SW8910805_APPROVED PLANS_20180302

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 q O g 0 S
DOC TYPE
CURRENT PERMIT
APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 1 G 03 o 2
YYYYMMDD

Y. AL,
Uu
Naw BAlrm
u
Mokolak.
6
E
WiIminyiDn—1
a
y0 N o 3M1'
pm
0— I.L. B..,A iT
4rpon `Nck B.wm
.. ---- __\ Point
LINE S 1 1. U" \ ..,�-..r r oP TO
IBA
_ _ .'
%O p tlet $!CF�LE kFACN%COLKINSCKINI.ACO/.51�AQwOAS MAY t SUNSEyyBEACH ' )91wYO.]01Lm
v 4 A-oJ I ��

UT PLAN
U.M. CHURCH ;
Board of. Trustees
SEASIDE U.M. CHURCH'
RT. 2 BOX 52-A
OCEAN ISLE BCH,NC 28459
919/579-5753
r

25,13 M5+
DRAINAGE AREA 3
121,000 SF
r-a
P
■
5" cu��K`
ANGLE L' TRACE, '
i2 IU;
-
_---------
A
�f 1 1 DOSING 9iCWO W L � ��
� { i I_ SNBsl�it•B05 t, Ij 1
57
1
s �• ' \ ° I
1� ! FENCE u •� i t ( ' ; t
1
11 i
,
j 1 ELV 30.95
it 1
Zj
WAI
7 Ii {I `I
� � � jit
1�0 it
t! vvvUUU
�/ /.��
l 4 I
-� € l
1
4
I DOSiNIC W X IRA17CN WSW 2
f I I SNO 910i908 _ l
I m '
cv
o C ii
u L
2,
■-■ram■ t,x,{r _� __—
rafa�Itt
2� -- -- ;
_ -
2A
h
I
�1 111QvELL �y[tj IAkISON
1
O
1ti
/Z
21
DRAINAGE AREA 1
8,996 SF
DRAINAGE AREA 2
58,167 SF
PROPOSED NEW CONCREiE PAD AND SIDEWALK
1,622 SF OF MgRWWS TO PE SUBiRACiED FROM FUTURE ALLOCADON IN PERMIT
a MAR 0 1 2018
30 1:5. 0 30
SCALE IN FEET. 1"= 30'
IMI .AR 0 2 2013
60 90
CSD
ENGINEERING
LICENSE 0-2710
ENGINEERINC
LAND PLANNING
COMMERCIAL / RESIDENRALI,
P.D. BOX 4041
WILMINGTON, NC 28406
[phone]
i
011
U
U
ti 00
O amp
3 N
V)
�pZ
pQ:
� QU
Q
�
WNti
Ri vQ8i
Ocwnoto
�CARO����i
�P.F�SS/p �Oy
SEAL —
`� 025483
GIN
DATE.' 2-22-1 B
HORZ SCALE. i" - 30'
VERT. SCALE: N/A
DRAWN BY. RLW
CHECKED BY.• HSR
PROJECT NO.: 05-0047

L OCA TION MAP
NOT TO SCALE
i
LEGEND
EXISTING BOUNDARY
CENTERLINE OF RIGHT OF WAY
21
CONTOUR LINE & ELEVATION
DRAINAGE FLOW
— f— JO'
DRAINAGE EASEMENT
15'
PROPOSED DRAINAGE PIPE
PROPOSED SANITARY
-
SEWER & MANHOLE
j--.--
EXISTING SANITARY
SEWER & MANHOLE
--
EXISTING WATERLINE
EXISTING / PROPOSED STORM
SEWER & CATCH BASIN
E.I.P.
EXIST. IRON PIPE
f
WATER METER SERVICE CONNECTION
E.C.M.
EXIST. CONCRETE MONUMENT
N
GATE VALVE
❑
REDUCER
HANDICAP RAMP
NOTES.
1. SURVEYED PROVIDED BY NORRIS & WARD LAND SURVEYORS, P.A.
-INFORMATION TAKEN FROM "JP. RUSS & SONS"
-JOB # 0607-07
2. ALL DISTANCES ARE HORIZONTAL
J. ELEVATIONS BASED ON NGVD 88
4. THE MAP IS NOT FOR RECORDATION, CONVEYANCE, OR SALES
PREVIOUSLY PERMITRD
,MY
POND
STORMWAT ER AS -BUILT PLANS for
LOCATED IN SHALLOTTE TOWNSHIP
BRUNSWICK COUNTY, NORTH CAROLINA
OVERALL SITE
SCALE: 1 "= 50'
OWNER SEASIDE UNITED METHODIST CHURCH
1600 SEASIDE RD SW
SUNSET BEACH, NC 28468
INDEX TO DRAWINGS
SHEET No.
DESCRIPTION
DRAWING No.
1 OF 3
COVER SHEET
050047ASB COV
2 OF 3
AS —BUILT PLAN FOR INFILTRATION BASIN 1
050047ASB1
3 OF 3
AS —BUILT PLAN FOR INFILTRATION BASIN #1
050047ASB2
NOV 0 3 2009
10 5 0 10 20 30
SCALE IN FEET.: 1"= 10'
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENRAL
P.O. Box 4041
ViImington, NC 28406
[phone]
U
�
U
m
�
cif
Q
O
�S
2
Q
i
O
LrJ
(W
V
Q
z
0
a
N U
3 ti
O O
z
o�
Lw
? U
Q�
J m
SEAL
02M
Z d
U
U
O �
�N
ti U
W z
�� '
W W U
2
—pQL10 v'>W I
Z) ZICW r
w(WLr)
O O
w
O
w
t-
V)
Y
Q
w
rr
0
z
w
rr
DATE: 11-02-09
HORZ. SCALE 1"= 50'
VERT. SCALE., N/A
DRAWN BY: JSM
CHECKED BY: HSR
PROJECT NO.: 05-0047
1 3
Sheet No. Of
I
r

10'
BYPASS
SEE DETAIL (1
10'
NATURAL GROUND
30.8x
g
31.39
BASIN BOTTOM ELEV. = 30.0
EXISTING WET DETENTION BASIN
EMBANKMENT SECTION
NOT TO SCALE
NOTES:
1. SURVEYED PROVIDED BY NORRIS & WARD LAND SURVEYORS, P.A.
—INFORMATION TAKEN FROM "J.P. RUSS & SONS"
—JOB # 0607-07
2. ALL DISTANCES ARE HORIZONTAL
3. ELEVATIONS BASED ON NGVD 88
4. THE MAP IS NOT FOR RECORDATION, CONVEYANCE, OR SALES
m
3�
31.3
\\ � 30X30.
1 gs
I� )
1 /
/ 30.v
_ J
F 30.5 )
1
7\30.7
gs 1.5' STORAGE ELEVATION = 30.6
SURFACE AREA = Z,751 SF
STORAGE = 1,290 CF
AS -BUILT FOR INFILTRATION BASIN 1
SCALE: 1"= 10'
BASIN SUMMARY
AS —BUILT DATA —
AS —BUILT ITEM,
1. BASIN BOTTOM ELEVATION
2. BASIN BOTTOM AREA
3. STATE STORAGE AREA
DESIGN DATA
30.0 MSL
1,416 SF
809 SF
6 FT
AS —BUILT DATA
30.0 MSL
1,548 SF
1,290 SF
[----5 FTC
9" OPENING WITH #4 REBAR
GRATE, NORTH SIDE & 112 E.
& W. SIDES
1.5 FT WEIR
ELEV. = 30.6
BOX IE= 23
SECTION VIEW
PLAN VIEW INFILTRATION BASIN #1
BYPASS STRUCTURE
NOT TO SCALE
= 32.38
10 5 0 10 20 30
SCALE IN FEET 1'= 10'
I
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
U
�
U
m
�
Q
0
o
0-
o
�
W
�
0
W
W
U
j
U
co
O �
� N
z
to
W W U n
I—pQLr)
zvlw i
�QD]�
OWLn
U-)
w
O
W
H
Q
U)
Y
Q
w
o'
0
z
w
DATE: 11-02-09
HORZ SCALE.: I" 10'
VERT. SCALE: N/A
DRAWN BY: JSM
CHECKED BY: HSR
PROJECT NO.: 05-0047
Sheet No. 2 Of
__j

+/- 187.9
928.2
27.9
I
%l
;
i
J
1s' sraracE ELuanaN 27
SURFACE AREA = 6,997 SF58
7 s
STORAGE = 5,782 CF
8
NOTES:
1. SURVEYED PROVIDED BY NORRIS & WARD LAND SURVEYORS, P.A.
—INFORMATION TAKEN FROM "JP. RUSS & SONS"
—JOB # 0607-07
2. ALL DISTANCES ARE HORIZONTAL
3. ELEVATIONS BASED ON NGVD 88
4. THE MAP IS NOT FOR RECORDATION, CONVEYANCE, OR SALES
EDGE OF PAVOW
AS -BUILT FOR INFIL TRA TION BASIN 2
SCALE. 1 10'
AS -BUILT ITEM:
1. BASIN BOTTOM ELEVATION
2. BASIN BOTTOM AREA
3. STATE STORAGE AREA (EL. 27.4)
NATURAL GROUND 18 FT
TOP OF EMBANKMENT ELEVATION = 2&0
WGETA71VE FIVER/1.5" STORAGE ELEVA77ON = 27.4 p
�\ 17\ , \\, \/�_ 1.5' STORAGE VOLUME = 5,782 CF
BASIN BOTTOM ELEV. = 26.5
EXISTING WET DETENTION BASIN
EMBANKMENT SECTION
NOT TO SCALE
DESIGN DATA
26.5 MSL
5,339 SF
5,546 SF
AS -BUILT DATA
26.5 MSL
5,859 SF
5,782 SF
12' HDPE
BYPASS SMUCIURE
SEE DETAIL GIBS SHEET)
12' HDPE
10" OPENING WITH #4 REBAR
a z to
a S d
GRATE, WEST SIDE & 112 N.
& S. SIDES COVER/ACCESS TOP
ELEV
VER A
COCCESS TOP
29.75
BOX
= 29.75
=
TOP OF = 29.75
�m II
BRICK
1.5 FT WEIR
12" HOPE PIPE
12"
PE�6(P
ELEV. = 2Z35
INV=27.19
12" HOPE PIPE
5
4
11 COVER
COVER
10 5 0 10 20 30
SCALE IN FEET. 1"--10'
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDEWW
P.O. Box 4041
Wilmington, NC 28406
[phone]
At
U
Ln
SO
0 C
a
O 41
N
MCCN
Sfrs
6\asl
6 E
s.
Rut
ES .
U
U
CO
�
O �
� N
~ U
z
LLI h
w
m
p C h
2V`>W
Cn0�0
W c00��
w
Q
0
V)
Y
Q
Ld
w
of
2:w
O
o-
DATE.• 11-02-09
HORZ. SCALE: 1'- 10'
VERT SCALE: N/A
DRAWN 8K JSM
CHECKED BY.- HSR
PROJECT NO.: 05-0047
Shoot No. 3 OF .
Ll
x
Sfrs
6\asl
6 E
s.
Rut
ES .
U
U
CO
�
O �
� N
~ U
z
LLI h
w
m
p C h
2V`>W
Cn0�0
W c00��
w
Q
0
V)
Y
Q
Ld
w
of
2:w
O
o-
DATE.• 11-02-09
HORZ. SCALE: 1'- 10'
VERT SCALE: N/A
DRAWN 8K JSM
CHECKED BY.- HSR
PROJECT NO.: 05-0047
Shoot No. 3 OF .
Ll
x

AREA TO EVSIWG POND
121,000 SF (2.78 AM)
LATER ELEVATION
)CT. 11, 2004 J/
:5.13 MSL
31
--------------------
ANGLE TRACE RD
— 34
I
——
g
U�Im
- -.
-
__--�00-fl1�
N 86+18'�5"€
--
N 1456'42"E
p U +Z
4'
_ __
-
---------
3 z
--�
n CULVERT
30
30 ■
w
Sl
--
29 _
w w
® X—X—X
- 31
%
z.—zx�X--X31
a
ti° Q 3o
w
U
- ry1
- SEWER
OGRINDER
/ I
M1 U
bh III
M1k
�s
� URB
N N N N N N N N N N N N N
ISTIN
QNDII
o
0I In. M
J� �> EXISTING
O c� �z
PARKING
FENCE
—X x
u
FENCE
Q
N�
u
'
EXISTING
Z
_ 29
�
I
I
BUILDING
ENE ENO
O
�
<
3
7N
O ,
o
WATER®
o
?e
n
0
may-
ELEC
y
b
M„9 L.'
..
_
I
:
s0
INV=4
.44RB
[c)
N'
I
Io
_
I
10
O
26
�
15b
2B
z
I —I
C)
m
v 1
CURB
`�
CURB
r ,
'�-i
0
J 29
I
zLLJ
Wr
I
^
1�
II^^
e
I
�+,
J'
O
h h h h N
ANp
3
dj
EXISTING
qq
N�
>
PARKING
CURB
ao
WME
Q
U t
m
EXISTING
f
?
/
-
PARKING
J
I
CURB
_
I
z,
28
so
MINEW101W
- - _
_ _ , _ LI'GHT
Nv=24,00',
--------
- --
_.-.24
25-
25
- - -- - _
_. _-- ----_
T8,-1� „-
—
26
w IN
26
-
26
2
N N Knp,NNN
VOl
b
SEP 0 6 2005
qp OVED
NORTH CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION
D V I WA R QUALITY
T
30 15 0 30 60 90
SCALE IN FEET. I'- 30'
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENRIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
7777
qc
Q
W
lot
W
W
Z
o
Z
Q
U
U
NCIE
I
0 co
3N
2
� rr
WW n
1-OQW)
2 cn W I
OQO]03
aWLO
tn0�0
W
3
O
Q
W
`L
Q
w
w
0
Z
w
DATE.• 9-1-05
HORZ SCALE. 1'= 30'
VERT. SCALE N/A
DRAWN BY.• RLW
CHECKED BY.• HSR
PROJECT NO.: 05-0047
Sheet No. 1 Of
i

L OCA TION MAP
NOT TO SCALE
U.S. Hwy. 17
z
0
0
A
SR 1163
4ngel Trace Rd.) SITE m �/
ks
I
PLANNED EROSION AND SEDIMENT CONTROL PRACRCES -
O 1. TEMPORARY GRAVEL CONSiRUC77ON ENTRANCE
Practice 6.06
the entrance to the improvement
Shall be installed at p
areas to the north & south ends of the project. Drainage
should be away from the road and erosion will be controlled with
downstream practices. During wet weather it may be
necessary to wash buck tires at these locations.
2. LAND GRADING
Practice 6.02
Orating should be limited to areas as shown on the
Plans. Cut and fill slopes shall be J..1 or flatter except
where specificallyy indicated. Care shall be taken durng
land grading actigUes not to dam
existing frees that
are i, enti6Nn1 as to be preserved.
O J. SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the
plan around any temporary stockpile areas as necessar to
prevent any prated Interior areas from eroding onto ay!pi nt
(ands or roadway, or r toNlets or as directed by Engineer
or Brunswick County glosion Control personnel.
Qp 4. OUTLET STABILIZARON
Practice 6.41
Poprap aprons will be located at the downstream end of
all discchharge pipes to prevent scour.
5. CONS7RUCRON ROAD STABIUZABON
Practice 6.80
Upon reaching final grade and after utilities have been
installed, roadway areas are to ¢e stabilized by plpcingg
sub -base course of approved 4, marl stone or 6 ABC as shown
In the typical street cross-sechon detail on the Plan, to
reduce erasion and dust during the remainder of building
construction.
�p 6. INLET PROiECiiON
Practice 6.52
Storm sewer inlet barriers of slit fencing or block and
gravel inlet protection are to be constructed to help
prevent sediment from entering the storm sewer system.
O 7. TEMPORARY SEDIMENT TRAP
Practice 6.60
Sediment traps are to be Installed as indicated on plan
at the downstream end of swales as shown.
CONSiRUCTiON SCHEDULE -
1. Obtain approval of Plan and any necessary permits, and hold
a pre -construction conference prior to commencing any work.
2 Flag work limits and stake -out parking lot and infiltration basins
for preliminary grading.
J. Install Grovel Construction Entrance.
4. Install silt fencing as shown on Plan prior to tearing
and grubbing site.
5. Install inlet protection and any other sediment control Practices
shown, rior to rou h grading roadways and see, stockpiling
mate&tocnd cupsol .necessary.
6. Install utilities in parking lot, install infiltration basin and
storm drainage pipe. Perform final grading of parking lot
and stablize with stone base course.
7. Final erg install non -municipal utilities as needed and
vveegqetively stabilize areas where binding construction Is
non imminent.
8 All erosion and sediment control Practices are to be
inspected weekly and after any rainfall, and repaired as
necessary.
9. Upon completion of construction the roadwal is to be paved
and all areas permarien8y vege(atively stab) zed. After
site stabilization, temporary measures are to be removed.
MAINTENANCE PUN -
1. All measures to be inspected weekly and after any rainfall
event and needed repairs made immediately.
2 Sediment to be removed from behind any Silt Fence and
inlet protection devices when it becomes 0.5 deep. Fencing
and inlet protection to be repaired as needed to maintain a
barrier.
J. All seeded areas shall be fertilized mulched, and re -seeded
as necessary, according to s'peci�ications provided, to
maintain a suitable vegetative cover.
4. Construction entrance to be maintained in such a manner as to
prevent mud or sediment from leaving the construction site.
Periodic toDdressing with 2-inch stone may be required.
Inspect after each rainfall and Immediately remove all
ob�ctlonable materials spilled, washed, or tracked onto
public roadways.
5. Sediment shall be cleaned out from in6ltratlon system after
construction is complete. Periodically, the storm drainage
system shall be cleaned out to remove sediment.
6. Inspect temporary sediment traps after each. period of signillcant
VEGETAINE PUN -
i. Ppri nent vegetation to be established in accordance with
North Caroling Erasion and Sediment Control Planning and
Design Manual , Section 6.11, latest version. See Sheet 3
SEASIDE UNITED METHODIST CHURCH
INFILTRATION BASIN 1
CALCULATION SUMMARY FOR DWQ:
WATER QUALITY CONSIDERA71ONS -
IMPERVIOUS AREA BREAKDOWN:
TOTAL AREA DRAINING TO BASIN = 8,996 SF (0.21 ACRES)
BUILDINGS = - SF ( - ACRES)
ASPHALT = Z700 SF (0.06 ACRES)
SIDEWALKS = 112 SF (0.00 ACRES)
TOTAL IMPERVIOUS = Z812 SF (0.06 ACRES)
PERCENT IMPERVIOUS = 31.3%
RUNOFF COEFFICIENT DEiERMINA71ON:
Rv = 0.05 + (0.009 x 31.3)
= 0.331N/IN
1-1/2' VOLUME DE7ERMINA170N:
VOLUME = (DESIGN STORM)(Rv)(DRAINAGE AREA)
= 1.5 IN x 0.33 IN/IN x 0.21 ACRES
= 0.0 ACRE -FT
= 373 CF
INFILTRATION BASIN 1 SUMMARY DATA:
STATE WATER QUAUTY CONSIDERATIONS -
1-1/2- STORAGE VOLUME REQUIRED = 373 LCF
1-1/2' STORAGE VOLUME PROVIDED = 809 STORAGE VOLUME DRAWDOWN 77ME = 0.3 H
lir
SEASIDE UNITED METHODIST CHURCH
INFILTRATION BASIN 2
CALCULATION SUMMARY FOR DW'Q:
WATER QUALITY CONSIDERATIONS -
IMPERVIOUS AREA BREAKDOWN:
TOTAL AREA DRAINING TO BASIN = 57,584 SF (1.32 ACRES)
BUILDINGS = 17,362 SF (0.40 ACRES)
SIDEWALKS = Z148 SF (0.05 ACRES)
FUTURE IMPERVIOUS = 26,230 SF (0.60 ACRES)
TOTAL IMPERVIOUS = 45,740 SF (1.05 ACRES)
PERCENT IMPERVIOUS = 80.1%
RUNOFF COEFFICIENT DE7ERMINA710N:
Rv = 0.05 + (0.009 x 80.1)
= 0.77 IN11N
1-1/2' VOLUME DETERMINA710N:
VOLUME = (DESIGN S70RMXRv)(DRAINAGE AREA)
= 1.5 IN x 0.77 IN/IN x 1.32 ACRES
= 0.1 ACRE -FT
= 5,546 CF
INFIXTRATION BASIN 2 SUMMARY DATA:
STATE WATER QUAUTY CONSIDERATIONS -
1-1/2- STORAGE VOLUME REQUIRED = 5,546 OF
14/2• STORAGE VOLUME PROVIDED = 5,621 CF
STORAGE VOLUME DRAWDOWN TIME = 1.0 HOURS
OVERFILL 6" '2i,
FOR SETTLEMENT Ak
EMERGENCY
BYPASS 6" BELOW
SETTLED TOP OF DAM
NATURAL
GROUND
TEMPORARY SEDIMENT TRAP SUMMARY:
MIN. TRAP VOL - 1,800 CF/ACRE DISTURBED AREA (10 YEAR STORM)
MIN. TRAP VOL - 2,300 CF/ACRE DISTURBED AREA (25 YEAR STORM)
(SEDIMENT MUST BE REMOVED TWICE A YEAR)
25 YR
SEDIMENT DISTURBED MINIMUM 7RAP WEIR DEPTH FLOW MIN. SURFACE
LENGTH
WIDTH
Z& AREA (Al- VOLUME (0 LENGTH tFYN Za LM AREA (SF)
(M
an
1 0.5 1.150 4 5 1.4 610
31
20
2 1.2 Z780 4 5 &2 Z265
78
30
LEGEND
STORMWA TER
INLET/BOX
STORM TB
JUNNCTIONC77ON O /
BOXES
21 - CONTOUR LINE & ELEVA77ON
30' DRAINAGE EASEMENT
L 15' /
I (
MEMEN WOMEN MMENE LIMITS OF DISTURBANCE Nc1
0
M
COHERE
EO RIP RAP OUTLET PR07EC77ON ,�M E
E.I.P. EXIST. IRON PIPE
E.C.M. EXIST. CONCRETE MONUMENT
oN0
NOTE WELL 1. ANY AREAS ON S17E WiiHOUT AC77WTY IN A 15 WORKING DAY F P
PERIOD OR 30 CALANDER DAYS (WHICHEVER IS SHORTER) -f P
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIR AON9
FOLLOWING ANY PHAS OF GRADING
2 THIS PLAN TO BE U7iLIZED AND RENEWED ONLY IN CONJJNC17ON
MIH THE WRITiEN NARRAiIW, WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT CONTROL PLAN.
3. ALL SLOPES SHALL BE 3.1 OR FUTEER.
4. ALL ROOF DRAINS TO BE DIRECTED TO STORM DRAINA
29
SYSTEM OR INRLIRA71ON BASIN.
La�9'
5' WATER ELEVATION
OCT. 11, 2004
°oo°o
625.13 MSL
12%f0%6' �bOo°o
d5a - 2" S'roNE
dArAx - 3'
to - 9,
MIN. APRON THICKNESS - 4.5'
12; 10", & 8" HOPE
NOTE: FILTER FABRIC IS TO as
BE PLACED UNDER ALL STONE \
OUTLET PROTECTION.
OUTLETPROTECnM DETAIL
NOT TO SCALE
a>
4'MINIMUM
in
X
M 2:1 SIDE
in I SLOPE MAX.
STAKED 2"x 4"
WOODEN FRAME
3' LENGTH
MINIMUM
3' SPACING
GATHER EXCESS
FILTER FABRIC
AT CORNERS
IXiFNS10N OF
FABRIC 1' MRE
IN70 TRENCH
eCRUSHED STONE OR
12'COMPACTLD SOIL
SEE NARRATIVE FOR
MORE DETAIL AND
ALTERNATE METHODS
x
\
i
=iM
0
YLON. POETEsiFn', oR
DROP INLET
TNnENE YARN. EXTRA
WITH GRATE
TRENGTH t 50 P51 WNJ
Q1
17H ULTRLOLET RAY
4HIRRORS AND STABIUZERS
ISOMETRIC VIEW
PRAC710E 6.51
NOT TO SCALE
NO WETLANDS 1XST ON 511E
I , 31 -_
- 32
745rD42E
32 _�� �• �_
-33
s �
ANGLE TRACE RD 34 '
I
; 3a
L 32 33
0) 32
II --�-1-
-- 1
5" CULVERT 30 � �� ........ �,, , • � SF v w
U 30 ,
0
PROPOSED PARKING/ASPHALT
PROPOSED 35 FT CONCRETE SIDEWALK
CURB
O
Nm
_
a \O
o
d'N
COZ TOTAL
in C6
U
O
u N? "�p II
n,
2
z
26
CURB
V_.
24 252!
25 26
- ry.
_�11/ � 26
30 15 0 30 60 90
SCALE IN FEET: 1"= 30'
I->
F 12' HDPE PIPE SF I w .. .
Si ............. . O i
0
N ♦ \ 5A SIDESLOPES
>
� 2 CY CL ll11
RIPR aT �Ge•
--_______ - ______ 12"HOPE PIPE a�
O 2 CY CL II RIPRAP Op
STORMWATER MANAGEMENT
9 �
INFILTRATION BASIN 2 29
SEE SHEET 2 OF 3 FOR DETAILS
\ � N
�_____________ ___________ _-_� r1 n0,/ 1 1
� r
Ld
28 .v (lu.
2e NO KXANDS�VST ON 511E
L-Ory
DELL WILLIAMSO
v
27
•
GRASS L
r•
(VEGETATED
N I
N ry�"'Vm
AUG 12 4 200
I v5l" 6
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDENTIAL
P.O. Box 4041
Wilmington, NC 28406
[phone]
6@6
sett
Aqua
T1 is o
s 3'`3
gift
s
1. gg
a:
bSy`
s
�1BEaaE€
oil
fitS�
"n
�•�� �� oFFSS
rEAL
JCL
•
4 �
p
m
tn
Do
m
Q
99
z
Z
W
W
U
Z
U
Z
in
S
0
0
�
�
w
W
W
U
U
ce
a
Of
a-
Win
in
S
�
S
W
O
Z
N
�
W
ON
.ITY
DA7E:• 8-10-05
HORZ. SCALE. I' 30'
VERT. SCALE. • N/A
DRAWN BY.• HSR
CHECKED BY HSR
RO 05-004
Sheet No. Of 3
h P-At5 ) r>& tD o -
r -F' i VPV� VEooS d,
.P�rtmevNg fe,v _
�,� t,_S�� ee
(k',1J�-

W
iA
RAO. -
LENGIH = 151
RAD. = 10 FT
,711 = 15.7 FT
0 FT
7 FT
10' HOPE PIPE
TO BASIN
WV = 30.1
rill
TOP OF GRATE = 31.0
BOX IE= 28.0
BOTTOM OF BOX = 26.5
iy` `��l7ppf
3Og
PLAN VIEW CA TCH BASIN
(2) NC PRODUCTS424 OR EQUIVALENT BOX
BYPASS STRU(
(STRUCTURE 1)
NOT TO SCALE
GRATE TOP
2 FT
10'
HDPE PIPE
IE = 30.4
12' CONC
2 FT SUM
FOR CLEANOL
162.0 FT
5: 7
-SYDESLOPE
17ER INRLMA71ON BASIN
BOTTOM ELEVA770N= 26.5
8 FT TOP OF BERM
COVER ACCESS TOP
= 31.2 TOP OF BOX = 31.2
.5 FT WEIR
B EV. = 30.5
10' HDPE PIPE
INv=so.1 _
1T' CONC.
2 FT SUMP
FOR CLEANOU
SEC770N V7
(2) - 2 FT x 2 FT PRECAT CONCRETE BOX
NC PRODUCTS 2424 OREQUIVALENT
(STRUCTURE 1)
=ASE
iG*X1111
27.4
27.4-
8 FT 70P OF BERM
1.5' STORAGE MA71ON = 27.4
SURFACE AREA = 7,174 SF
STORAGE = 5,621 CF
26 LF 12' HDPE PIPE
ADS N-12 OR EQUIVALENT
IEIN=27.1 f
IE OUT = 27.0 /
5 CY CL 11 RIPRAP
1.5 FT DEEP
W
INFIL TRA TION BASIN 2 DETAIL
SCALE: 1"= 10'
NATURAL GROUND \ 1g FIT
� TOP OF EMBANKMENT ELEVATION = 31.0
NATURAL GROUND
6 LF 12' HOPE PIPE
ADS N-12 OR EQUIVALENT
IEIN=27.2
IE OUT = 27.1
50 LF VEGETATED RLTER
5 CY CL 11 RIPRAP
1.5 FT DEEP
BYPASS STRUCTURE 2/
PRE-TREATMENT DEVICE
RAD. = 10 FT W/ SMART WIER (SEE DETAIL THIS SHEET)
LENGTH = 15.7 FT (2) - 2' x 2' BOXES W/ GRATE
& COVER W/ ACCESS OVER 2ND BOX
TO = 28.4
COVER = 2&4
IE 10' & 12' PIPE = 27.1
IE 12' BYPASS PIPE = 27.2
IE OF BOX = 25.0
10 FT EMERGENCY OVERFLOW
SPILLWAY EL= 27.6
RAO. = 10 FT
LENG7H = 15.7 FT
TOP OF GRATE = 28.4
12' HDPE PIPE
12' HDPE PIPE IE = 27.1
TO VEG. FIL7ER
INV = 27.2
BOX IE= 25.0
BOTTOM OF BOX = 22.5
GRATE TOP
COVER ACCESS TOP
ELEV= 28.4
TOP OF BOX = 28.4
FT WEIR
ELEV. = 2Z4
12' HDPE PIPE
INV 2Z2
=ASE
2 FT1.5
HOPE PIPE
12' CONC.
2 FT SUMP
FOR CLEANOUI
12' CONC.
2 FT SUMP
FOR CLEANOU
PLAN VIEW
(2) NC PRODUC 424 OR EQUIVALENT BOX
2
(STRUCTURE 2)
SEC77ON VIEW
(2) - 2 FT x 2 FT PRECAST CONCRETE BOX
NC PRODUCTS 2424 OR EQUIVALENT
(STRUCTURE 2)
CA TCH BASIN 2 /
BYPASS STRUCTURE
NOT TO SCALE
EMERGENCY SPILLWAY ELEVATION = 30.8
SPILLWAY/STATE STORAGE ELEV411ON = 30.5 K7 80B CF
BASIN BOTTOM E1 .. = 30.0
INFIL TRA'ION BASIN 1
EMBANKMENT SECTION
NOT TO SCALE
TOP OF EMBANKMENT 11EVA71ON = 2d0
7- EMERGENCY SPILLWAY ELEVATION = 27.6
SPILLWAY/STATE STORAGE ELEVARON = 27.4 p
STATE STORAGE VOLUME = 5,621 CF
\� BASIN BOTTOM ELEV. = 26.5
INFIL TRA TION BASIN 2
EMBANKMENT SECTION
NOT TO SCALE
NOTES -
I. PORTABLE PUMP
RTTO BFEUSED TO DRAIN
SYSTEM IN SIN OR JUNC77ON BOX
ATTACHPEMERMYCY. PUMP TO BE
PLACED TO HOSELETAND COVERED W17H STONE
HOSE 6UTLET TO DRAIN ACROSS STABLE UPLAND
EA SUMCIENT TO RESTRAIN EROSION.
2. ALL BUILDING ROOF DRAINS MUST BE DIRECIED
INTO 7HE STORM DRAINAGE COLLEC71ON SYSTEM.
12 FT
- ITOP OF EMB)
ELEVATION =
308 f\\ K\\/\�•
INFIL TRA TION BASIN 1
EMERGENCY SPILL WA Y
FRONT VIEW
NOT TO SCALE
12 FT
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDEN77W
P.O. Box 4041
wlmington, NC 28406
[phone]
V
W
0
z
/Qw
v,
I6sG
=gill
U
U
00
U N o ~coU
Lu
cr ZE Q
_rE WpUtn
o ONWLr)
00 =Ov mi
W
x 0 m
I
TOP OF EMBI
ELEVATON =
INFIL TRA TION BASIN 2
EMERGENCY SPILLWAY AUG : s zoo
FRON T VIEW BN-�sct lc
NOT TO SCALE V�o�Q
m¢
0
2
O W
2�
�oQ
W Z3ii
� fN
0
m Vy
Z
0
C W�
o
vac
U
� W (/)
DO
ZOO
O
5
p
2
3 Q
o
(n
~ W Cc
-�Q
o; O
J W~
Uac2lto
a c5
tiLu CI ¢2
ZO-¢
Z¢W
-Jl
Q y
N
cgo
g��
ZO
to Wymco
o
co
m
QQ
3
e
W
U
2
y
`1
O
Q
EE
w
1
f
U
w
IL
W
rn
5
w
O
Z
W
DATE: 8-10-05
HORZ. SCALE., AS SHOWN
VERT. SCALE: N/A
DRAWN BY.• HSR
CHECKED BY HSR
PROJECT NO.: 05-0047
Sheet No. 2 Of 3

Construction Road Stabilization
Specification # 6.80 - Construction Specifications
1. Clear roadbed and parking areas of all vegetation, roots and other
objectionable material.
R. Ensure that road construction follows the natural contours of the terrain If
it Is possible.
3. Locate parking areas on naturally flat areas if they are available. Keep
grades sufficient for drainage but generally not more than 2 to 3%.
4. Provide surface drainage, and divert excess runoff to stable areas by using
water bars or turnouts (Referencesi Runoff Control Measures).
5. Keep cuts and fills at 211 or flatter for safety and stability and to
facilitate establishment of vegetation and maintenance.
6. Spread a 6-Inch course of 'ABC' crushed stone evenly over the full width of
the road and smooth to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, Install
subsurface drains or geotextlle fabric cloth before placing the crushed stone
(Practice 6.81, Subsurface Drain).
B. Vegetate all roadside ditches, cuts, FILLS and other disturbed areas or
otherwise appropriately stabilize as soon as grading is complete (References,
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site
sedimentation.
Maintenance
Inspect construction roads and parking areas periodically for condition of
surface. Tapdress with new gravel as needed, Check road ditches and other
seeded areas for erosion and sedI mentatI on after runoff -product no rains.
Maintain all vegetation In a healthy, vigorous condition. Sediment -producing
areas should be treated Immediately,
CfTemporary Gravel Construction Entrance/Exit
Specification # 6.06 - Construction Specifications
1. Clear the entrance and exit area of all vegetation, roots and other
objectionable material and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans and
smooth It.
3. Provide drainage to carry water to a sediment trap or other suitable outlet.
4. Use geotextlle fabrics because they Improve stability of the foundation In
locations subject to seepage or high water table.
Maintenance
Maintain the gravel pad in a condition to prevent mud or sediment from leaving
the construction site. Th
is any require periodic topdressing with 2-Inch stone
After each rainfall, Inspect any structure used to trap sediment and clean It
out as necessary. Immediately remove all objectionable materials spilled,
washed, or tracked onto public roadways.
Temporary Seeding
Specification # 6.10 - Specifications
Complete grading before preparing seedbeds and Install all necessary erosion
control practices, such as dikes, waterways and basins. Minimize steep slopes
because they make seedbed preparation difficult and increase the erosion hazard.
If soles become compacted during grading, loosen then to a depth of 6-8 Inches
using a ripper, harrow, or chisel plow.
Seedbed Preparation
Good seedbed preparation Is essential to successful plant establishment, A good
seedbed Is well -pulverized, loose and uniform. Where hydroseeding methods are
used the surface may
be left with n more Irregular surface of large clods and
stones,
Lining - Apply time according to Solt test recommendations. If the pH (acidity)
of the soil Is not known, an application of ground agricultural limestone at .the
rate of I to 1 1/2 tons/acre
on coarse -textured Solis an - d 2 3 tons/acres on
fine -textured soles is usually sufficient. Apply limestone uniformly and
incorporate into the top 4-6 inches of soil. Soils with a pH of 6 or higher
need not be limed.
Fertilizer- Base application rates on Solt tests. When these ore not possible,
apply a 10-10-10 grade fertilizer at 700-1,000 lb./acre. Both fertilizer and
time should be incorporated into the top 4-6 inches of soli. If a hydraulic
seeder is used, do not mix seed and fertilizer more than 30 minutes before
application.
Surface roughening- If recent tillage operations have resulted in a loose
surface, additional roughening may not be required except to break up large
clods. If rainfall causes the surface to become sealed or crusted, loosen It
Just prior to seeding by disking, raking, harrowing, or other suitable methods,
Groove or furrow slopes steeper than 311 on the contour before seeding (Practice
6103, Surface Roughening).
Plant Selection
Select an appropriate species or species mixture from Table 6.I0a, for seeding
in late winter and early spring, Table 6,10b for summer, and Table 6.I0c for
fall
Seeding
Evenly apply seed using a cyclone seeder (broadcast>, drill, cultlpacker seeder,
or hydroseeder. Use seeding rates given in Table 6.I0a-6.10c, Broadcast seeding
and hyroseeding are appropriate for steep slopes where equipment cannot be
driven. Hand broadcasting is not recommended because of the difficulty In
achieving a uniform distribution. Small grains should be planted no more than 1
inch deep, and grasses and legumes no more than 1/2 Inch, Broadcast seed must
be covered by raking or chain dragging, and then lightly firmed with a roller or
cuttipacker. Hydroseeded mixtures should include a wood fiber (cellulose) mulch.
Mulchino
The use of appropriate mulch will help ensure establishment under normal
conditions and is essential to seeding success under harsh site condition
(Practice 6,14, Mulching). Harsh site conditions include,
-seeding In fall for winter cover (wood fiber mulches are not considered
adequate for this use),
-slopes steeper than 3, 1,
-excessively hot or dry weather,
-adverse Sol ls(shallow, rocky, or high in clay or sand), and
-areas receiving concentrated flow,
If the area to be mulched Is subject to concentrated waterflow, as In channels,
anchor mulch with netting (Practice 6,14, Mulching).
Table 6.I0a - Temporary Seeding Recommendation for Late Winter and Early Spring
Seeding mixture
Species- Rye(graln), Annual lespedeza (Kobe In Piedmont and Coastal Plain
Rate (lb/acre)- 120
Unit annual lespedeza when duration of temporary cover is not to extend beyond
June
Seeding dates -Coastal Plain - Dec. 1 - Apr. 15.
Solt 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 4,000lb/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 - Refertlllze If growth Is not fully adequate. Reseed, refertilize
and mulch Immediately following erosion or other damage.
Table 6.10b - Temporary Seeding Recommendations for Summer
Seeding mixture
Species -German millet
Rate(lb/acre)- 40
Seedingdates-Coastal Plain- Apr. 15-
Au 15
P 9
Soil amendments -Follow recommendations of soil tests
est or apply l 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, refertilize
and mulch immediately following erosion or other damage.
Table 6, IOc - Temporary Seeding Recommendation for Fall
Seeding mixture
Species-Rye(grain)
Rate(lb/acre) - 120
Seeding dates - Coastal Plain and Piedmont -Aug 15 - Dec. 30
Soil amendments - Follow soil tests or apply 2,000 lb./acre ground agriculture)
limestone and 1,000 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- Repair and refertilize 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)
Permanent Seedlno
Specifications # 6.11 - Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable
due to Inappropr l ate soli texture (Table 6. lea), poor drainage, concentrated
overland flow, or steepness of slope until measures have been taken to correct
these problems.
To maintain a good stand of vegetation, the Solt must meet certain minimum
requirements as a growth medium. The existing soil should have these criteria,
- Enough fine-grained (silt andcloy) material to maintain adequate
moisture and nutrient supply (available water capacity of at least .05
inches water to l Inch of Solt).
- Sufficient pore space to permit root penetration.
- Sufficient depth of Solt to provide an adequate root zone. The depth to rock
or Impermeable layers such as hardpans should be 12 Inches or more, except on
slopes steeper than 2,1 where the addition of soil Is not feasible,
- A favorable pH range for plant growth, usually 6.0-6.5.
- Freedom from large roots, branches, stones, large clods of earth, or trash of
any kind. Clods and stones may be left on slopes steeper than 3,1 If they are
to be hydroseeded.
If any of the above criteria are not met -he., If the existing Solt Is too
coarse, dense, shallow or acidic to foster vegetation -special amendments are
required. The soli conditioners described below may be beneficial or,
preferably, topsoll may be applied in accordance with Practice 6.04, Topsolling,
Solt Conditioners
In order to Improve the structure or drainage characteristics of a soil, the
following material may be added. These amendments should only be necessary
where sot is have I In l tat Ions that make them poor for plant growth or for fine
turf establishment (see Chapter 3, Vegetative Considerations).
Pent -Appropriate types are sphagnum moss peat, hypnum moss pent, reedsedge peat,
or peat humus, all from fresh -water sources. Peat should be shredded and
condItIoned In storage plLes for at least 6 months after excavation,
Sand -clean and free of toxic materials
Vermiculite-horticultur al grade and free of toxic substances.
Rotted manure -stable or cattle manure not containing undue amounts of straw or
other bedding materials.
Thoroughly rotted sawdust- free of stones and debris. Add 6 lb. Of nitrogen to
each cubic yard.
Sludge -Treated sewage and Industrial sludges are nvnllable In various forms,
these should be used only In accordance with local, State and Federal
regulations,
Species Selection
Use the key to Permanent Seeding Mixtures (Table 6.11b) to select the most
appropriate seeding mixture based on the general site and maintenance factors.
A listing of species, Including scientific names and characteristics, Is given
In Appendix 8.02.
Seedbed Preparation
Install necessary mechanical erosion and sedimentation control practices before
seeding, and complete grading according to the approved plan.
Lime and fertilizer needs should be determined by soli tests. Sall testing is
performed free of charge by the North Carolina Department of Agriculture Solt
testing laboratory. Directions, sample cartons, and Information sheets ore
available through county agricultural extension offices or from NCDA. Because
the NCDA Solt testing lab requires 1-6 weeks for sample turn -around, sampling
must be planned well In advance of final grading. Testing Is also done by
commercial laboratories,
When Boll test ore not available, follow rates suggested on the individual
specification sheet for th
e seeding mix chosen (Tables
s 6. llc through 6.110, 8 g
Applications rates usually y fall Into the following ranges-
- Ground agricultural limestone
Light -textured, sandy soils) 1-1 1/2 tons/acre
Heavy textured, clayey soles 2-3 tons/acre
- Fertilizer,
Grasses 800-1200 lb/acre of 10-10-ID (or the equivalent)
Grass- - -
le Grass -legume mixtures 800 1200 lb -
/acre of 5 30 30 (or the 9 equivalent)
Apply time and fertilizer evenly and Incorpornte.lnto the tap 4-6 Inches of soil
by disking or other suitable means. Operate machinery on the contour. When
using at hydroseeder, apply time and fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Complete seedbed preparation by breaking up large clods and raking into a
smooth, uniform surface (slope less than 3-1) Flit In or level depressions than
can collect water, Broadcast seed into a freshly loosened seedbed that has not
been sealed by rat nfaI I.
Table 6.11s - Seeding No. 4CP for,
Well -Drained Sandy loans to Dry Sands, Coastal Plaini Low to Medium -Care Lawns
Seeding mixture
Species - Centlpedegrass - Rate - 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.)
Solt amendments - Apply lime and fertilizer according to Solt test, 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 Inches deep and Eft 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 1/2 Inches of
soli with a desk set straight so that spr Igs are not brought back toward the
surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly- 20 Lb/acre nitrogen In spring with no
phosphorus. Centlpedegrass cannot tolerate high pH or excess fertilizer.
Table 6.11t - Seeding No. 5CP for. Nell -Drained Sandy Loans to Dry Sands) Low
Maintenance
Seeding mixture
Species Rate (lb/acre)
Pensacola Bahiagrass 50
Serlcea lespedeza 30
Common Bermudagrass 10
German millet 10
Seeding notes
1. Where a neat appearance is desired, omit sericea
2. Use common Bermudagrass only an Isolated sites where It cannot become a pest.
Bermudagrass may be replaced with 5 lb/acre centlpedgrass.
Seeding dates - Apr. 1 - July 15
Solt amendments - Apply time and fertilizer according to Solt 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 equivalent cover of another suitable mulch.
Anchor by tacking with asphalt, roving and netting or by crimping with a mulch
anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance - Refertlllze the following Apr. with 50 lb/acre nitrogen. Repeat
as growth requires, May be moved only once a year, Where a neat appearance is
desired, omit sericea and now as often as needed,
Table 6.11v - Seeding No. 7CP for, Grass -Lined Channels) Coastal Plain
Seeding Mixture
Species - Common Bermuda r - -
nss Rate - 40 80 C1/2 t / 0 P b t OO ft)
g ,
Seedingdates - Coastal Pl -
nln Apr Jul 1
P Y
Soil amendments - Apply time and fertilizer according to soli tests, or apply
3,000 lb/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 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 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
,I
Outlet Stabilization Structure
Spec if l cat l on # 6.41 - Construction Spec if Icat Ions
1. Ensure that the subgrade for the filter and rlprap follows the required lines
and grades shown In the plan. Compact any fl 11 required In the subgrade to
the density of the surrounding undisturbed material. Low areas In the
subgrade on undisturbed soli may also be filled by increasing the rlprap
thickness.
2. The ri prop and gravel filter must conform to the specified grading limits
shown on the plans,
3. Fl Lter cloth, when used, must meet design requirements and be properly
protected from punching or tearing during Installation. Repair any damage by
removing the rlprap and placing another piece of filter cloth over the
damaged are*. All connecting Joints should overlap a minimum of 1 ft. If
the damage Is extensive, replace the entire filter cloth,
4. Rlprap may be placed by equipment, but take care to avoid damaging the
fitter,
5. The minimum thickness of the riprap should be 1,5 times the maximum stone
diameter,
6. Rlprap may be field stone or rough quarry stone. It should be hard, angular,
highly weather -resistant and well graded.
6. Construct the apron on zero grade with no overfa It at the end, Make the top
of the rlprap at the downstream end level with the receiving area or slightly
below It.
8. Ensure that the apron Is properly aligned with the receiving stream and
preferably straight throughout Its length. If a curve Is needed to fit site
conditions, place It In the upper section of the apron,
9. Immediately after construction, stabilize all disturbed areas with vegetation
(Practice 6.10, Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance
Inspect rlprap outlet structures after heavy rains to see If any erosion around
or below the rlprap has taken place or If stones have been dislodged.
Immediately make all needed repairs to prevent further damage.
Fabric Drop Inlet Protection (Temporary)
Specification # 6.51 - Construction Specifications
1. As synthetic fabric, use a pervious sheet of nylon, polyester, or ethylene
yarn -extra strength (50 Ib/1 Inch minimum) -that contains ultraviolet ray
Inhibitors and stabilizers. Fabric should be sufficiently porous to provide
adequate drainage of the temporary sediment pool. Burlap may be used for
short-term applications. It must be replaced every 60 days.
2. Cut fabric from a continuous roll to eliminate Joints.
3. For stakes use
2 x 4 Inch wood (preferred) or equivalent metal with n
minimum length of 3 ft.
4. Space stokes evenly around the perimeter of the inlet a maximum of 3ft.
apart, and securely drive them Into the ground, approximately 18 Inches deep.
5. To prove de needed stabs l Ity to the into I. tat l on, frame with 2 x 4-Inch wood
strips around the crest of the overflow area at a maximum of 1.5 ft above the
drop Inlet crest.
6. Place the bottom 12 inches of the fabric in a trench and backfill the trench
with at least 4 Inches of crushed stone or 12 inches of compacted Sol L.
7. Fasten fabric securely to the stakes and frame. Joints must be overlapped to
the next stake.
S. The top of the frame and fabric must be well below the ground elevation down
slope from the drop Inlet to keep runoff from bypassing the inlet. It may be
necessary to build a temporary dike on the down slope sl de of the structure
to prevent bypass flow. Material from within the sediment pool may be used
for diking.
Maintenance
Inspect the fabric barrier after each rain and make repairs at needed.
Remove sediment from the pool area as necessary to provide adequate storage
volume for the next rain. Take care not to damage or undercut the fabric during
sediment removal.
When the contr lb t u Ing drainage area has been adequately stab llzed, remove all
materials an
d an unstable sediment and disp
ose ose of them ro ere Bring the
e
property. Y 9
disturbed area to the grade of the drop Inlet and smooth and compact It.
Appropriately stabilize all bare areas around the Inlet.
Land Grading
Specification # 6.02 - Construction Specifications
1.Construct and maintain all erosion and sedimentation control practices and
measures In accordance with the approved sedimentation control plan and
construction schedule.
2. Remove good topsoll from areas to be graded and fl I. led, and preserve It for
use in finishing the grading of all critical areas,
3. Scar Ify areas to be topsoI led to a mInImum depth of 2 inches before place no
topsoil (Practice 6.04, Topsolling).
4.Clear and grub areas to be filled to remove trees, vegetation, roots, or other
objectionable material that would affect the planned stability of the fl Lt.
5,Ensure that fill material is free of brush, rubbish, rocks, logs, stumps,
building debris, and other materials inappropriate for constructing stable
fills.
6. Pence all fl I In layers not to exceed 9 Inches In thickness, and compact the
layers as required to reduce erosion, slippage, settlement, or other related
problems.
7.110 not Incorporate frozen material or soft, mucky, or highly compressible '
materials Into fill slopes,
B.Do not place fill on a frozen foundation, due to possible subsidence and
Slippage.
9.Keep diversions and other water conveyance measures free of sediment during
all phases of development, ,
1O,Handle seeps or springs encountered during construction In accordance with
approved methods (Practice 6.81, Subsurface Drain).
11.Permanently stabilize all graded areas Immediately after final grading is
completed on each area In the grading plan. Apply temporary stabilization
measures on all graded areas when work is to be interrupted or delayed for 30
working days or longer.
12.Ensure that topsoil stockpiles, borrow areas, and spoil areas are adequately
protected from erosion with temporary and final stabilization measures, Including
sediment fencing and temporary seeding as necessary.
Maintenance
Per i ad I cnlly check all graded areas and the support l no eras l an and sedI mentatI on
control practices, especially after heavy rainfalls, Promptly remove all
sediment from diversions and other water -disposal practices. If washouts or
breaks occur, repair then Immediately, Prompt maintenance of small eroded areas
before they become significant gullies Is an essential part of an effective
erosion and sedimentation control plan,
COMPACTED FILL OR
GRAVEL., EXTENSION
OF FABRIC AND WIRE
INTO THE 7RENCH
1L
BRIC
BACKFILL
MINIMUM 8'
THICK LAYER
OF GRAVEL
89WINIMUM
17
V-7RENCH
-!-�
B��IENO
NOTE %
SEE NARRATVE
FOR MORE DETAIL
ISOMETRIC VIEW
EXTENSION OF
FABRIC AND WIRE
/ INTO THE TRENCH
WE COMPAC7ED
FILL
8 MINIMU M
FILTER
FABRIC
141MINIMUM 41MINIMUM
SEC710N SEC110N
SF SEDIMENT FENCE C SILT FENCE )
Practice 6.62
NTS
Sediment Fence (Slit Fence)
Specification 6.62 - Construction Specifications
MATERIALS
1.Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yarn, which Is certified by the manufacturer or
supplier as conforming to the requirements shown In Table 6, 62b. Synthetic
filter fabric should contain ultraviolet ray inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120 F.
2,Ensure that posts for sediment fences are either 4-Inch diameter pine, 2-Inch
diameter oak, or 1.33 lb/linear ft steel with a minimum length of 4 ft, Make
sure that steel posts have projections to facilitate fastening the fabric.
3. For re enforcement of standard strength filter fobr l c, use wl re fence with a
minimum 14 gauge and a maximum mesh spacing of 6 Inches,
Table 6.6210
Specifications For Sediment Fence Fabric
Physical Property Requirements
Filtering Efficiency - 85% (mm)
Tensile Strength at Standard Strength- 30 Ib/tin In (min)
Extra Strength- 50 lb/tin in (mm)
Slurry Flow Rate - 0.3 gal/sq ft/min (min)
CONSTRUCTION
(.Construct the sediment barrier of standard strength or extra strength
synthetic filter fabrics.
2.Ensure that the height of the sediment fence does not exceed 18 Inches above
the ground surface. (Higher fences may impound volumes of water sufficient to
cause failure of the structure.)
3,Construct the filter fabric from a continuous roll cut to the length of the
barrier to avoid Joints. When Joints are necessary, securely fasten the filter
cloth only at a support post with overlap to the next post.
4.Support standard strength filter fabric by wire mesh fastened securely to the
up slope side of the posts using heavy duty wire staples at least 1 Inch long,
or tie wires. Extend the wire mesh support to the bottom of the trench.
5.When a wire mesh support fence Is used, space posts a maximum of 8 ft apart.
Support posts should be driven securely Into the ground to a minimum of 18
inches.
6. Extra streng
th filter fabric with Eft post spacing does not require were mesh
support fence. Staple or wire the filter fabric directly to posts.
7,.Excavate a trench approximately 4 Inches wide and 8 inches deep along the
proposed line of posts and upslope from the barrier (figure 6.62a).
B.Backfill the trench with compacted soil or gravel placed over the filter
fabric.
9.Do not attach filter fabric to existing trees.
Maintenance
Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs Immediately,
Should the fabric of a sediment fence collapse, tear, decompose or become
ineffective, replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for the
next rain and to reduce pressure on the fence. Take care to avoid undermining
the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilize it after the contributing drainage area has been properly
Stabilized
STTemporary Sediment Trap - continued
Protection O
from piping Pence filter cloth an the foundation below the rl
P
rn
P
to prevent plping. An alternative would be to excavate n keyway trench across
the riprap foundation and up the sides to the height of the dam.
Weir length and depth - Keep the spillway weir at least 4 ft long and sized to
pass the peak discharge of the 10-yr storm. A maximum flow depth of 1 ft, a
m InImum freeboard of 0.5 ft, and max l mum sl de slopes of 2,1 are recommended.
Weir length may be selected from Table 6.60a shown for most site locations in
North Carolina.
Table 6, 60a
Design of Spillways Drainage Area Weir Length(1)
(acres) (ft)
1 4.0
2 6.0
3 8.0
4 10.0
5 12.0
(1) Dimensions shown are minimum
Construction Specifications
1. Clear, grub, and strip the area under the embankment of oil vegetation and
root mat. Remove all surface salt containing high amounts of organic matter and
stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal area.
2. Ensure that fill material for the embankment Is free of roots, woody
vegetation, organic matter, and other objectionable material. Place the flLt In
Lifts not to exceed 9 Inches and machine compact it. Over FILL the embankment 6
Inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection
between the rlprop and the soli from plping by us l no filter fabr lc or a keyway
cutoff trench between the riprap structure and the soil.
(Place the fitter fabric between the rlprap and Solt. Extend the
fabric across the spillway foundation and sides to the top of the
dam) or
(Excavate a keyway trench along the centerllne of the spillway
foundation extending up the sides to the height of the dam. The
trench should be at least 2 ft deep and 2 ft wide with 1,1 side
slopes.
4. Clear the pond area below the elevation of the crest of the spillway to
facilitate sediment cleanout
5. All cut and fill slopes should be 2,1 or flatter.
6. Ensure that the stone (drainage) section of the embankment has a minimum
bottom width of 3 ft and maximum side slopes of 1i1 that extend to the bottom of
the spillway section.
7. Construct the minimum fInIshed stone spl IIway bottom width, as shown on the
plans, with 2,1 side slopes extending to the top of the over filled embankment
Keep the thickness of the sides of the spillway outlet structure at a minimum
of 2L Inches. The weir must be level and constructed to grade to assure design
capacity.
8. Material used in the stone section should be a well -graded mixture of stone
with a d50 size of 9 inches (class B erosion control stone Is recommended) and a
maximum stone size of 14 inches. The stone may be machine placed and the smaller
stones worked Into the voids of the larger stones. The stone should be hard,
angular, and highly weather -resistant.
9. Ensure that the stone spillway outlet section extends downstream past the
toe of the embankment until stable conditions are reached and outlet velocity Is
acceptable for the receiving stream. Keep the edges of the stone outlet section
flush with the surrounding ground and shape the center to confine the outflow
stream (References, Outlet Protection).
10. Direct em
ergency enc bypass to natural stable areas,
g Y Y ens, Locate bypass outlets
P u lets so
YP
that flow well not dam8t a e he embankment.
11. Stab llze the embankment and all disturbed areas above the sediment pool
and downstream from the trap immediately after construction (References, Surface
Stabilization).
12. Show the dl stance from the top of the spI t Iway to the sediment cleanout
level (one-half the design depth) on the plans and mark It In the field.
Maintenance
Inspect temporary sediment traps after each period of significant rainfall.
Remove sediment and restore the trap to Its original dimensions when the
sediment has accumulated to one-half the design depth of the trap. Place the
sediment that is removed in the designated disposal area and replace the
contaminated part of the gravel facing.
Check the structure for damage from erosion or piping. Periodically check the
depth of the spillway to ensure It Is a minimum of 1.5 ft below the low point of
the embankment. Immediately fill any settlement of the embankment to slightly
above design grade. Any riprap displaced from the spillway must be replaced
Immediately,
After all sediment -producing areas have been permanently stabilized, remove the
structure and oil unstable sediment. Smooth the area to blend with the adjoining
areas and stabilize properly (References, Surface Stabilization).
PUBLIC ROAD
6" MINIMUM
THICKNESS
2" -3' COARSE �
AGGREGATE
NOTE: SEE NARRATIVE
FOR MORE DETAIL.
GRAVEL CONSTRUCTION
ENTRANCE, WIDTH
AS REQUIRED
am l; /► / � �
JOSMANSAIN
.a_. -, .e -.,, a, t
AUG 1 8 2005
I3y
Practice 6.06
NTS
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDEN77AL
P.O. Box 4041
ViImington, NC 28406
[phone]
IEi
2
U
U
In
F- CID
O �N
aJ
Z
I'(f)U
LIJ
LULUUu
ZinW i
� Q m
LU
W(OoO�
(n - (n �_
W
O
h J
� 03m0
F-
to
0�ZOto
WW ZW() Z
ZQ= pOW ¢
WGQ �Q=
of
W
03 �00 WSW Q
m0U) WWp�z �¢Z
Cl p00 0-
ZIXWQ ¢¢z(n )-�¢
OWz
UO J0 Z WzzZ
KIt Q��0cn ¢¢i
0
W2-g0i_E
O QOO GJZW
FU Ot¢=
¢En
3UQ0� Zp
Sin ~W
QZ:z 1z o
ti V)p( UZZ� ?a
ZOUZ tu¢WM ZU)
WO �ZO:Z En
Z
W T O
1
QQ- QQgWgU LU
U �jO (nRFV Mj U
Q. g
-
o a�¢ Q Z c� EL
pQ0 WOWd OZU
DATE.• 8-10-05
Z Q O Z O u j a
HORZ. SCALE AS SHOWN
z¢z p 0 ¢ Ir Z
30W~ iY�?Z (�WZ
VERT. SCALE- N/A
oelf� zzoF moo¢
i=nIL-5 C1kc¢p OZ�
DRAWN BY.• HSR
CHECKED BY. HSR
JNW� OIWn Q�Q
ii ¢
C Q;ZO¢
PROJECT NO.: 05-0047
0:0 OZI-
WQZ-I UO(n
Sheet No. Of

3.51FT
PROPOSED NEW SIDEWALK (POND)
193 SF
i
PROPOSED IMPERVIOUS ARE._ _.........._ ._ ___...._ . _._
BUILDINGS = 1,722 SF
ASPHALT = Z217 SF
SIDEWALK/OONCREIE = 975 SF
TOTAL = 4,914 SF (0.11 ACRES)
18 SF IMPERVIOUS CREDIT REMAINING
PROPOSED IMPERVIOUS AREAS DRAINING TO BASIN 1 -
BUILDINGS = 0 SF
ASPHALT = Z700 SF
SIDEWALK = 112.7
TOTAL = Z812 SF (0.06 ACRES)
PROPOSED IMPERVIOUS AREAS DRAINING TO BASIN 2 -
BUILDINGS = 17,362 SF
ASPHALT = 0 SF
SIDEWALK = Z148 SF
FUTURE IMPERVIOUS = 26,230 SF
f X—I
10
PROPOSED NEW SIpEWAIX (2)
1,928 SF
lb
33
32
31
PROPOSED NEW KING (1)
Z 700 SF
PROP SoNEW SIDEWALK (1)
112
1 PROPOSED NEW BUILDING ADDIBON (POND)
922 SF
PROPOSED NEW SIDEWALK (22) 0.16Ff
2�
W
--� 3 (1
-_� 31 WW
♦ N
♦ W
J
\ AREA TO BASIN 1 I
= a21 ACRES
3o I
"d
%
a I I
PROPOSED NEW (2) I I
444 SF
OOFTf�ma
?a WATE4
a us j
1 "
W
n� o
3 n
&VT V'
PROPOSED NEW BUI ING (2)
17,362 SF
I Li
L0
V b
I� I
zs ,
AREA TO BASIN 2 '
= 1.35 ACRES
I
4 � O
m
TOTAL = 45,740 SF (1.05 ACRES) /ry0 Iry
2�
I Nm
I
I
CURB
J �
N
w
28 f1�
a
� Uµ m
ON11
N I I
Fm�Z
mmmummo U
N�
J u
27
\ I
Z,
G18 CP
LIGHT '
27
INV=2 /
z>
PROPOSED SITE
AP ROVED
NORTH CAROLINA ENVIRONMENTAL
MANAGEMENT COMMISSION
DIVM UA TY
AUG 1 8 2005
IiY`s_tJ��j16_$OS
30 15 0 30 60 90
SCALE IN FEET. 1 30'
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDEN77AL
P.O. Box 4041
Wilmington, NC 28406
[phone]
2
O
y
LIZ
2
W
Q
Lu
U
U
ti 00
O �
LLJ
L�U
Z
� U
O Q m n
Lu ul)
W(0Z
W
3
` O
III,/
le 11-1
SEAL
3 _
INEE�•'S
Wed/o
W
r
0
Y
bi
w
z
w
DATE. 8-17-05
HORZ. SCALE.• I" 30'
VERT. SCALE. N/A
DRAWN BY. RLW
CHECKED BY. HSR
PROJECT NO.: 05-0047
Sheet No. 1 Of
f

L OCA TION MAP
NOT TO SCALE
U.S. Hwy 17
7-
0
A
SR 1163
Angel Trace Rd.) S1TE o �/
a 2
SURVEY PERFORMED BY 07W,% PRONDED
BY DIWMNS LAND SURWMG PA
VARIES I VARIES
PARKING DRIVE PATH PARKING
►I
SPACE SPACE
VARIES
8 FF ELEVATION
6" ABC STONE
(REVERSE/INVERTED CROWN)
TYPICAL PARKING BAY SECTION
NOT TO SCALE
8 1 FF ELEVATION
1.5"ASPHALT MpX
2.0% 3
0.5% MIN.
4" MARL OR 7' CONCRETE SIDEWALK
6" ABC STONE
(CONNECTING TO EXISTING ASPHALT)
TYPICAL PARKING BAY SECTION
NOT TO SCALE
KEY
TC -
TOP OF CURB
GL -
GUTTER LINE
FS -
FINISHED SURFACE
TW -
TOP OF WALK
BW -
BOTTOM OF WALL
EP -
EDGE OF PAVEMENT
HP -
HIGH POINT
TG -
TOP OF GRATE
TB - TOP OF BOX (ACCESS COVER)
,7'►717I�Ce7.�
1. CONTRACTOR TO MAKE SMOOTH TRANSITION
FROM INVERTED CROWN TO SHEET FLOW IN
DESIGNATED AREAS
2. CONTRACTOR TO ENSURE POSITIVE DRAINAGE
IN ALL FINISHED AREAS.
4, 56 42 -
N S6,1p .8 1— - t --
'I CC -- _---_ - - -- --
--- 32
Z
• �' '— 15" CULVERT 30
S
en Q30
29
1g ® ® x—x�X=�_x11 x—x—x x—x_I ---- %�
PAIrNG LOT / _ -- `
\
001,
GONGRE V• 30 4 jOFS III 31 -----. _,
igM 3o m yts �B
x 5
ryq jai 'CtI I 3r 31A FP 5 �—---..�
30 y2� x STORAGE BUILDING � x x—x- i w
ry o
N� FF=31.5 •• FWER -
ryA " 6 — �`� GRINDER
QO p X _X_X X 9 0
OP 1
X—X—X_X
_X—
7J FENCE X� .04
2 GURO
N N N N N N N N x 1
1 II x NEW BUILDING ADDI DON o
N N N N N I— x FF=31.05
-... za mvwu+wN Nwnwmv x x x ELV 31.00 � A
u
FENCE '
ELV 31.05 ELV 31.01 ELV 31.0 w zs 1
0
WATER ELEVATION
OCT. 11, 2004 i II o� `off
25.13 MSL ELV 30.96e
Oo „ F
L
e� ��. CD74
O c 4/m� w ELV 31.07 7�d
��6p� 70
-7 �o N
II _ • _ - WATER
-... _ ((��++
OO 7 ��oq ELEC®
UN
04
dJ 4) 9, p14
Z INV= .44
ELV 31.03 NEW
WORSHIP �
BUILDING -
`co°7y I CURB
I' Lo
O
°f1 „*,,A -5 WA Ln
26
26 I � ELV 31.02 z
2% m
F
v1 CURB CURB =o o
1I vI m
- in
. u
q p CD
0 C N
m
o x
27
x
0 0 NN Q
� C� [Y�(y �yyp
J.1 SDMOP S
----
,r — — — — — — — — — — — — — — — — — —28
i 0
--- - - - -
- o I
i I I
ON
CURB = ��-----'"---------------------� I ------I
ao a
vm
Nll _.__. --.-. 28 - __- __-. 01
y 01 a;n
0-
27
1 CURB
1 I
y� 27
I� I A P U l
R A
I
,,{,� I
N ry [gpNNN
IIAUG11 8 20 5
COASTAL
SITE
DESIGN, PC
ENGINEERING
LAND PLANNING
COMMERCIAL / RESIDEN77AL
P.O. Box 4041
Vilmington, NC 28406
[phone]
U
p Op
a Q
Lu
v=i V
Q x
z
LO
��m0)
BQ
z
ozo
inoz
U Cam.,)
W cz
? Y
W
y
V j
�
om
O
a
0
N
Y
a
w
w
O
Z
w
DATE.• 8-18-05
HORZ. SCALE: 1'= 30'
VERT. SCALE. N/A
DRAWN BY- RLW
CHECKED BY. HSR
PROJECT NO.: 05-0047
Sheet No. Of

u
c
o�
� o.
0
CONN�GT EX•'4° TIL15 ly.
TO PROP. (," U.O.
APPnO'VED
NORTH CAROLINA ENVIRONMENTAL
n MANAGEMENT COMMISSION
R F W TER O LITY
5'S LF 24 960 go. S
1-1E26ENc4 SPILLWAY IW. Q+}.'ll \ \\ I 1
1W. OUT 29.o \ 1 \ \\ \ 1
U -roko u.� a pun -ET S eL c7U2e [Vt'aIL \ \\ POMP
\ 1 I
c�
K ,t Y y F1+¢ri lEl t I \
sa '�a„nuiuuuumunuunuurttnnr m mm mum uurnuumuutr �uumnu�in,rnwun- \ \\ I Nam-740. 5
NwL 2d •O
V TdTEb I _ N 03'4 '45' M 180.0_01 L Imo, _\ I I F3Uf 141.0 j
1
GILT ER
co
I
u
14 \
__--_ l'
----%4lei
----%, . Feks%Ia I r IeolPEa Z a u�. zs.o) \\ 1 11 'A�1 II if
EtitE¢GK 1
\ 111 m o1551PdT c K
I
I vec�►zdo� c�oL� coulzs>v raa�n
\ I V II I / OITC14 To Pam( I�&% row � 40
vp,r� ",^� e N' 1\ t2�X1M� NO@1G1L F'LOvI
.Zzz' �\ 1 +� \ 11 aF TL=12 f7tTcH SLdt✓ES A2E 57Ai
PRAFt� Et7 Co Li NOEtZOt71�IN I14NO a -o Ok 60MV-0L MASUIZE
1AMNOLCW6ISZNeCC
Wit
ENt�4 ��C.KT1L&I! rSGGK
IIIIII III I ----_ — \ li'I� NV.2L1 TIL
I
G
loll II11 ( /�-------_—_\ �� \ II it 1hNl z4. , \ �oyQ ,r• I
r1
IIIIIIIj \ I I 1
II11 I \ I
'mti
U D. 1 \ 1
Illj �11 o� \I ��` e TRE\ cTION �Ax
„ .cQ .�
I I lil b I SWAL.E \\.
i
© �' IIIII III I G4 © — — o \ '�
� Ilil 111 I I-------- — — — — - \`
Fi
IIII iI I \ I � ILI AM
.�--_
INV. ZI:4(o
\I
IIII I I PHASE III °
FAMILY LIFE CENITER PHASE II
FF=31.0 Z
141 I I F-I
IZ>;L.00,b -�.:. �-•--. __� a Zl.o
- - _03 41- 45 N 350.00
2d
p7yw, IIIRIIIIII I_r I_I�a. ��'.�I .������p,v� --'
I I
I I 2ELAy do LF' tE cHP(G0122UC�'�C3 r1�TLV� P'IY�,}
, TO NEW FaQ�OES
^ INJ. IN Z°L5
' I 1W.OUT 29.0
I I
\ II III
\ II II I
CANNEGT New d U.O. To (U.D = L1ND�CC7L?.alht�
.s...--.- AN .1 ri
\ II :ENV. i 2S.0
�0 IIII III i To BE VERIFI ID IN T► G FIELD.
I II
+
4 Iilm II I
\ Ij W II I © 2 SWALE DETAIL
I � I Ilm III I
I o I Im I
1� 11 II I mac. d TIL B 3
I II I I f
�w / II
I
I I
IIIII Iro,r IIIIIIII i 'o �®
E�
TILE
I * I
II�Y.25.Z i 46,
��_ ti 2 SwaZ o
1� \ (EHFf�P112( OE I21N&
i \ OITc,4J TO FIE P, LLrrO
NEW r✓ uNDf MAI \p 0.270 \\�11\,i /c-& W/�'1 ss
r u
I SIX* 1
-me
�I / �E1(. TEMP
\i�\l. SEd1MENT
03'a,E„o0.o0
10
�� — -----� ---�-------.,NO=HWY:^0904L�-� '
i
STORM DRAINAGE/GRADING PLAN
1"=30'
ALTERNATE C-1
-1 ICNo EX.4" SOCX-r1Lf5 _
I1 �-
aiTLer PIPE ® lZr 21v ec
I
I
TIMBER ENER(
II _
Iv Q! Pvc, 1't ONG�
Ivor
W/ C{?�
c
o V+
Lo
T
OD
d
cr
N
�Vcy
Lo
In
r—gx
■
Inmi
UJ
'p
L�N
W
O)
vm
cis
a�im
Z
m
Q
M
Q
W
�
W8
Z
V
W 5
W
Z6
Q
z
Q
sea .�
W
o
a�
W
cr,
;g
0
t/)
Q
0
co
he
.co
ci
4
• p
a
Z
0
C'3
c
°
_E
co
cio
co
M
O
�
r
m
c
a
T
o)
ho
CARO""',
Seal
a SE AL l �1 _

-rzcv view
ZZ (34� piw- (f AsT
CONC. P.biC WITH
4 KN66COUT 1��NELS
1w. CAT Z5.5
Nwl- &-5
WEIt2 ON 3 5106S IN 4Wr-K n VgNNEL tJ7 WEl2.
aN 3& SIDE WI 0 pipe
HWL Z4.0
I"J'1(. C,dW6NIZED S avi-COL .125)
L1WHINUH) EXQ�Noeo t-CrN- 90< PGGk
I OL.dl+E I,d 1" P/G,T
24.0
-TQQSN 26CY
OUTLET STRUCTURE DETAIL
NIC
TOO OF (-ONO Z7.0
Za.'1 Top ov SpIU wAY
!Q 50yEC,iETdTE� NwL 26.5
u O Cyl. FILTER CSer--e LF n _ — NWL Zd.O
I
2� 2'
TOP Z
TOP OF 5p"WAY alll-
2QI OUTLET
pipe PSIS
_ Ir N• Z5.-5
EMERGENCY SPILLWAY DET,
NIC

1
!ej LF 24' Il 20.5
10 EME2UENGy smu waY I W. o T `23
G� ?OP 26.E q OUTLET ST2.UGTU 2E t'7��AIL \ \ \1 � �
*Low,
F�TNEN
auuuuuuuuuuuuunuurtlnu� u� wm uuuu uunuununuuuuuunuu�n�nuuun� NWL Z(a.5 L�
vEGETl\TEr� - _ - - N 03' 41' 45' W 180. 001 I -AAA \ WT Ia .o
o' D,o , - -- 1 \\ 71 1 M
o �. C- FILTEF- a kES. 2� V A
� M
o' b0
1 24 rZIG PG \ 23 \ \ 1 I
y' 1 EN 2Gy ° j 23 \ \ 1
COl 4 TILE ti
_ SIJ r 24
o TD P+2OP a" U.o. L D1xIP
h o<P EX. RELo ;1iT El?_.DCCc� 11 � �., ...� i' /eti ,�. ,.,_� . .,..... f ti` ZI.o � ah 2v I PiSAP
2� Z'S \ I w Eh1E2G�Y I
"` --- U-;41'45_W 350.00 -- -- _-_ 24 Z Zv \ m OIZSIPBTI G
G 21P QGQ' �m li urNuumuuuuunnn nu�uu � � u � 1 i 10
,1'- OIll To PAY W PASS N 6NO
TOP dF 5E21 Z1.1 D 0 0 \ Q I w
�� y \ ° t2E5UME fT' moll FLOW -
PtZOP�C-b (otl UNDEtZDt71�tN ', I �� abN \ jl 1 All OITGN SLol Alze 5TA",
- �� Xi � � � , �� _ _- -_ = - - (FSY oT'1-1?✓Ks) \\ �� - - - -- - - � - - -- - -- -- -- � _ _ _ _ _ � 1 � �1Nto E2o9oN GONTeoI. MEASU2E5
11Al2NOLOW6cE12-NEGESS,d12�(
___- _�_
�ND4'SOGKTILE I I III — �_ =�__ - - - — ------
t — — —tip \II Ir / � j11 i I
IIIIII III I V I II / NV ZLI TIL G. I i AA I11
IIIII III \ I I - \ IIIIII \ � p I I
v FL1TLle PAYING t
��
IIIII ' �� w m titi4v A'V\112s VA1 �1\ x V �bti�� \\ V ItN N
ItiN. oZu.S
IIIII III ! v A� ti p`�e ��i V1�1 NEW Cn U.o. v - ltr 2a.o
II III V 0
I 0 y Q T2E oP�JfEGT10N Q i a� A \
4VI
\ I
II III U V-SWdLE ��-------------------�
GONNEGT NEW u.D. TO (U U. L1N1�EI2bC'L1lht�
0 \ o \ \\ I i3° �P INV. II I EXIST. d�'1].O.
ti°cow IIIII III — — — — —� I 11 ��4.G. I2� IP \ c� Z5.IZ I INV. t 2s.0
ti
O IIIII IIII III IIII I TO BE VERIFIED IN TF}E FIC-4LD
vv -n°
/ _ \
�+ I
I111 Ili _ I v � III I--___-4-_�=_-�_
�' / r Z �' INV. ZL4(o \ \\\ �/ Q \ o , I II I 2 SWALE DETAIL. _
I �I
PHASE III
IIII ICI i'I FAMILY LIFE CENTER PHASE II
, e m
FF=31.0 _ ,II
���
IIII � I I �� I_I � - - - - - - -- - -, � �� >✓;�� � � zo / �I i I
IIII I
I11, I h � � ; I � / / I
EX. d° SOGk III I. 'C° 30
Q
I'� = / \ ` ' 2'' z swat g rryv.Zs.4z I tih m6
IIt
I I I o.z o
/430�\ \\\V
60woUA v I I emo Ex.4 1x5GV TILE
n I Q Ft)iUeE t2s�� �.. ��\��
A\\ / )
II'� it l tiy'
z8.ti
ti ll TO Fie
/ A IIIp �11V1 G GfIdO 51N�LE a 0.5to� 111 I II I I New c, UN.Oiev e�N o.2%
c-�
� � \�V1111 � ,N/'�' i
A��\V i� �E1C.TEMP. \ (� °�p� IIIII IIIII
✓/ / � � � \iceA �Tr�p �\ �P �� $1.0 III III I
01
—� ---_ --- — ---_ — --- SO03 41'45' E 500.00
,
3
pipeJ
Q 12 12119
TIMBER ENERGY
—_— _ _—__---_----
--- _----_---.2
---
--.-- _--. —. qa
-- —
-
V
STORM DRAINAGE/GRADING PLAN
1"-30`
ALTERNATE C-1
ALl eo / pvc,Gizd Gl
PATOFi
NOY 5 1991 �U
utm
'ROJ .5 9/0$0�
NCB � SEA �CL1-IIT�G��.L �T.41L
to t'Oe r2Lol;-�
t`10 WCn_-,Aill AL.Gr2�1E0 6r4 SITe,
(�V
N
—
N
N
0
oQL
�
N
_
V
QQQQ
CE
LO
00
N
d Q V M
Z to
U) _ U)
INININ
0 I
O=m J W)
.�QNCl) �
O — — ai
Z
�y'+
m Q ii Q
W
� V
0
Z
INIIIII
13 Q V
Wes_
0
W
0 Z
ZJO�
p��Cq0
m
W�
m WWiIIIII
G
U)
00
N
Q
Q
.i
�
z
�
®
o
c
�
E
-
Q
O
co
do 00
��
I
a7 �'
�
O�
r
a. rn
Seal
CARO
. .....
Ilk.
•��SEAL9l�
10972
713 11-171
7-31-91
Date
As Shown
Scale
tbm
Drawn By
Checked By
C-2A 6
Sheet of
91009
Project No.
f

IA x III x 1 172" CaALVONIZED
CHANNEL
11g1Gu we 11z OPENING
W 10144 OF KNOCKoI•A -
ON 3 SIOEs C~ e0x
M
kTAeT-*-f.JN"9TJ I % 11:4 i1
ZZI K 34 P1ZE 6AST
CONC. r3r-� WITH
4 KNC01l JT PLiNELs
IW. OJT Z5.15
NON - SF- ONZ Cr120UT
TACK WeLo
Hwl- ZG 5
WEIr2 ON 3 51CIC-S IN YN(X-KA1T q�,tJEL No WE12
ON W sloe WI Z41, Pipe
"L Z4.0
IA2,1(,
III0099ENING 012 GROUT
IN QLACE d 10 ?VC PIPe
24.0
T2,65H 124CK
OUTLET STRUCTURE DETAIL
NIC
PAVEMENT DETAIL
AT ENTRANCE
I
31Co
GRASSED SWALE DETAIL
TOO OF PONO 27.0
WITHTOPOL SPLLWAY LI or �'ITH i2GSNG 0
K1.15N TOPGt' GONCKCTr
2 50 \Je&ET1&-rr=0 HWL 2b 5 ZY
Tov, u, o ��� FILTER (Sec- LEFT— — NWL. Zd.O
I�
II
71V
I! ucLe
��A N
�Y j0
/ N
p
' Toa 27.0
TOP OF S9PILLWAY 2Yo.�,
I
Z4' OUTLET
PIPE Fri EwlPG12Y1 %
INV. Z35 /
1
L Id "
EMERGENCY SPILLWAY DETAIL
ST N(� DARO 2'
CURS S GUTTER
SIDEWALK VAN. .Q'
12C%PAtl510PIJ0INT- P
4
E IS•
SECTION A -A
NIC
ISOMETRIC VIEW
SIDEWALK
PAVEMENT
/lffj//`,�.
SCORE
.,,
SLOPE 12 -1 MAX.
H.C. RAMP DETAI
m
�/d fZE:LNFCI2G,INCir_ 1'.a�
IM►�K.Y�P l$' SNTZJ �J�Gr�"�E
ri,
2'1 I -Z
GYt1 P,J�i
PAVEMENT DETAIL
ALTERNATE C-3
• TURNED DOWN SIDEWALK
DETAIL
EEL C�gl-E
EXTRUDED CURB DETAIL
ALTERNATE C- 3
Z
,{ rv-6HP- GRd.Tr
4 �6LA-- TINDALL 123-L W Z3-12
OR EGT.11V/aIENT
(�ONTI�1L101]S
CONC, WHEEL STOP DETAIL
ALTERNATE C- 3
4E C,ANOPy
6NG1✓ WITH
a�srs a O.C.
yr LJEAv L.LVGL.
-TREE PROTECTION DETAIL
TIN6&l1- Pm-6
EdUNALENT
OUTFLO•N PIGS
CATCH BASIN DETAIL
FY
S
N
y
C
H
a
ui)
00
lA
N
4 Q
U
M
T
V Cm
LA
�
L
2
�=gom
0
Lu
n
Q N
CJ)
cc- •
mQ�z
W
O
w
w
Cn
J
H
III
co
♦^ Q
Q:
N
Q
U
Z
C
C
W Q
3
00
co O
05 CO
x O
m
O
CL rn
t�tpnnnrrh�
CAR04/N.,,��
Seal
9
9`
-
•. 10972
`
O
CE SIA
0%
�� 11 rlrr itt q
7-31-91-
Date
_ -
No Scale
Scale
t bm
Drawn By
arl
Checked By
C-6
6
Sheet of
_
91009
Project No.
ALTERNATE C- 3

L EGENo
O
a
0
to
I 11 \\\\ \\ 1 I I
I
N 05041'4eW I I Ieo-00,
®40 vEC- IFTA
KiLT�2 Z ZLT
NEW V-5WALE \ 3 \ 4 Zy 23 \\\ \ \\
Gfb0E0 a 0. 3% 50' x IZl' \ \ \ \
�yo \ \ l 1 2 I
° ZG n 00 Z Z25 } 2 2`4 II I
HIN. 5r 1\ 1 z
CIZ ELEV. Z4.0\
Data for
SEASIDE U.M.
CHURCH 91009
Page 2
Prepared
by SITEWORKS
DESIGN GROUP, F.A.
7 May 91
HydroCAD
Release 2.51
(c) 1986-1990 Applied Microcomputer Systems
SUBCATCHHENT 1 to 9999=======------------------------------- --'------
RUNOFF BY RATIONAL METHOD: DURATION= 10 MIN INTEN= 6.30 IN/HR
SUBCAT AREA LEN SLOPE Tc WGT'D PEAK
NUMBER '(ACRE) (FT) (,%) (MIN) --- GROUND COVERS (mCN) --- CN C (CFS)
III III \ I IIIIIII \\ I \ \ ` I I 1 .63 io 100%00 - .70 2.2
2 3.00 10 1001%00 .35 5.3
2ELAY 40 LF le
3 .22 10 100%00 - - 70 .8
Ap NEW LLY
11` IDI� \�\ \ \ \ \ V , - � I \ / I 4 _ .00 10 1009600 .35 1.8
II'I lI Zu.o 5 .30 10 1005,000 .35 .5
IIIII III u ° \\\\ \ II\\\\`\\ \ 1 \\ \ \I II I 1014 Z-r. sg Ex 15T.
INV. 2°t.C5 NEW 6 .34 i0 IOOtOO .35 .6
Data � r SEASIDE U.M. CHURCH 91009 Page 3
Prepared by SITEIiORKS DESIGN GROUP, P.A. 7 May 91
HydroCAD Release 2.51 (c) 1986-1990 Applied Microcomputer Systems
y�T \\�\�\\
II Zia I \\ C \�� \\\\\\\\ \ \ \ \ \��� I III I I I REACH �u 9999
\\\\�\\ \ I \ \
REACH ROUTING BY STOR-IND METHOD
B 0 T T 0 M SIDE PEAK CONTACT PEAK
CIAfIl WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout
(FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (SEC) (CFS)
\ q
\\ \\\ \\ \ 1 II I 1.0 .33 .33 .020 390 .0050 2-0 193 1.5
IIIII tiy. \ ,TEMIP020R�/ QEWATE21NC� \\.�Fzi, ( II I
II pITGH \\\ I I I I I i . 33 .33 .020 480 .0050 2 - 6 186• 4.0
C°
.0 .33 .33 .020 260 .0050 i-6 165 .5
(
1 . G - - .013 40 .0125 3.5 11 .5
27- -
RL
,��ILT FeW--e
Z9
II IIII _ _ - - - - - - `PL dGE L1.D. IN Wr_.-e9i5T. VrZ4I 96CV_rILL
II III ❑ v-5WdLK (VJ/ 3:1 55.0O.5% `27 /
DIZA1 RACE -Ae6A
I
I
I0
I
m
I
R7N0 3.5'
PEEP
Ton
Z-7.1
I HWL
Zo•.I
NWL
24.0
WT.
zo.5
3:I SIOESLOP155
1
I
INN. 111_10I EXIST-
INV. Za.o NEW
O
Ito
2.0 .33 .33 .020 130 .0050 1.6 83 .5
PLAN U . D. 11,1 60TTOH EXIST. ^
PITCH IZEC�elu e NEW V-SINI&JE 6 5.0 .50 .50 .030 400 .0050 1.5 260 1.1
DIfI I I I W/ 3:1 `i5 Q0.5%.GC<VE�ELE1A110Ns SHOwN.A.E
GRAOE NEW SWALE \V1 3:1 x 2 0.5% \\� /7 24. iJ .013 30 .0030 1-6 19 0.0
3.0 .33 .33 .020 55 .0030 i . 1 50 0.0
kv,
1-0 .33 .33 .020 260 .0050 1.4 185 .4
12�e / I I \ iIl I yp` I CONSTRUCTION SEQUENCE.
1. Obtain plan approvals and other applicable permits.
2. Flag the work limits_
3. Hold preconstruction conference at least one week prior
to starting construction.
4_ Install construction entrance-
( 5_ Install temporary sediment basins.
6. Install sediment fence as noted on the plans.
I \ \\\\\I I II I 7_ Grade new V-swales, and perform other grading as noted
on the plan_
8. Stabilize all disturbed areas as soon as practical
after grading operations.
GIZ&VEL GNP C]H \ I ` \ I / i a�i 11 I 9. Estimated time to final stabilization is 1 year.
I� TOP ZG.O
�I SEdIHIrNT TeAP 01 odx3S j I 1'EIC�Q•A015- EXIST. CITGI1 ,
TOG T5.0 3 W IDe W/ 3: I cs � o 1*/55Lo,V, \ \ \ III IIIII
em ZZ.S T9F-WoIZ6VW 5Tt2AW NET LINING
I TZM51TION TO
O
/TE a 2 K V-9s, F-W// 31 \ \\I 31.o y III IIII I 2rixr�p x(a7NIGK
a
7L
D12AIN Ge STWC-TUP-e
- - -?r3 - - - e)C 1ST. (: 1_ (061Z
V20P05e:0 GONZOUtZ
n15 Al Ids .coHWY
67,
OP I }
W
O
TOP Or eANV_
Y.
ELEV. Z6±
LJ
EROSION CONTROL/
GRADING PLAN
1"=30'
APZ GO.ISTVUGTION ENTPANCE
E)1ST. PeT mow
%.
.p. To U.S. Hwy. 17
ECEIV ELD)
MAY a 1"'
DEM
raoj a1o45II
y
c
I
Ln
qT
00
N
M
N = CMZ Pk-
i V Lf) = Ln
O
OWm JLn
�ONCI) �
Cc - •- of
Z
m Q M Q
W
Cn
V
0
i
Z L)
Q W =
a Z v
z W �
� Q
Q 0
W =
0 Cl) W
a
N
Q
CCO
U
Z
0 �R
O
C
E
W Q
O
00 O
rn CO
-
Cl)
00
rn
O
a rn
Seal
Date
As Shown
Scale
tbm
Drawn By
cis
Checked By
C-1 2
Sheet of
91009
Project Np.
e
e
e
e
e

V'NE NiPt 5''
--5ILI FENCE'
PLAN VIEW
C.-CH BASIN UTILIZING SILT FENCE
40tES
USE 51LT FENCE -'NOLHO AL_ n 1AI3 IS
'�IfPI NG-CNSTRUC'TION
SSE YGT FENCE ONLY WHEN iNe NAG, AWA
:! NOT EXCEED 1/4 ACRE ARL Nt'.ER N
AREAS OF CONCENFNATED FLOW
BMAX
'.414IgxLE S DIRECTED BY THE ENGINEER
FRONT VIEW
FOR REPAIR OF SILT FENCE
FAILURES, USE NO 57
WASHED STORE
SILT FENCE DETAIL
GRASSED SWALE DETAIL
-STEEL OR N000 POST
�WI.E FAWN¢
SILT FENCE FABRIC
/( SKPILAP ONLY IF LIFE Of
PROJECT IS LESS THAN
W MONTHS)
o MILL SLOPE
3
3
-Y 6- MIN. COVER OVER
'IT
°
ANCHOR SKIRT AS
DIRECTED BY ENGINEER
SIDE VIEW
-- - - - — — -- - - - I --
30 MIN
_
}�
I
v'A
�.
.'F'v . . •: A
Ir•r.,
• dd
II 25 OF WIDTH OF
ry,••
PROPOSED STREET,
EXISTING
• R•e
WHICHEVER IS
ROADWAY
ABC •
GREATER
Pl-
PLAN
EXISTING - NEW OON 5' UC`ON
ROADWAY
i
6 MIN .•1'fy �l °• 12 MIN
CROSS SECTION
CONSTRUCTION ENTRANCE DETAIL
_TOP L,_—
'S WnSIIEG
NRI,7R S"Or1E-7
EXISTING SLOPE
FRONT VIEW
a'
>I
tI piP-HAP
VG PIES
SIDE VIEW
IE SILT II, 41,'T,, ETLIY NEE
EXI$ G 'CPC �F '4t 14-
PF; P_�
CHECKED DAM DETAIL
CAAPv a"Al P MIv
TOP OF REP.- SIDE S CF Sv'_LWAY
LO I, I".9 OF STCQMWATER �•
ex-
•••ti °-I •LOOD DR ,SE �C-IE _ _ _ _ _ STCNE n • ]'SEDIMENT STORAGE ZONE 1' MIN
id �(O
! TDTgL 8451N CA P4CITY)
•MIN i 1. _ «. _ — — _ _ — — _ _.
�I 6 MAX SIT
DEPTH
v
AE �' ', aaP-RAP/ �'..
MAXIMUM LEVEL OF SEDIMENT COLLECTED.
CLEAN BASIN WHEN THIS LEVEL IS REACHEDVI IS MIN N 9 _a n y
SECTION THRU BASIN 81 FLTER
MIN
CARRY RIP -RAP ;P
/ SIDES OF SPILLWA; --
IO' MIN
MIN. FREEBOARD >�
.
­1 RIP -RAP
---�5 wgSHEO
'T�''
iTONE
`
)' APPROX
SECTION
THRU BERM
9
FILTER
NOTE _
USE FOR DRAINAGE AREAS
NOT EXCEEDING A(EIGHT)
ACRES
PERSPECTIVE VIEW
TEMPORARY SEDIMENT BASIN DETAIL
5
Ip [ CCOV�In�
" " �IAY a ,;x ►U
DEM
paoj #
N
C
O
CID
Q
T
V I
T
i
00
N
M
W = CM
Pk.
Pk.
O
O W m J
�
0 CV u
Q
W
Cl)
U
O
ix M
W
Z �U)
O Q
J
U �
W
00Fn-
Cl)
/O�
Ir
W
00
N
V)
Q
U
Z
V
O
5)
C
•CIOLIJ
E
_
W
00
00 co
On co
C'7 d)
m ti
O
V•
T
Seal
Date
No Scale
Scale
tbm
Drawn By
arl
Checked By
C-2
2
Sheet of
_91009
Project No.
_
J