o + + S INV 8.81 S INV 7.49 +
Y 0 N Lo N INV 8.71 N INV T.313 Ln ~ N N
0 + < � i< Y (22.24' RIGHT) (22.77' RIGHT) v < v
EX MH
RIM 16.60
�..
I_ > » a _j EX INV 5.95
0. i.cl V) Q0 d w O_ wEL uj
0. w 0"' ``' S INV 6.05
.-
Li
0. O t,nY w a- .... PROPOSED_ _GRAD -
9.0-
0
8- 0 EXISTING GRADE..........
�.-. ' -
17.0 _ ..... - . _ _ .. _ .... .. ". "" .. PROPOSED GRADE 0. 40 "
16.0 F... ......... ...... .. .......�u ATERL: t�1,E �y" = + i �ti ..,_.- - - -- - - -------------------------------- GRAp -�- -� 18" RCP.._....
E N E.D r �----i ~� _ EXISTING �� � CROSSING ... .. X 6,� WATERLINE fZ�Oe LEFT 0_ _ _ ..?---- t. _ - - ----- -- ....
LEFT 2-----45...0_ F .. - .�.�._� ._. �.. �__ _-+r z� `°U fi.� P1fC . 24" RCP Fi
WATER
LINE
14.0 .............. _
EX FH EXISTING " WATERLINE WATER.LINE., �- ^`' LEFT 20
........ ... ... . .......
6" PVC
NEW 6 G 24 RCP EXISTING 6 GV
12.0 z. .__.....CROSSTNG --- --- ----------------------------'--- ------------------ " - " CROSSING --------•---------' --.
PROPOSED FH4" RCP
-_-_-. --------------- --' --- -------------------- - ------ ------- ............... ........_..__.._. .._--..... _ ...--•---. --------------------------------- -- . ------------------------------ --- ---- _
�z
-_ 280.00 LF
' PVC SEWER @ 0. Ox
9.0 340.00 LF SEWER @ 0.4
EX B" SEWER
.................... .... -- -- ----
$.0 " '
........ .. .. --- -
6.00 LF 8 PVC S WER 0..90x
7.0 - - 90.00 F $"PVC SEWER it 407t EX SEWERLINE
5.0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 o CORE &BOOT
0 0 0
0 o D O o 0 o a Q o 0 0 0 0 o O o 0
0 0 0 v 0 0 0 0 0 0 0 0 O O 0 ca 0 c�
O
PROJEC6 OF T NO.
PM 858-22 BROOKS STREET PROFILE VIEW
FILE NO. 85B/858-22/PLAN AND PROFILE
tlt.
l�
EXISTING 8"
5' CONCRETE
SIDEWALK
'C
1
SEWER LINE
TO BE ABANDONED
���'
��' N83"13`41"W
N
2.43
AND REMOVED
1�
114
tl
ss -
�00034� 30" RCEXISTING
1
SEWER M.H
TO BE
REMOVED 11��
1
^��
��
A
i1s.3j i
It
Iy
1y iC:l
1 � 1
1
t
� k
t
+I rsjot
it ,:k,� � I
,.
ti
1
i# 20 ##s#
---
HORIZONTAL ► #
VERTICALi
% --v CqR -..,&
aQ SEPiL
z 13343 ff
REVISIONS'.
PROPOSED
30" RCP
LAN AND PROFILE.dan 1112B12005 11'.52:fA AM
i
r - - I-:� F �, �•=�r e!- -} J 7 :in a?: (-' r� I� •,� ;�� .'.!r', .j��i•Y'.i.`{ e- r' r:,
r ,I� +5r�i �s 'IS ..•. 'iy. 1:r !:
r jt
_ i 1 e,, +.Nr il} r r •tea it 'f1�2f � it .,i t � �� '.r rl: !-4 'kI r�r, il�r� �`A 11 lti1. Ii}i1I
y, r r. , , '� •e ��Y !1 1� r i 1 It-1 L r'": If'Nv Tir ri..1S f} �C�11'�SF: T'tY 142!:r '1 '