SW8051112_Approved Plans_20070305

US R� 9��M1k
�* JS F
SITE
✓aCkf YS � aT
CR� LPG
LOCATION MAP
NOT TO SCALE
MAINTENANCE PLAN
GF
f
-r
% 01L
1. All measures to be inspected weekly and after any rainfall
event and needed repairs made immediately,
2. Sediment Basin to be cleaned out when the level of sediment
reaches 5.6' below water surface, Riser structure to be cleaned
if excess water above design surface no longer drains
properly,
3. Sediment to be removed from pond foreboy when it is
approximately 25% filled or sediment level is within 5.6 of
water surface.
4. Sediment to be removed from behind the 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.
5. All seeded areas shall be fertilized, mulched, and re -seeded
as necessary, according to specifications provided, to
maintain a suitable vegetative cover.
6. Construction entrances to be maintained in a condition to prevent
mud or sediment from leaving the construction site. Periodic
topdressing with 2"stone may be required, Remove all objectionable
material spilled, washed, or tracked onto public roadways immediately,
7. Inspect check dams for damage after every rainfall event and repair
as necessary to maintain design height and cross section.
VEGETATIVE PLAN -
1, Permanent vegetation to be established in accordance with
North Carolina Erosion and Sediment Control Planning and
Design Manual", Section 6,11, latest version. See next Sheet.
MODIFICATIONS TO SW8 051112
OUTLETSTRUCTURE
NTS
0.5'V1EIR CUT j
ELEVATION- 18.5
TRASH RACK BOLTED
SECURELY IN PLACE
OUTLET
18'RCP
6" PVC WITH/
1-1/2" HOLE
ORIFACE
Q5'HVR CUT
TRASH RACK
PLAN VIEW
5
CONSTRUCT 1 3 MAX.
EL-19.6 GRATE TOP
90; EL80W DOWN TRASH
8 'BEL 0W WSEL RACK
EL= 18.5
4" _
WSEL= MIN,
lzov
INV=
S13 1-1/2" HOLE IN 17.0
6'PVC PiPE, OR
1-1/2' PER 'ORA TED
PVC W/ GRAVEL
AND FABRIC FILTER
MAINTAIN COVER
ON OUTLET PIPE
�0.5'IMOE OUTLET
WEIR CUT 18 RCP
16.3
9"GROUT !N-
OR CONC.
POND BOTTOM 4X4 Precast Conc.Box
POND BOTTOM MAY BE OVER-
ELEV= NCProducts 4849 or Equivalent EXCAVATED FOR SEDIMENT STORAGE SECTION VIEW
SW8 051112
EMERGENCY EMBANKMENT TOP= 21.0✓
SPILLWAY= 49,1-; 19.6
Ill as
w w (D 18"RCP
Li
M to
OUTLET PIPE ✓ c°
80LF ® 0.6%
SEE NEXT SHEET
FOR ADDITIONAL w
OUTI_=T STRUCTURE
AND ROSION CONTROL
DEL= _=
EMBANKMENT
NOT TO SCALE
x 1
� 1
Q No
LU
0
-
\ \ I LL_ 1 V)
\ W 10
/9/101
CO
♦ \10
r.,.... \
C.11
Vn
0Alm1
3
51
1781
9Z ®----
�. �`
- I sA l �
1
,\ NOTES.
1. PORTABLE PUMP TO BE USED TO DRAIN
POND IN CASE OF EMERGENCY. PUMP TO BE it 35 'FES
PLACED ON TOP OF BERM WITH SCREEN INV. 16.49
ATTACHED TO HOSE INLET AND COVERED WITH 1 ��
STONE, HOSE OUTLET TO DRAIN ACROSS STABLE SW8 051112
UPLAND AREA SUFFICIENT TO RESTRICT EROSION. ASBUILT �' o
2, ALL BUILDING ROOF DRAINS MUST BE DIRECTED 18"RCP®0.6% OUTLET
INTO THE STORM DRAINAGE COLLECTION TOP BOX= -10.0 19.5 19.6 ' 2 3
SYSTEM OR INTO THE STREET/PARKING LOT, 6-PVC W/ 1-1/2"HOLE
OR 1-1/2"PERFORATED PVC 16.96
✓ WEIR EL= 18.9 18.5 18.54 Q
WEIR LENGTH=zz- 0.5 l lW
AQUATIC VEGETATION ZONE
FROM EL-= 16.0 TO EL= 17.0 IE OUT= 16,5
SUITABLE SPECIES FOR PLANTING IN EM,SPILLWAY LENGTH= 40' 40' r ``
a, THIS ZONE ARE AS FOLLOWS:
~- - SAGITTARIA LATIFOLiA (COMMON ARROWHEAD) TOP LOF BANK=� 19.$' 2;6
""'^--- - SAGITTARIA LANCiFOLIA (DUCK POTATO)
112 _ - SAURURUS CERNUUS (LIZARDTAIL)
! ' -- - PELTANDRA ViRGiNICA (ARROW ARUM)
iF ONE OR MORE OF THE SUGGESTED SPECIES (D
IS UNAVAILABLE, APPROPRIATE WETLANDS
.� VEGETATION COMMON TO THE COASTAL CAROLINA ! /
'- -. __ �' ---�� f REGION MAY BE SUBSTITUTED, Q
1- U tore p / � LJ
0 V jn d EMERbENGY SPILLWA
ELEV, 19.6
TOP OF OUTLE
STRUCTURE 1 <
WEIR INV 18:522, 6"PVG INV 16,R�/I1; CeN.223
f 36 "FES UiVQ
• • ® -- - _
IN V16.49
. x 20,4/
• �� '-se-- _ .2�,1 �iT77<��� / i' // /''/ ,,46� E7t pins
`wwgw
0
x 1 x DRAIN POND IN AN
• x 21 / x 5 1..� --� \ 15,8 x x 2�
'� 6 9 2.9 1 ci 1 EMERGENCY.
/ J6� 14-3---
r / 1 4 x 13, �.7 /
a I �x�`. Cx ,4 4,16 �9 BOTTOM 8.6'
x 20 5 x 16 �x 1�61 �� 4 3' -x 9,Z4--
I x 16,8 14/ � ��l 1 1
k 16,3� 1 1' 8 fX 1 4 k 21.7
�J x lea, 4 \\ �j/ x 21,1
• •• x 20 `8 \ 1
n
• 0
IS
6 O� /9�
• J 1� €i.2
••
16.2 �k 16,9 % / x 20,
� 'a x ,} k•f 6� ///��j / // / /
141/ /
- 34. AS -BUILT SUMMARY .
5/ k 29 j ITEM AS -BUILT
1. Impervious area (bldgs., etc.) 3.2 acres
2. Normal pool surface area 13,660 sf
j J x 3�\61•4- -� ''�/ r` 3. Normal pool Surface Elevation 17.0 MSL
Actual pool Surface Elevation 17.0 MSL
EMERGENCY SPILLWAY �\` '� x 1 / / 4. Pond depth (deepest point) 8.4 feet
x 16,5 /
ELEV. 19.6 x 20,6 - j4 / /''f f,F yfr� 5, Bottom elevation (deepest) 8.6 MSL
x 6. Orifice elevation 17.0 MSL
TOP OF OUTLE x 2011 x 20, -_ _ ---' x 20.8 ,' 7. Weir elevation (State storage) 18.5 MSL
STRUCTURE 19.60 INV 16.25 x 20.7 ,, 8. state storage volume 23,460 cf
9. 10 shelf -Yes
WEIR INV 18.54
ff 10. 10'access Yes
6"PVC INV 16.96 °' x 20,4 ! 11. Forebay Yes
12. Outlet elevation 16,3 MSL
13. Primary Spillway elevation 19.6 MSL
i 14, Emergency Spillway elevation 19.6 MSL
24 RCP / 15. Average embankment elev. 20.7 MSL
IN 15.87 ' ,l 16. Side slopes (typixcal) 3: 1 to 4: 1
/'f , 17. Orifice size 6" PVC w/1-1/2"holl
4
TOP BOX = 19.8 19.6 STATE STORAGE VOLUME
POND - T4 "rove-tif 23,"0 cf
WEIR CUT EL= 18.5 "®'E17- i e"8" 0 EL- 18.5
NORMAL WSEL= 17.0 ✓ __ �7 _
\�� 10'VEGETATED /�
STATE SHELF
® 10:1
Aquatic Vegetation Zone
.............. _...
POND BOTTOM EL= 11.0
BENOVER BOTTOM M Y
������/ EXCAVATED FOR
SEDIMENT STORAGE
A
SW8 051112
WESTGATE - OCEANGATE
PLAZA
WATER QUALITY POND CONSIDERATIONS
-
Surface Area required = ;,489 5f-
9,800 sf
Surface Area provided =-1.3-886--sf
13,660 sf
Storage Volume required = -6,55 cf-
15,700 cf
Storage Volume provided = -i ,568
f- 23,460 ct
F�
50 25 0 50 100
Scale in feet: 1"= 50'
67
6'min, 12'min, SEE PLAN
ALL SLOPES o
3:1 MAXIMUM w
Forebay volume
WSEL 20% of required wo
17.0 storage, typical -
1,0'
,�o� Forebay
o0 Bottom OUTLET
'0 4'min.�4 Elev.= N PROTECTION
Qe / 12 AS ON
h
Armor as necessary
minimum 1' Stone
FOREBA Y SECTION DETAIL
NOT TO SCALE
Future paving
>� M►NATER POND, 2 .
C
E�A/V
0.4
22.1
174! A PORTABLE PUMP
TO BE USED TO
!� 1 4 ��i \ DRAIN POND IN AN
/y1 x
-,q�e t .a kl,'.'"- ?AERGENCY,
X
BOTTOM 8.6'
1S7 •6
Ocean Gate Plaza Pond
x lf,• 6c416.0 al� 6, �A,B211
A Pond WSEL= 17,0 ✓
Surface= 13,000sf ✓
'r� 2 z--_x,6-.9/�! 20. Nominal Depth= 6,0 ✓
41 ' Bottom=10.0 ve
� k,/ .4, SEE INSET NOTES:
SURVEYED IN MARCH OF 2008.
RE -INSPECTED JUL Y 2009.
O.k k 20. �,-�y._"'_---_>>�•-� /h 20.8 20.
6 16.25 20,7
33 - -- 2jP OF
01 ` BANK
r/24" RCP /
//`` .,� INV 15.87
15.9
PERMITTED
I SEE DWQ#
SW8 040703
HunterStore Apartments
10
DESIGN DATA SW8 051112 VOLUME REQUIRED: R=[(P)(Pj)(Rv)/12xA)
WESTGATE- OCEAN GATE PLAZA -Wet detention/retention pond
Additional Calculation Summary for NCDENR / DWQ : SEE PAGES A.1 and A.2, "Controlling Urban Runoff:
WATER QUALITY CONSIDERATIONS - A Practical Manual for Planning and Designing Urban BMPs"
(P)= 1"
Impervious area calculations: See Project Data Sheet
(Pj)= 0.9
TOTAL IMPERVIOUS - 4.20 acres (Rv)- 0.05 + 0.9(4.2/10.7) - 0.403
TOTAL AREA DRAINING TO POND - 10.70 acres (A)= 10.7
R= [(1)(0.403/12](10.7) 0 0.360 acre-feet
10.7 acres total - 4.2 acres Impervious = 6.5 acre green
= 15,700 cf REQUIRED STORAGE
SA REQUIRED: 4.2 / 10.7 - 0.39, or 39X 22,000 cf PROVIDED STORAGE O ELEV.- 18.5
DRAWDOWN:
At 6.0' depth, 90% TSS removal, from chart - SA/DA factor == 2.1 Average head from storage elevation to orifice -
18.5 - 17.0 / 2 - 0.75' 1-i/2" PVC drain to drox-dc:,-: pond:
5.00 x 0.01 x 2.1 = 9,800 sf SA REQUIRED Orifice equation: Q = CA(2gh) 1/2
At Elev. = 17.0 = 13,000 sf SA PROVIDED T = 4 days
REV. NO. REVISIONS DATE
Copyright 0, Hanover Design Services, P.A., All rights reserved. Reproduction or use of the contents of this document, or odditions or deletions to this
document, in whole or part, without written consent of the Lond Surveyor or Engineer, is prohibited. Only copies from the original of this document,
marked with the original signature and original seal of the Surveyor or Engineer, shall be consldered to be valid and true copies.
JUL 2 1 2009
BY:
OCEAN GATE PLAZA at WESTGATE POND
BRUNSWiCK COUNTY,ATED Pq TOWN
L NOR LAND CAROLINA (POND AS D U I LT
Date:
3-19- 08
Scale
AS SHOWN
Drawn;
JJ
Checked:
DSH
Project No:
6309-road3-POND
-ASBUiLT.DITU
Sheet No:
1
1
Of;

EROSION & SEDIMENT CONTROL and WATER QUALITY PLAN.
Line Line ID
Flow Line
size Line
L
IE
IE
Line HGL
HGL
no,
rate
DIA
type
down
up
slope down
up
(cfs)
(in)
LF
(ft) (ft)
(%) (Ft)
(Ft)
1
1 to 2
27,19
36
Cir
66
16.50
16,70
0.30 19.50
19.58
2
2 to 3
26.47
36
Cir
36
16,70
16,80
0,28 19.70
19,74
3
EX,2 TO 3
10.34
24
Cir
58
17.70
17,80
0.17 19.77
19,87
4
EX.3 TO 4
9.47
24
Cir
36
17.80
17,90
0.28 19.89
19,90
5
EXA TO 5
8,89
24
Or
44
18,00
18.10
0,23 20,00
20,05
6
5 TO 6
8,31
24
Cir
17
18.10
18,20
0,59 20,10
20,12
7
6 TO 7
7.23
24
Cir
232
18.20
19.20
0,43 20.20
20.40
8
7 TO 8
5.06
24
Cir
192
19.20
19.70
0.26 21,20-
21.27
9
8 TO 9
2.17
18
Cir
180
20.20
20.50
0.17 21.70
21.76
10
9 TO 10
2,17
18
Cir
76
20.50
20,80
0.39 22.00
22,02
it
10 TO 11
1.81
18
Cir
112
20.80
21,00
0,18 22,30
22,32
12
11 TO 12
1.08
18
Cir
36
21.00
21,10
0.28 22.50
22,50
13
6 TO 6A
1.08
18
Cir
17
18.50
18.60
0.59 20.13
20.13
14
7 TO 7A
1.08
18
Cir
17
19.40
19.60
1.18 20.90
20.90
15
7 TO 7B
1.08
18
Cir
17
19.40
19.60
1,18 20,90
20.90
16
8 TO 8A
1.45
18
Cir
17
20,00
20,20
1.18 21,50
21.50
17
8 TO BB
1.45
18
Cir
17
20,00
20,20
1,18 21.50
21.50
18
NEW3 TO 4
15,26
30
Cir
172
17.30
17.50
0.12 19.80
20.00
19
NEW4 TO 5
14.11
30
Cir
204
17.50
17.80
0.15 20.01
20.20
20
5 TO 6
12,37
30
Cir
392
17.80
18.10
0.08 20.30
20.60
21
6 TO 7
9.95
30
Cir
372
18.10
18.40
0.08 20.61
20.78
22
7 TO 8
7.83
24
Cir
356
18.80
19.00
0.06 20,80
21.16
23
8 TO 9
4.26
24
Cir
36
19.00
19.10
0.28 21.17
21.18
24
9 TO 10
3.68
24
Cir
94
19.10
19.30
0.21 21.19
21.21
25
10 TO 11
2.42
18
Cir
94
19,30
19.50
0.21 21.21
21.25
26
11 TO 12
1.84
18
Cir
36
19.50
19,60
0.28 21.25
21.26
27
12 TO 12A
1.26
18
Cir
94
19.60
19,80
0,21 21.26
21.28
28
NEW4 TO 4A
0.58
18
Cir
36
18.50
18.70
0.56 20,01
20.02
29
5 TO 5A
0.87
18
Cir
36
18,80
19,00
0.56 20.30
20.30
30
6 TO 6A
1.26
18
Cir
36
19.00
19.20
0.56 20.61
20.61
31
7 TO 7A
1.01
18
Cir
36
19.30
19,50
0.56 20.80
20.80
32
8 TO 8A
3.00
18
Cir
104
19.00
19.20
0.19 21.17
21.25
33
BA TO 811
1.73
19
Cir
105
19.20
19,40
019 21.25
21,27
34
8B TO 8C
0.87
18
Cir
36
19,40
19.50
0,28 21.28
21.28
Notes,
Project
file, 6309-west,stM
Return
period =
25 Yrs,
Line Line ID
Flow size
Line
L
IE
IE
Line HGL
HGL
no.
rate
DIA
type
down
up
slope down up
(cf s)
(in)
LF
(ft)
(ft)
(%) (f t) (f t)
1
19 TO 20
23,98
30
Cir
48
10,30
10.50
0.42 12.80
12.93
2
20 TO 20A
23.12
30
Cir
36
10.50
10,60
0.28 13,00
13,10
3
20A TO 22A
20.54
30
Cir
404
11.00
12.50
0.37 13.50
14.31
4
22A TO 23A
18.82
30
Cir
348
12.50
13.30
0.23 15.00
15.56
5
23A TO 24A
17.09
30
Cir
312
13.30
13.90
0.19 15.80
16.26
6
24ATO 25A
15.37
30
Cir
242
13,90
14.20
0.12 16.40
16.68
7
25A TO 27
14.07
24
Cir
55
14.20
14.50
0.55 16.69
16.88
8
27 TO 28
11.12
24
Cir
20
14.50
14.60
0.50 16.91
16.95
9
28 TO 29
10.47
24
Cir
35
14.60
14.80
0.57 16.97
17.03
10
29 TO 30
9.17
24
Cir
389
15.50
16.50
0.26 17.50
18.02
11
30 TO 31
6.87
18
Cir
410
16.50
18,00
0.37 18.04
19.44
12
31 TO 32
4.58
18
Cir
311
18.50
20,10
0.51 20.00
20.92
13
32 TO 33
2.74
18
CIr
234
20,10
20.50
0.17 21.60
21.73
14
33 TO 34
1.43
18
Cir
93
20,50
20.70
0,22 22.00
22.01
15
20A TO 21
1.72
18
Cir
269
12,00
14.70
1.00 13.50
15.20
16
21 TO 21A
0.86
18
Cir
36
14.70
14.80
0.28 16,20
16.20
17
22A TO 22B
0.86
18
CIr
36
13.50
13.70
0.56 15,00
15.00
18
23A TO 23B
0.86
18
Cir
36
14.30
14,40
0.28 15,80
15,80
19
2 4A TO 2 4B
08 , 6
18
Cir
36
16 ,90
17.00
0.28 18.40
18.40
20
25A TO 25B
0,65
18
Cir
36
15,20
15,30
0,28 16,70
16.70
21
27 TO 35
2.30
18
Cir
312
15,50
17.50
0.64 17.00
18.08
22
35 TO 35A
1.15
18
Cir
20
17,50
17.60
0.50 19,00
19.00
23
29 TO 29A
0.6518
Cir
36
15,80
15.90
0.28 1730
17.30
24
30 TO 30A
1,15
18
Cir
36
17.00
17.10
0,28 18,50
18,50
25
31 TO 31A
1,15
18
Cir
36
18,50
18.60
0.28 20.00
20.00
26
32 TO 32A
0.86
18
Cir
36
20.10
20.20
0.28 21.60
21.60
27
33 TO 33A
0.65
18
Cir
36
20,50
20.60
0.28 22.00
22.00
Notes,
Project file, 6309-east,stM
Return period =
25 Yrs.
Line Line ID
Flow size Line L
IE
IE
Line HGL
HGL
no,
rate DIA
type
LF
down up
(ft) (ft)
slope down up
(%) (ft) (ft)
1
(trs) (in)
EX.OUT TO EX, 8,50 24
Cir
35
20.50
20.60
0.29 2250 22.54
2
EX.TO NEW13
7.85 24
Cir
28
20.60
20.70
0.36 22.60 22.62
3
13 TO 14
7.20 24
Cir
136
20.70
20.90
0.15 22.70 22.81
4
14 TO 15
2.61 18
Cir
177
21.00
21.20
0.11 22.82 22.91
22.92
5
15 TO 16
1.30 18
Cir
75
21.20
21,40
0.27 22.91
6
16 TO 16A
0.65 18
Cir
36
21.40
21.50
0,28 22.92 22.92
7
14 TO 14A
0,86 18
Cir
36
21.30
21.40
0,28 22.82 22.82
8
15 TO 15A
0.65 18
Cir
36
21.30
21.40
0.28 22.91 22.91
9
14 TO 17
2.87 18
Cir
383
36
21.00
21,50
21.50
21.60
0.13 22.82 23,06
0.28 23.06 23,07
10
17 TO 17A
1.43 18
Cir
Notes,
Project file, 6309-north.stm
Return period =
25 Yrs,
GENERAL NOTES:
1. This map is not for conveyance, recordation, or sales.
2. Portions of this property are located within o special flood
hazard area according to Flood Insurance Rate Map Community
Panel #3702095-0130C, effective date May 15, 1986.
3. This property is zoned Town of Leland MIT, C-2.
4. Sewer service to be public. Water service to be public.
5. Boundary not field surveyed at this time. Topographic survey
data by Hanover Design Services & Arnold W,Corson, PLS, PC.
LEGEND
STMH-14 •
PROP. STORM MANHOLE
PROPOSED SANITARY
= SEWER & MANHOLE
00148
DROP INLETS
EXISTING SANITARY
SEWER & MANHOLE
WL
SSMH-1 0
PRORSAN/TARY MANHOLE
PROPOSED WATERLINE
® & HYDRANT ASSEMBLY
Fol
IRON /N EXIST, CONC. MON.
------- EXISTING WATERLINE
E.I.P.
EXIST, IRON PIPE
PROPOSED STORM
®
I
WATER METER
SERVICE CONNECTION
SEWER &CATCH
BASIN
E.C.M.
EXIST. CONCRETE MON.
E.I.P. = EXISTING IRON PIPE
X
GATE VALVE
E.I.R. = EXISTING IRON REBAR
p
REDUCER
E.C.M. = EXISTING CONCRETE MONUMENT
LS. = IRON SET
Sg�
DRAINAGE FLOW
W/V = WATER VALVE
+49.0
INDICATES SPOT ELEVATION
=
W/M WATER METER
F/H = FIRE HYDRANT
P/P = POWER POLE
TREE (TYPICAL)
C.P. = COMPUTED POINT
FIRE HYDRANT ASSEMBLY
W
r
f
:w
I
b i
v
_ c
M
J\ ,
\ SW8040703
I
LOCATED IN THE TOWN Of LELAND
BRUNSWICK COUNTY
NORTH CAROLINA
DATE: JUNE 2006
10
SITE p
✓q�Frs z oyA
LOCATION MAP
NOT TO SCALE
(0)
Q J �Ncj
� PQ
P\_11
LSD.
aOPO � \ , ,/�•
4NOY COMMUNICATIONS
80igCCEEg .48
EMENT
,
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-- I
s _ I
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�J�-�
I
TOTAL �\ "� I 1 - �//-��-� _ { ;4.
loS TRACT4
I/ o M F. f
hill �� �
�9.60 ACtRES
VI
1
V
R•ACT 10 i !' '-J
j 1
\\ 1' i• t � \ (, 1 ff 1 6 404 WE"ND
\\ TI►CT 8 I I 992'ACRES
ri
C
T 7
ACRES
rRACT
AC,VES VII I
w a
W
�\\``�
a=-------"-
'err -
404 WETLAND
\�l o
VJ
BENCHMARK LOCATIONS AND ELEVATIONS
LOCATION:
ELEVATION
1
NCDOT RW MON. SOUTH INTERSECTION OF
PLOOF ROAD & HIGHWAY 17
27.86
t
y661
\
00
�r
�s
0
CHAPEL LOOP
f Homes
rce
t0
_ ( 1
1 1
I �ITOWN et BEL,�,��u�g♦�
I �w 1 --- _ _ _ _ 1 I/,•'/ PUMP STATON \`-`•y
H.1-, 1� �T RACT 5 -.
; _
25.27 ACRES NQQRR' 1O�D
' 41.91 ACRESjT,
,AR_
®-1
mo\a:,.•
AREA 70 POND
)DA - 120 odes
r-
404 WETLAND
121.76 ACRES
RUN OF JACKEY'S CREEK
IS THE PROPERTY LINE
SCALE IN FEET� 1"= 00
im
REV. N0, I REVISIONS ` DAk
i
Coppight p, Hanover Design Service; P.A., All rights reserved Reproduction or use of tite contents of this document, or additions or deletions to this
docum� Who
le ole of port, without written consent of the Land Surwyor or Engineer, is prohiblted. Only copies Gam the original of this docwne:l,
marked with the original signature and arigi)al seal of the Surveyor or Engineer, shall be lkbonnsidered to be .did and Irue copies.
I
OVA
NORTH UJIAb-INAENVIROi !iviENTAL
MANAGEMENT C*MMIc SION
DIVISION OF WAIM OL AUTY
STANDARD OTEtS
1. Information co cerning underground utilities was obtained fro
available reco,ds. ff shall be the responsibility of the i
Contractor to determine the exact elevations and locations
of all existing utilities at all crossings prior to
commencing ench'! excavation, If actual clearances are less
than indicated on Flan, the Contractor shall contact the
Design Engine r before proceeding with construction. !;
Any condition discovered or existing that would necessitate
a modificatioA of these plans shall be brought to the attention
of the Design Engineer before proceeding with construction.
2. NO CONSTRUC T/ON IS TO BEGIN BEFORE LOCATION OF EXISTING
UTILITIES HA BEEN DETERMINED. CALL "NC ONE -CALL" AT LEAST
48 HOURS B FORE COMMENCING CONSTRUCTION.
3. All trees which are not required to be cleared for
constuction all be preserved wherever possible unless
otherwise dir cted,
4. Contractor sh ll adjust all manholes, valve and curb boxes to
the final gro a upon completion of all construction. Any bakes
damaged or therwise disturbed by the Contractor shall be
repaired at the expense of the Contractor.
5. The Contractor is responsible for controlling dust and erosidn
during const ction' at his expense. Parking areas shall be
watered to c ntrol dust when ordered by the Engineer. j
i
6. No geotechni&l testing has been performed on site. No
warranty is ode for suitability of subgrode, and undercut and
any required rep cc
ment with suitable material shall be the
responsibility f th l contractor,
7. Extreme care isho/l pe taken to ensure minimum separations at
all utility crossings.1
8. Contractor to ensure that pavement is placed so as to drain
positively to the parking lot inlets and catch basins. All roof
drain downspouts to be directed to the storm sewer system.
9. Contractor is responsible for obtaining all required permits.
10. This plan is r site grading, utilities, siting, and drainage only.
See building plons for details on utilities hookups to buildings.
11. Contractor and Builder are responsible for coordinating Finished
Floor Elevation of oVl buildings with the Owner and the Architect.
12. Affected Non Munic�oo/ Utilities shall be contacted and provided
with plans and other pertinent information, when feasible, to
coordinate opp opriate scheduling and placement. At the minimum
this should include BellSouth and CP&L,
MORE GENERAL NOTES:
1. ALL CONSTRU TION �O CONFORM TO TOWN OF LELAND STANDARDS
APPLICABLE S TE & LOCAL CODES.
2. CONTRACTOR 0 COORDINATE ANY REQUIRED TRAFFIC CONTROL WITH
THE STATE AND THE TOWN.
3, CARE SHALL BE TAKEN DURING FINAL GRADING TO ENSURE POSITIVE
DRAINAGE AWA FROM BUILDINGS AND TO RECEIVING STRUCTURES.
4, CONTRACTOR 1 RESPONSIBLE FOR COORDINATION OF ANY RELOCATIONS,
RE-ALIGNMEN ,DISCONNECTIONS OR CONNECTIONS OF EXISTING.
UTILITIES WITH APPLICABLE AUTHORITIES.
N INCLUDE REMOVAL OF EXISTING
5. CLEARING AND GRUBBING OF SITE TO NCL DE
CURB, ASPHALT, iNL&S, AND ANY OTHER STRUCTURES INCLUDING TREES,
T REQUIRED
STUMPS AND EBRIS EXISTING ON SITE, TREES NO T D BE
N MAIN N OTHERWISE DIRECTED.
CLEARED FOR ONS1`RUCTIO SHALL RE UNLESS
A I AMAINTAINEDF 6. MINIMUM SEPA T Ohl SHALL BE AS FOLLOWS:
a. HORIZONTAL CLEARANCE OF 10 FEET BETWEEN SANITARY SEWER AND
WATER MAINS, 1
b. WHERE VE TICAL !CLEARANCE IS LESS THAN 18" BETWEEN SANI TARY
SEWER ANO WATER OR WHERE SEWER LINE CROSSES ABOVE WATER
MAIN, BOTH PIPES SHALL BE DUCTILE IRON PIPE FOR A MINIMUM
OF 10' EITI IER SIDE OF CROSSING.
c. WHERE VEh TICAL ; CLEARANCE IS LESS THAN 12" BETWEEN SANI TARY
SEWER ANI STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON
PIPE FOR MINIMUM OF 10' EITHER SIDE OF CROSSING.
d. WHERE VERTICAL 'CLEARANCE IS LESS THAN 12" BETWEEN WATER
MAIN AND TOR DRAIN, WATER MAIN SHALL BE DUCTILE IRON
PIPE FOR MINIMUM OF 10' EITHER SIDE OF CROSSING.
Z CONTRACTOR T ENSURE THAT A MINIMUM OF 0,409 GRADE IS CONSTRUCTED
ON ALL 8"DIAM TER SANITARY SEWER MAINS.
8. SEE DETAIL SHEETS FOR TYPICAL UTILITIES HOOKUPS.
9. ALL LOCAL RESIDENTIAL AND COLLECTOR ROADS ARE TO BE BUILT TO
NCDOT STANDARDS. CONTRACTOR RESPONSIBLE FOR COMPACTION ;TESTING.
10. ALL SANITARY EWER! MAINS TO BE 8" UNLESS OTHERWISE INDICATED.
11. ALL WATER MA I S TO BE 8" UNLESS OTHERWISE INDICATED.
12. TWO VALVES A E REQUIRED AT "T" INTERSECTIONS AND ONE VALVVE ON
THE WATER LIN TO FIRE HYDRANTS.
13. A BLOW -OFF V LVE IS REQUIRED AT THE TERMINUS OF ALL "DEAD END"
WATER LINES. ! 1
14, A NCDENR / D Q WATER QUALITY PERMIT IS REQUIRED PRIOR I'd PLACING
ANY IMPERVIOUS SURFACES. INDIVIDUAL APPROVED SITE SPECIFIC PLANS
ARE REQUIRED koR FUTURE DEVELOPMENT.
i
i.
\
INDEX TO DRAWINGS
SHE
T No.
'DESCRIPTION
ORA WING No.
1 F 6
COVER SHE
T and GENERAL NOTES
6309-ESC-WQ1
2
F 6
WEST GATE rROSION & SEDIMENT CONTROL
6309-ESC-W03
3
OF 6
WEST GATE ROSION & SEDIMENT CONTROL
6309-ESC- WQ4
/
4
5
6
NOTE WELL:
PF 6
WEST GATE
WATER QUALITY OCEANGATE POND NO.1)
6309-ESC-WQ2
dF 6
WEST GATE
VATER QUALITY (PLAZA POND MOD)
6309-RD3-MOD
F 6
SEDIMENT CONTROL
SPECIFICATIONS & DETAILS
6309-ESC-WQ5
ATE CONSTRUCTION DRAWINGS", SHEETS 1-15 F6R MORE DETAILS.
SEE HDS "WEST
COVER SHEET and GENERAL
WESTGATO-
LOCATED iN THE TOWN
BRUNSWICk COUNTY
NOTES
Erosion Control
OF LELAND �
i
& Water Quality ;
TOWN CREEK TOWNSHIP
NORTH CAROLINA
Date:
8- i l -06
Scale:
1 "= 400'
Drawn:
DSH
'
1
���A fe
._°''' � �A��
�!"bSt(j�®Dfd�
• C1, , •�
a� S AL
%2 007
r � �
OWNER: 0
P
WI
(9
AN IGATE, LLC.
BD 3167
MIN(STON, NC 28406
0) 91-1196
Checked:
DSH
Project No:
6309-ESC-W01
+�adoe� R dESIGN SERVICES, P.A.
I
HANOVE
_� 4L►�� LAND RVEYORS, ENGINEERS & LAND PLANNERS
a
WIL WALNUT STREET
1 IS r WILMMGTON, N.C. 28401
PHONE: [phone]
dhollis hdsilm.com
IS
I i I/

0
10VNO
w OUTFALL CHANNE
INSET
GC
Q
Jr ��
iCag hp
i
A
A
U
NOTE WELL:
/
EROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE OF
NORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
LATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
NOTE WELL:
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A
15 DAY PERIOD SHALL BE TEMPORARILY
STABILIZED AS PER THE SPECIFICATIONS.
ANY SLOPES TO BE STABILIZED AFTER 15 DAYS.
SEE NEXT SHEET FOR EROSION dt. SEDIMENT CONTROL PRACTICES,
CONSTRUCTION SCHEDULE, MAINTENANCE d: VEGETATIVE PLANS.
0
IE22.90
T 3
=2
�u
NOTE: The twin 42" pipes and Ditch 2 into existing OCeangate Pond No.1
AND the new 30' pipe from existing Inlet 3 into existing Ocean Gate
Plaza Pond are to be constructed FIRST and left open to facilitate
and accommodate oil disturbed area flows into the existing ponds.
Westgate Drive is to be substantially in cut and flows from
disturbed areas will generally travel along cut roadway to the existing
ponds. No sediment may leave site or enter any wetlands areas.
—7
' SNEE
SEr00
WASHED STONE P
CLASS 1 OR B
FLOW DIRECT*s
THICK ON FACE
EROSION CONTROL
FROM TOE OF DAM
STONE
TO WEIR.
I
FILTER
2' NA_X
FABRIC
AT CENTER
SECTION A -A
CLASS 1 OR B 1
MIN
1,5' MIN
EROSION CONTROL
STONE'
GRASS -LINED
FILTER FABRIC
_
]I
A
CHECK DAM DETAIL
NOT TO SCALE
CD
OP
I La=20' I TRIPLE — 24"RCP
2-SEPARATION RAIN.
og00000 —
d50=3" 15'
00000o
Apron=ll MIN.
6Qo°o°0 —
0
00
�n
MINIMUM
DIMENSIONS
OUTLET AT CULVERT
11 Cy
OUTLET PROTECTION
NOT TO SCALE
Te \
or
vS n e8 StOck .
_ e V/y AiZ
\ °w "o, cot
\ � o�ds %y °a\
`�R, ay IP B
\ �
\ Ir
CT 10
u
0
< SEE INSET THIS
I 1 ­4 _L
195
I I I -- _--_ _ �—
FOR FUTURE
_ 12EXTENSION I _T _ l
END P. T. �_ I -�_ I
ENO 9 e Ll
_�J
• v I I
.BA 'RICH t C N I I rr�'r_
SF —
Oh Cr e _T — —
o k SubdiviS _T -- — _ —
1 1°" 1 C I
C7
IP — _ —
CATCH 2HAO BASINS IP EX 194 _l
18PLT-1B'SRT I STA 12+71 a l ' ' I
1
to 18A CE ,� 13
x IE d13 CAATCH"BASH 14 15 I I
EX IE17.3 6 J'
CCNMCI ro I
'TA 12+15 $ ^ U 1 7 { 18 I h 9
B'LT ,e'RT B 8 � I
POLF
15 20
15A EXISTING TO � —�' ML --L�a_ G � -
B WATER T 2 3 1 2 4 I I --
I 25 _
21
` __�__ 28 2 9 '
193 I I \ T \ 30
I I I N I.A. -_�__ 31 32 I I
192 T; HT HA 33
15 I I ._ I rr RB�R 34
L rn Q �R�V 35
SMH-15 ; OD IP '�CT,� 36',
STA 11+1 ^ A bO T 37
1
astt
\ IEzO. D cn r 1 38 39
14 'INC 00 a t eItgato\38LF 13 IE20,50 I
EVS — co N
TWC T
CIS BASINS �RAIMACE EA T� I Q \ I
IP 1qA y� IP OP ow:i 8 =ANT co
aao 1, —�
CATCH BASINS
co
STA ,0+35 �\ �
18'LT-18'RT }� pREV
St►,a IOUS LO "
0 98040
\
28R o'
-� 0)
to ` �- �_ '_ co I CO n
3 •� — c0
,a ; ca
9AH-16
STA 9+12 � L
N� —
ONN is
35
DA= 39 acres ` \ W
= EARTH n= 0.020 PREyoUS Lop 402
GRASS LINED n 0.045 BARE E o BR
nominal s= 0.19 \ \ Q
CAPACITY = 165 cfs ® 2.2 fps \\ \ (
°V I
0(2)= 49 cfs V2 EARTH= 2.56pS V2 GRASS= 1.4fps \
0(25)= 78 cfs V25 EARTH= 2.9fps V25 GRASS= 1,6fps IP \
n Ip AC
/ NOTE. Line channel with jute mesh until stable. CATCH BASNS
Check dams every 15OLF. STA a+50 s6
4 � ,e'LT-te'RT 17A
30, � Y � I SMH-17 17 \
1 STA 8+0,
F
GAJC IP
B= 5'
M=3
_
`moo\ .�
GRASS LINED CHANNEL I \
BETWEEN TRACT 8 AND TRACT 9 I \ "�
NTS I - N
o Silt Fence Around
01 c Stocpile Areas
1 TA +00
I
30.5 ACRES ADDITIONAL DISTURBED
AREA THIS SHEET
IP '1;1
13 IP �
oe 3 ` + 8C MODER ROUN A N
I ® ONE W Y ROTAR
I IP � r _- 340
Silt Fence Around Temporay 4 2, ND TRIPNG
°A
StOCplle Areas Typical e�' �`�,. �` STACAT H , es 'Ns
��
Tempora /°�
rY as neQe S I , z. B•
TRIPLE 24•RCP
ISO kpil a FOR. FUTURE USE IP s exa cRoss °V "i2 zA'
s'
a CATCH BABI IP STA 3+BO F.HYO "' CP ROUNDABOUT •! •��
H STA 5+25 t 2 Ip
_ 1B'LT-15'R
39B �,/dQ� � STP 0+83 34A i
s.o iS
B'Cv -uy I 1B RT I P
AS CES ARY
TYP
NE
270LFSMH-2 �r'i,�r"'� , y IP
F.H I. IP i STA 1+50 Wev ss.
J
2 IPCONNECTION 7A W OP IP ,D aJ J �ze
SMH-21 A
MAINTAIN CLEARANCE ZS'LT STA +21 Y CONCRETE lmNOUTNIC v
BETWEEN FORCE MAIN ISLAND (SURFACE MOUNTED)
AND WATER MAN DR SEE NCDOT e52.01 BA 5
USE DUCTILE IRON PIPE / ADDI AAS IP 11 ST• 1+e5
t r-te' IP
�Z SMH 23
LOD
Z
CTo C
U I
l�
i
CD
I
�m
CID
^O q
/ ZIP
CD
l 03
o
/ a
U
V
100 50 0 100
SCALE //V FEET.1"-- 100,
2'BO 23 ST 1+e II
CONNECTION �rEN�P,BAR STAT0-11 Ir
26
LOD Silt Fence Around Temporay
Stoopile Areas Typical
Tempo
rOrY Stockpile St kpile
P ess
as necessary fie ore ry
ICAT BASINS a8 tic
STA IP 32 te'LT-1e
!� SSTA 11+ 4
CATCH BASINS 25'L7 r.�--
- 23ALF
X- W8 980403 t t .`-3 r ram. I g
N IP " SMH-11
+ �+ 410LF
j STA 4+19 ,
S}i g 25'RT 30
Roadway Ir) �, ` 8t 10 CAT 2�p
Flow Tow Cut (typical) iP � 6AL,";8'RT
orris Rbodwa
Y � 5F
LOD '
if nece sary
30.5 ACRES ADDITIONAL DI TU BED SltIon gcany oW are s
AREA THIS i SH ET
49.0 ACRES TOTAL ADDITI A DISTURBEDCT
rb�
i
j
1
! ii
NO WELL. SEE HDS "WE TGA TE CONSTRUCTION DRAWINGS", SHEET/ S 1-119 FOR MORE DETAILS.
C
�Y I
11,
REVISED AS
ER LQS
COMMENTS
9-20-06
REVI
NO.
REVISIONS
DATE
O:opyrlght Q, Hanover Design Services, P., MI 'this reasrved Reproduction or we of the Contents of this document, or
obcuhlent hr whole or part, without milt Consent of the Land Surveyor or Engineer, Is prohiblled. Only copies kam the okgdnol
bdditions or deletions to this
of this document,
malted with the orlgMd signature and or al seaI of the Surveyor or Engineer, shoo be considered to be v f1d and true o*be.
EROSION CONTROL PLANS
Date:
WESTGATI'E- Erosion
Control
& Water uali
�:
tg-"-06
SC019:
LOCATED IN THE TO OF LELAND
TOWN CREEK TOWNSHIP
1 "= 100'
BRUNSWICK COUNTY
NORTH CAROLINA
Drawn:
DSH
G�Q���e�,�
e®"gn"•,
OWNER: OCEAN
GATE, LLC.
Checked:
DISH
ram' i$®�tSSIp,;y9,,�'
0 BOX 3167
Project No:
E
ISE
ILMINGTON, NC 28406
d
Al
910) 791-1196
6309-ESC-WQ3
)�0007
44�1 �E�C;;•r�� ,
A°��� �i °••••'' �`•v� HANOVER'DESIGN SERVICES, P.A.
°mt _aA O•*�� LAN SURktYORS; ENGINEERS dr LAND PLANNERS
_J WALNUT STREET
WIL
WILMINGTON, N.C. 28401
Z� `LJL fS� PHONE: [phone]OD2
dhollis @ hdsilm,CO

i 1 I I i I NOTE WELL:
EROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE OF
NORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES, (
LATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
L\ NOTE WELL:
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A
15 DAY PERIOD SHALL BE TEMPORARILY
STABILIZED AS PER THE SPECIFICATIONS.
BlrCh Creek
ter I -i I ANY SLOPES TO BE STABILIZED AFTER 15 DAYS.
eekSubd►visi � ; I----_
on
\ J --
I 1 1 1 -T _/
_F_ - - - _ _--J i L
1
I
I � I
P 610
�_-�S 9g U'
I I 04028 1 1 rr -
1 40 i 41 I 42 1 43 I 44 I i ' The �1rbo' ' � I - �- ,- � -f ,- - _ I J I I I I ll \�_ �
-I J 1 1 45 I 1 1 rs atl i �- J 1 J 1 J I I I
- -L - - - - 1 , 46 1 47 1 , 1 1 " ' es tga f llr I ' J J I I J , I --2 O' D . E .
-L--_ 148 49 1
� i 50 JJ 51 J I J I J J j I Jl pR� J I -_T
i 52 1 53 i 54 ll I 1 SOUS 98040�SR I' 1 - i- - L _ _ I _ - - 20'D.E.
--L_ 1 55 1 i 1 I I - Q
56 1 57 I J 1 I 1 1 I 7- -_
�IA,�°I J 1 e�Tyl- I I 1 58 I 59 J 60 ' 1 I I 1 J J / /- T_`--
1 � -L I J 1 /
MINIMUM CKFIL 8' �OLLIIPACTFD
THICK LAYER
OF GRAVEL
wRE IVA
RE
V-TRENCII
14"MIIeM1M
a i SECTION 1'MNIMIAI SECTION
SF SEDIMENT FENCE !(SILT FENCE )
NT8
PRAcncEen
C° i `�' 1 I I 1 1 "1 J ,ea �� ' ' j T' �''L -_ I I I 61 16 2 1 6 3 1 J ' 1 /-
1I I J J I 1 I 1 1 T- -L--L_ I I 64 1
to
Iga„Na 67 /
-1- ` -1 I EX16R s I to 1 d- I I 1 J 1- --I III� i / 68Isis.-
69
PR�j _ "- s *OD� --�__I I I I ,� I 1 ' I j_- J \L\ l l70
D S LOp 980 - - _ '" ' -� - _ ' 1 I I I to
\ /
BR 1 -� -� I �- I
CE 71
1 I _ �Ewy ` - _ owQSwe o4os> _ -\ _ 1 I 1 1 I I o 1 / \
-�`! °' / 72
u +oo eEcsPRE-0/73
I raANSTRaM S 9
4- - -__ // 74
02 / I
75
CD / / \ \�\
m DR A A A TO o.1\\ \ \ ��°�// // ���_rT �__ �
M I SNNE FITTINGSFITTINGS
ITd.ESSARY
la DA 12
IP I I ISTA4+ Mry
ATCH s INSTA 3+ I \ \
T-9' T
35 Silt Fence Around Temporay - \ I In1 N II \�
G I IP Stocpile Areas Typical / -�- _ \ \ \ \ _ _ I _ I
H-6
11
R
7
12 7
LOD _ 424
L l I ll Silt I \ _- `79 I
lP IP { / S o c AC ES T TA A I I TURBED
AI l 12 I 1 1 '
2B / / IP e e s ?�Por 1 .5 A D T R ED i '� i � I `80
/ Z yPfCO y NOTE: The twin 42" Les and Ditch 2 into existingOceon ote Pond No.i I
IP w / A EA THIS AND the new 30" pipe from existing Inlet 3 into existing Ocean Gate
37aF f9�= �! _\ Q$ty69 V / Plaza Pond are to be constructed FIRST and left open to facilitate �\ `811 ' I
Q0403� and accommodate all disturbed area flows into the existing ponds. m
27 sr C ` COD Westgate Drive is to be substantially in cut and flows from _ _ _ - (V I II
7 cv a(� / disturbed areas will generally travel along cut roadway to the existing
Tempo, \ ponds. No sediment may leave site or enter any wetlands areas. d'
IP �~ T �, F c 24A IP °S receft° c<P;le / / 123 0000 1 �82� 1
SMH-
zsA 5+ 7 8 IP IP 122 0
//
W_
/ BASNS 248 � t- - _ _ - \ \ @ � C,' � � \ O
LOD f sTA ,e 18'LT B'R6 \ \ rp N. �07�e 121 I I l
T s^CV
Roo z3s F_H 4 \ \ SQ OS T je p 1
~ F-10W y in�,CU IP SMH \ '/e �a; ,o0 120 1 \ 8b
\ \ W°' d3 r� pt('Q�) 24 LTSTA22+4a \ dLP 1 �y --ExrJe.tB \ `
\ _ way \ \ IP61
STA 25+4 \ =
STA
CATCH 8 S
/ \
B'LTZSB
---�� \ \ \ � \ Chonnei with to 118 -
Une I U.g sto eO CD
J _ \ esh
GC pffCH 2 93 -
t3°a°
\ \ \ 19 O N° 42'RCPs
OP \
NEW U1-TNECE BOXE
I SF \ \ I 1 1 7 � DEP7RHTkARYS
\ \
� I -
\ e'cv
�\ 0/ `% _ ge�r�ie oRis H-2 2 21_ s� _ 115 IP
i
/ 404 WETLANDS
I
100 50 0 100
SCALE IN FEET' 1"_ 100'
/ NSF
/
04 WETLANDS
IP
UAIKJ
\ Si )f H 5NS
1BLT-,8'RT IP
SF \ �`
\\ \ \/ SF-/ on
j 2'X 4' FRAME AROUND
CREST OF OVERFLOW
STAKED 2'X a
j 1.5' MAXIMUM HEIGHT
WOODEN FRAME
SEE NARRATIVE FOR
3' SPACING\
\\
MORE DETAIL AND
ALTERNATE METHODS
GATHER EXCESS
FILTER FABRIC
AT CORNERS
X
N
EXTENSION OF
FABIT' V MIN.
Z
INTO TRENCH
,'CRUSHED STONE OR
I
12'COMPACTED SOr.
Z 1n
ol
am\
I\
I t o
FILTER FABRIO!
PERNOUS SHEET OF
NYLON, POLYESTER, OR
ETHYLENE YARN, EXTRA
DROP INLET
I Vol Ili ORATE I
STRENGTH ( 60 PSI MN.)
I
WITH ULTRAVIOLET RAY
J
INHIBITORS AND STABA12ERe
`I
'LXCnAAFTRir' W `LJ
INTO
PRACTICEHi51
PUBLIC
•�wwe•
PLANNED EROSION AND SEDIMENT CONTROL PRAC710ES -
CE 1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6.06
Shall be installed at the entrances of the proposed
project in and from Westgate Drive or other roadways. Drainage
is away from the road and sedimentation will be controlled
with downstream practices. During wet weather it may be
necessary to wash truck tires at these locations.
2. LAND GRADING
Practice 6.02
j Grading should be limited to areas as shown on the Plans.
Cut and fill slopes shall be 3:1 or flatter except where
specifically indicated. Care shall be token during land
grading activities not to damage existing trees that are
not required to be removed.
SF 3. SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the Pion,
first, to delineate and protect low areas, and around any
temporary stockpile areas as necessary to prevent any graded
interior areas from eroding onto adjacent lands or roadway, or
into Inlets
IP 4. INLET PROTECTION
Practice 6.52
Storm sewer inlet barriers of block and gfovel inlet
protection are to be constructed to help prevent sediment from
entering the storm sewer system. After permanent stabilization
of the entire contributing watershed area, the storm sewer
system is to be flushed to remove accumulated sediment and
ensure design flows.
VP 5. OUTLET STABILIZATION
Proctice 6.41
Riprop aprons will be located at the downbireo n end of
of discharge pipes to prevent scour.
6. CONSTRUCTION ROAD STABILIZATION
Practice 8.80
Upon reaching final grade and after storm' sewer has been
installed, roadways and parking areas ore to be stabilized by
placing sub -base course of approved 6" ABC stone, as shown in
the typical cross-section detoii on the Pion, to reduce
erosion and dust during the remainder of building construction.
$B 7. SEDIMENT BASIN
Practice 6.61
The Sediment Basins are the primary Practice t6 prevent
sediment from leaving the site. Detailed design and spillway
configurations are specified in the details as Shawn on this
Pion and the Norrath,". The PVC orifaces are to be blocked
during sedimentation function (or not installed) until entire
watershed is permanently stabilized and pond is, converted to
permanent stormwater management detention /': retention
function,
II
GC 4. GRASS -LINED CHANNELS
Practice 6.30
All overflow ditches to be graded to desk,
j configuration, seeded, and stabilized if necessary with
temporary straw -net liners to collect and convey site
water as shown on Plan. After finol project
stabilization, ditches to be re -graded and cleaned of
siltation as needed to establish original contours for
stormwater conveyance.
CD 8. CHECK -DAM
Practice 5.83 j
Check dams are to be installed as indicated on plan
(nominally every 150 feet) to reduce flow in ort open channel.,
serving as a temporary measure to limit erosidn.
CONSTRUCTION SCHEDULE -
SEE PLAN, THIS SHEET I
1. Obtain approval of Plan and any necessary permits, and hold a
pre -construction conference prior to commencing any work.
2. Flog work limits and stake -out primary measures, and
Silt Fencing and Limits of Disturbance for preliminary grading.
3. Install Gravel Construction Entrances.
4. Install Silt Fencing as shown on Plan prior to clearing and
grubbing site. Sediment Bosins are existing.
Any additional measures or diversion ditches to be contracted and
stabilized prior to commencing any major grading operations.
Storm sewer construction and direction of of runoff to the
Sediment Bosins are to be completed as quickly as possible.
NdTE: The twin 42" pipes and Ditch 2 into existing Ocachgate Pond No.1
AND the new 30" and
from existing Inlet 3 into existing Ocean Gate
Plaza Pond are to be constructed FIRST and left open to facilitate
and accommodate all disturbed area flaws into the existing ponds.
Westgate Drive is to be substantidly in cut and flows from
disturbed areas will generally travel along cut roadway to the existing
ponds. No sediment may leave site or enter any tvetlonds areas.
5. Construct ditches and any other sediment contra( Practices
shown, prior to rough grading poking lot and site, stockpiling
material and topsoil as necessary.
6. Install utilities In roadway, establish final grades end
stabilize roadway areas with Stone base course.
7. Final grade roadways, install non -municipal utilities as
needed, and vegetatively stabilize all areas,
8. All erosion and sediment control Practices are t6 be Inspected
weekly and after any rainfall, and repaired as necessary.
9. Upon completion of construction, the roadway
areas are to be paved and all areas permanently
vegetatively stabilized. After site stabilization, temporary
measures are to be removed and the SedimentBasins cleaned to
their original design contours, If necessary, and riser
structure orifaces opened, so as to function asl stormwater
management / water quality retention ponds.
MPJNTENANCE PLAN -
1. All measures to be inspected weekly and after y rainfall
event and needed repairs made immediately.
2. Sediment Basins to be cleaned out when the leTalel of sediment
reaches 4.5' below water surface. Riser structures to be cleaned
if excess water above design surface no longer drains
properly.
3. Sediment to be removed from foreboys when they ore
approximately 25% filled or sediment level is within 4.5' of top.
NT3 j 4. Sediment to be removed from behind the any Set Fence and
�
\ - - 1�-f/ PREVIOU8dYAPPROVED inlet protection devices when it becomes 0.5' deep. Fencing
/ \ ( and inlet protection to be repaired as needed to maintain a
\ \ barrier.
5. All seeded areas shall be fertilized, mulched, one re -seeded
as necessary, according to specifications provided, to
1 ` / \ maintain a suitable vegetative cover.
1
VEGETATIVE PLAN -
J / 1. Permanent vegetation to be established in occo,'dance with
"North Carolina Erosion and Sediment Control Plahning and
Design Manuol", Section 6.11, latest version. See next Sheet.
`94�
`8Jl0--
/ I NOTE WELL: SEE HDS "WESTG TE CONSTRUCTION DRAWINGS'; SHEETS 1-15 FOR MORE DETAILS.
/ \ / \ _ 1 REVISED AS PER COMMENTS
`96l 9-20-06
REV. NO. REVISIONS DATE
sv
Copyright 0. Hanover Deslpn Services, P.A., AN' rights re, erved. Reproduction or use of the contents or this document, or additions or de/etfms to this
dowmen6 In whole or part, without written cohsent of t e Land Surveyor or Eeginser, is prolibited. Only original of this dooumsnt,
/ ♦�j��G` \ `g 71 marited with the original signature and original of it P Surveyor or Engineer, shad be considered to be valid and true copire.
``• _ ` /
EROSION dON TROL PLANS f Date:
18A \ /V `9 9)
// /!/ � � WESTGATE- ' I . 8-11-os
CE / / IG Erosion on rol & Water Quality Scale:
O
/ 102 / \ LOCATED THE TOWN OF LELAND TOWN CREEK TOWNSHIP 1 "= 100'
$ 114 \ �S�► / 101 / O/ BRUNSWiCW,, COUNTY NORTH CAROLiNA Drown:
\ 00
DSH
*-.' L-\�\ LA Q1 / e rey Checked:
• •••®• OWNER: OC AN ATE, LLC. i
NSF /� 104 �.
/ \ V, g-�e.}^ Ayggl ••• � PO BOX 3167 { DSH
�/ i e® a l b RdIT �/ ed G%®
A��/ \ ` /^ / q �" /y� -& W!L ING ON, NC 28406 ' Project No:
C1 i\ / SE AL a (91 �0) 7 1-1196 i 6309-ESC-WQ4
/ A / to 20007 .@
► low are s
a s
P w s 'e i v.,Sheet No:
/ 4 / f, HANOVE DESIGNSERVICES,P
0 i Op / � .., ��\,��b � P.A.
LAND SiRVEYOA 5, ENGINEERS d LAND PLANNERS 3
a
/ F 319 LNUT STREET
\O oc` WILMI TON, N.C. 28401
o
W PHON [phone] 1% 6
7dhollis ®hdsilm.com Of:
0
CD
1�t
P-1.\
CD
O
Q
Z
OP La=20' FLARED
SECTION
END
TYPICAL
0 -
d50=3"
30"RCP
15, 000000
Apron-1' MIN. 00000o
0
0
Ob
r
ILO
MINIMUM 6UTLET
DIMENSIONS h 1 cyt EAC
OUTL
T TO SCALE
TION
Rock to to of pipe
0 both sides
ILL
W LOPE
MBANKMENT
OP �a '
OUTLEif PIPE
See Narrative for
It►I I addit anal details
2'min.
NOTE: Fll_ R FABRIC IS T
BE PLACED UNDER ALL ST NE
OUTLET PROTEC"N.
USE NICOLON MIRAFI 600X
POLYPROPYLENE, OR EQUI LENT
I- PROTE T/DN - spir vIEW
NT8
PREVIOUSLY APPROVED DWQ SW8 §80403
Line Chonnel with Jute l esh until vegetBUvely stobllized.
GRASS LINED
nom, inol s= a 3%
CAPACITY = 306 IS; ® 3.2 fps 51
M= 4
n= 0,045
IL
¢ i
"DITCH 1 and GRASStD CHANNEL

STATE WATER QUALITY POND CONSIDERATIONS - AS -BUILT SUMMARY WESTGATE (0ceangate Pond No. 1) - MAINTENANCE PLAN -
Wet detention / retention pond LEGEND
Surface Area required = 73,200 sf ITEM AS -BUILT ;U
Surface Area provided = 75,900 sf Additional Calculation Summary for NCDENR / DWQ 1, All measures to be inspected weekly and after any rainfall
Storage Volume required = 208,000 cf 1, Impervious area (lotdgs. , etc,) 57, 0 acres WATER QUALITY CONSIDERATIONS - event and needed repoirs mode immediately,
Storage Volume provided = 208,200 cf 2. Normal pool surface area 75,800 sf �¢ PROP.STORM MANHOLE N
Storage Volume ume Drawdown Time me = 4. 6 days 3. Normal pool Surface Elevation evat i on 7, 3 MSL I mpery I ous area calculations: See Project Data Sheet 2. Sediment Basin to be Cleaned out when the level of sediment
9 y P reaches 5.6' below water surface. Riser structure to be cleaned Us A,
Actual pool Surface Elevation 7, 3 MSL Q 1rB CURB INLET 5 e1
TOTAL IMPERVIOUS = 57. 0 acres if excess water above design surface no longer drains � R�>~ w
4, Pond depth (deepest est point) nt) 8. 8 feet 4 vs z
PEAK DISCHARGE SUMMARY - p p p TOTAL AREA DRAINING TO POND = 120, 0 acres properly. co SEWER SERVICE CONNECTION
5. Bottom elevation (deepest) -1, 5 MSL
Q( 2) post -developed = 79 cfs @ WSEL = 10.2 120.0 acres total - 57.0 acres Impervious = 63.0 acre green area 3. Sediment to be removed from and foreba when it is (� 9k
P P 6. Orifice f I ce elevation 7. 3 MSL P Y � p IRON /N EXIST. CONC. MONUMENT rt � �
Q< 10) post-deve toped = 266 cfs @ WSEL = 11.0 7, Weir elevation C State storage) 9. 7 MSL approximately 25% filled or sediment level is within 5.6 of v`D ` n
Q( 100) ost-develo ed = 542 cfs @ WSEL = 11. 6 SA REQUIRED; 57 / 120 = 0. 475, or 47. 5% E.1.P, EXIST, IRON PIPE
P P B. State storage volume 208, 200 cf water surface. SITE p
9, 6' she IF Yes WM ® WATER METER SERVICE CONNECTION ✓q0 A
At 7, 5' depth, 90% TSS remove 1, from chart - SA/DA factor = 1, 4 4, Sediment to be removed from behind the any Silt Fence and
10, 10' Yes es E.C.M. EXIST. CONCRETE MONUMENT• S 9
POND SEDIMENTATION CONSIDERATIONS12. 0 x 0. O1 x 1, 4 = 73, 200 sf SA REQUIRED inlet protection devices when it becomes 0.5' deep. Fencing L o�
11. Forebays Yes Fir
Storage Volume required = 65 X 1800 117,000 cf 12, Outlet elevation 5, 5 MSL At Etev. = 7.3 = 75,800 sf $A PROVIDED and inlet protection to be repaired as needed to maintain a N GATE VALUE i1y
Store a Volume ume provided ded = 300, 000 cf barrier.
g P 13. Primary Spillway elevation 9.7 MSL
14, Emergency Spillway elevation 10. 5 MSL VOLUME REQUIRED: R=[ (P) (P j) (Rv) /121(A)
0 REDUCER
15. Average embankment e t ev. 12, 0 MSL 5, All seeded areas shall be fertilized, mulched, and re -seeded
FORESAY VOLUME: 9 SEE PAGES A. i and A. 2, ' Contra l t i ng Urban Runoff: as necessary, according to specifications provided, to HANDICAP RAMP
16. Side slopes (typical) 2, 5: 1 to 4; 1 A Practical Manual for Planning and Designing Urban BMPs'
Volume Required = 306260 X 20% = 61,250 cf maintain a suitable vegetative cover.
17, Orifice f l c e size z e 2-3' P V C s HANDICAP PARKING SPACE
Volume provided = 58, 700 cf (19'/.) ( P) =1-
(PJ) = 0. 9 6, Construction entrances to be maintained in a condition to prevent � PROPOSED SANITARY':
( Rv) = 0, 05 + 0. 9( 57 / 120) = 0. 478 mud or sediment from leaving the construction site. Periodic ' SEWER & MANHOLE LOCATION MAP
EXISTING` PERMIT Nos.: DENR 17WQ SW8 980403 DENR DLR 980402BR <A)= 120. 0 topdressing with 2"stone may be required, Remove all objectionable
-�
� R= [<1)C0.478)/12](12.0) = 4,775 acre-feet material spilled, washed, or tracked onto public roadways immediately. EXISTING SANITARY � NOT TO SCALE
SEWER & MANHOLE
= 209,000 cf REQUIRED STORAGE 7, Inspect check dams for damage after ever rainfall event and repair "'L PROPOSED WATERLIN?
208, 200 cf PROVIDED STORAGE 8 eLEV, = 9. 7 P g Y P �
as necessary to maintain design height and cross section. �- & HYDRANT ASSMBLYI
DEVELOPER: OCEAN GATE, LLC DRAWDOWN, EX/STING WATERLINE I /
Average head from storage elevation to orifice - VEGETATIVE PLAN -
PO BOX 3967 PROPOSED STORM
9. 7 - 7. 3 / P n 1. 2' 2-3' PVCs drain to draw -down pond; SEWER & CATCH y
I WILMINGTON, NC 28106 Orifice equation; Q = CA(2gh) ^ 1 /2 Permanent vegetation to be established in accordance with BASIN
/ 9�0-791-� 996 T 4. 6 days "North Carolina Erosion and Sediment Control Planning and I¢ • PRORSAN/TARY MANHOLE �Q
Design Manual', Section 6.11, latest version. See next Sheet,
A PORTABLE PUMP -� / /
TO BE USED TO
DRAIN POND IN AN
EMERGENCY,
� I 6:1 VEGETATED SHELF j
FROM EL= 7,0 TO
/ EL= 6.0, 6'WIDE MINIMUM
\ Aquatic Vegetation Zone WSEL 7.0
Qod- EXISTING TOP OULET STRUCTURE 9.7 a;
I CL UBHpUSE INV 18� RCP 5. 2 w
INV 18 RCP 5.2 � zZZZ zazZ /
\ TOP OULET STRUCTURE 9. 7
INV 18' RCP 5.4 o INV IS' RCP 5.4
INV 18' RCP 5.2 S! w 1` INV 18' RCP 5.4
3' PVC INV 7.3 .1 a 0 INV 18' RCP 5.2 J✓
_a INV 18' RCP 5.2
3' PVC INV 7.3
i C AN GAT o000
o00o i
/ I
I
�I
V
I \
1 i
/ (01
AN
01 /
01
OU
\ / /
\ / /
o(�001 \
1a R \ �
I
O
\�Y/
---
W IoI9
AS-BUiL' AREAS:
EL7.0- 70?00 sf
I EL8.0= ,100 sf
90
✓f� EL9.0= 90,G00 sf
/ F � POND EL9.7= 94.800 9f „
EL10.0= S`,500 sfQ_J
_'z >O State starage= j
208,200 cf
I L
i
DRAINAGE LO POND 11,40.1 1
p TOTAL AREA _ 120,0 acresCO
M IMPERVIOUS 57.0 acres ou
LL CV
00
INV, 8.38 IN C18.
L(Ln
/ EXTEND 42"RCPs
NEW JUNCTION BOXES
_ I ✓ SIZE AS NECESSARY
CONTRACTOR TO 4
VERIFYDEPTH &
l 1 1 LOCATION
LU /
z cr �(0 I I I
W - - - - ORALS-- 1
m�N � - - _ - TONE 1 �- 1 I 1
��� I I - �ouR 1
E _ T �I
oa = z�
o 00
co
rr^^ I ! I
Ln l I o N - W I 1
I Ln
I� N X R I
I
a
O LLJ
NOTE: The twirl 42" pipes d Ditch 2 into existi Oce ngte Pond No.t
AND the new '
N N N e 30" pioe from existing Inlet into, existing Ocean Gate
f Plaza P nd are to bie constructed FIRST and left co
open to facilitate
I r-
I I � and accommodate ail disturbed area flows Into t�1e existing ponds. i
I I Westgate Drive is to be substantially in cu and lows from I 1
`�' I
1 REVISED AS PER. LQS COMMENTS 9-20-06 difsturb4d areas will generally travel along cut ro(�dway to the existing
I
REV. N0. REVISIONS DATE �( I ponds. o sediment may leave site or enter any1wetlands areas. 1
� � J
1
Copyr/ghf ®, Hanover Design Services, P.A. All role reserved. Reproduction or use of the contents or this document, or additions a deletions to lhia I � '
document, !n whole or part, without written, consent of the Land Surveyor or Engineer, is prohibited. only copies from the original of this doc�+eI
marked with fin original signature and originalsod of the Surveyor or Engineer, eholl be considered to be valid and true copies. STATE STORAGE VOLUME
AS -BUILT CERTIFICATION RECORD DRAWING and REVISED WATER QUALITY PLAN MODIFICATION DOFG ' 208,200 ct `/ 9.7
No EL = ?8C GRATE TOP
8- 11- 06 EMBANKMENT TOP= 12.0 SETTLED , = 12.5 CONSTRUCTED 3 N AVE. a A
( ) ( ) �1 rJ 90.EL60W DOM'N 3
dos. 100-YEAR WSEL- 11.6 EMERGENCY SPILLWAY EL = 10.5 3 II "
WESTGA A Southern Village of Homes and Commerce
� � �3`' B BELOW WSEL � p t
LOCATED IN TOWN OF LELANd 9.7 9.7 ��ti w ; wsEL= (�
BRUNSWICK COUNTY, NORTH CAROLINA Drawn: STATE STORAGE ELEVATION='f3'B- TOP OF BOX =�9- G� _ Q �.� 4 - 8 RCP
7.3 5.6 o OP 7.3 INV= 5.6 PIPES ► +
DSH NORMAL WSEL= � INVERT OUT= � 18"RCP O � !N'v=erg G� �•
� �t � ��� ' DEVELOPER: cnecl�ed: .......... I $e / 7.3 4' 1
„aeeweso�/� 0, OSH I � O 3 PVC W/ GRAVEL V stkw � I
ere "$ seose S1 see '�� OCEAN GATE, LLC I s' MADE, 6:1 AND FABRIC FILTER for QE/�et,t1T
m e® L�J �'� PO BOX 3167 Project No. VEGETATED
_��� WILMINGTON, NC 28106, (910)-791-1196 SHELF
6309-ESC-NO2-dh ( /�/��/� water Surface
SEAL
J
.............................
...:...::.:.
/�/ Directly under *t--
..............
00 S9 ,,1.= 6.0tiort'zc►t. SECTION WE T T 5 cn
�+ Pt
®ses's®PIA®yam Sheet No: I
4BOTTOM EL= -1.oD \/\/ NOTE WELL: TWO BOXES REQUIRED I�FIIIIIIIIIIIM
°ie•°"ea=' � HANOVER DESIGN SERVICES, P.A. ����
/�/�/ r N 1
30 15 0 30 60 90///�//�/j //////////j//j./ NOTE WELL TWO BOXES REQUIRED
```` `` `` ``' OUTLET STRUCTURE DETAIL
e e� 0aO
LAND SURVIre EYORS, ENGINEERS &LAND PLANNERS
319 WALNUT STREET �//%/i%r/��/%//%//%/i`r./ EMBANKMENT SECTION
WLMINGTON, N.C. 28401
[e-mail]
PHONE: [phone] Of: NOT TO SCALE NOT TO SCALE d
SCALE IN FEET: 1"= 30'
6
l

SITE
.444
LOCATION MAP
NIGHT HARBOR DRIVE
p1,A7
N
Op,-�E
GEA� _
0 is
_ 5 side%mc Eos
0--� 11 aVement
36,00'P
CE FUTURE SIRIPIMG
\ f
I � L
90' ELBOW DOWN TRASH
8 BELOW WSEL RACK
MAINTAIN COVER
EL- fB 5 a
MIN.
ON OUTLET PIPE
WSEL=
0.5'MIDEll OUTLET
17.0 V
WEIR CUT 18 RCP
✓
- IN
SB 1•-1/2" HOLE /N ' 1 Z 0
O
g"GROUT
6 PVC PIPE, OR
OR CONC. 6 5
1-1/2" PERFORATED
''
PVC W GRAVEL
AND FABRIC FILTER R
i! •''' '
BOX !NV=14. 5 .
POND BOTTOM
4X4 Precast Conc.Box
ELEV= 11.0 NCProducts 4849 or Equivalent
POND BOTTOM MAY BE OVER-
SECTION VIEW
EXCAVATED FOR SEDIMENT STORAGE
i
bill
r i
125 ' �Z
w q PROP.18"RCP
Ujw(0 Lnu
OUTLET PIPE ✓ t°
8OLF ® 0.6%ov
S B
SEE NEXT SHEET
FOR ADDITIONAL W �\����
OUTLET STRUCTUV- TA✓ \\/Z,
DAND ETAILS. STATE
COF ST TTEG SHELF
EMBANKMENT 010:10 To 16.0 %
SECTION
NOT TO SCALE
Aquatic Vegetation Zone
rn �m
C Q Q rn
See Sheet 2 for Storm o
(ASewer construction details. �' �? V)i
LU
. . to
IP 10 2 IIIII IP oho
L $ IE=15.5
(� /9
_ N
_-----24- --= - '- -- 4
IP
BY OTHERS - '-tiz_---S `�\ IP IP__
22
N II) \\
\ I \
JMP TO BE USED TO DRAIN I /
iE OF EMERGENCY. PUMP TO BE
TOP OF BERM W17H SCREEN \
D HOSE INLET AND COVERED WITH
OUTLET TO DRAIN ACROSS STABLE MODIFICATIONS TO SW8 0511121" / /'
A SUFFICIENT TO RESTRICT EROSION.Lid
ROOF DRAINS MUST BE DIRECTED 18"RCP0D.6% OUTLET / / a.
'ORM DRAINAGE COLLEC17ON TOP BOX= i9-8- 19.5 - �/ t >_
NTO THE STREET/PARKING LOT. 6-PVC, W/ 1-1/2"HOLE / 1045
ORI-1/2"PERFORATED PVC / J
WEIR tL= -q 8.9 18.5 / I / O
EGETA77ON ZONE: WEIR LENGTH=_ L 0.5' I
16.0 TO EL= IZO IE OUT= 16.5
;PECIES FOR PLAN77NG IN EM.SPILLWAY LENGTH= 40'
ARE AS FOLLOWS.* SPILLWAY EL= 19.5 19.6'
RIA LATIFOLIA (COMMON ARROWHEAD) TOP OF BANK= 21.0
RIA LANCIFOLIA (DUCK POTATO)
US CERNUUS (LIZAROTAIL)
)RA 14RCINICA (ARROW ARUM)
MORE OF THE SUGGESTED SPECIES /
.ABLE, APPROPRIATE WETLANDS CE /
N COMMON TO THE COASTAL CAROLINA
iY BE SUBSTITUTED.
i
EXISTING PVMT., /
C&G, AND / I PSC PRE I
UTILITIES / / PERMITT
SW8 04070
....... .
✓
POND BOTTOM EL= 11.0
777
XX� R PND BO OVEBOTTOM MAY
EXCAVATED FOR
SEDIMENT STORAGE
WATER QUALITY POND CONSIDERATIONS -
Surface Area required = 3,;il9@ 5f 9,800 sf
Surface Area provided = 13,000 sf ✓
Storage Volume required = 6,135 ,f 15,700 cf
Storage Volume provided = 14,58e cf 16,000 cf
Storage Volume Drowdown Time = 4 days v/
SEDIMENTATION POND CONSIDERATIONS -
Storage required - 11 X 1800 - 19,800 cf
Storage provided = 57,000 cf
FOREEAY CALCULATION:
Approximate Foreboy Volume = 7,000 cf ✓
20% Volume of Storage = 35,800 X .2 = 7,000 cf
JR DWQ SW8 051112
2 VOLUME REQUIRED: R=[(P)(Pj)(Rv)/12XA)
ention/retention pond
DWQ : SEE PAGES A1 and A.2, "Controlling Urban Runoff:
A Practical Manubl for Planning and Designing Urban BMPs"
(P)= 1"
a Sheet j
(Pj)= 0.9
(Rv)- 0.05 + 0.0(4,2/10.7) - 0,403
(A)- 10.7
49-eleFe•lgfeeig R- [(1)(0.403/12XI0.7) - 0,360 acre-foot
acre green
- 15,700 cf REQUIRED STORAGE
.E
22,000 of PROVIDEO STORAGE O ELEV.- 18.5
DRAWDOWN:
SA/DA factor - 2.1 Average head from storage elevation to orifice -
8.5i A 18.5 - 17,0 / 2 - 0.75' 1-1/2" PVC drain to draw -down pond:
5.00 x 0.01 x 2.1 - 9,800 of SA REQUIRED Orifice equotioh: Q = CA(2gh)"1/2
At Elev. = 17.0 = 13,000 sf SA PROVIDED ✓ T = 4 days j
-4.
IP
0
vi
I
Elevation= 19.9�\
Appro '3OCa \
7
ne Ansrtments
2
MODIFICATION TO POND TO ACCEPT ADDITIONAL INPUT AREAS
8-11-06
1
REVISED AS PER DENR / DWQ COMMENTS
11-22-05
REV. NO,
REVISIONS
DATC
Copyright O. Hanover Design Services, P.A., All rights reserved. Rdproduction or use of the contents of this document or additions or deletions to this
document in whale or port, wlthout written consent of the Land SBrveyor or Engineer, is prohibited. Only copies lam the original of this document,
marked with the original signature and original seal of the Surveyor or Engineer, shall be considered to be valid and true copies.
i
I
COLLAR TO POURED AFTER iw
PIPE IS IN P ACE. MIN
REINFORCING AS NEEDED
M--SE P COLLAR
NOT! TO SCALE
7 -s76
Future ilpovi
21 22
19 20
17 18
r 3 1 ide Slope::`,
\\..��ll•li I
i
�Q
0
Anti -Seep
Collor rp�
50 25 0 ' 50 100
Scale in feet: 1i"= 50'
6'min. 12'min. SEE PLAN
ALL SLOPES 0
3:1 MAXIMUM W 0ZPIPE
Forebay volume
2090 of required
r W11 LO Storage, typical - II
1.0' �oF Forebay
o� Bottom OUTLET
a� Elev.= 11 PROTECTION
X.4'min. 1 AS ON PLANS
e
Armor of nondddary
minimum V Stone
FOREBAY SECTION UEIAIL
NOT TO SCALE
r7 vy
G�TEP
A PORTABLE PUMP
TO BE USED TO
DRAIN POND IN AN
EMERGENCY.
Ocean Gate Plaza Pond
Pond WSEL= 17.0 ✓',
Surface= 13,000sf ✓'.
Nominal Depth= 6.0
Bottom=10.0 ✓
SEE INSET
IE=1s.0Ox G� ' `
�/l MODIFICATIONS TO
SW8 051112
OP
SF
ELEV.
AREA
VOL,
STORAGE
STORAGE
(ft)
(S0
(C0
(Cf)
(ac-ft)
17.0
0,000
-
18.0
16,000
14,500
14,500
0.33
18.5
17,500
8,375
22,875
0.53
1910
19,000
9,125
32,000
0.73
'
20.0
22,000
20,500
52,500
1.21
'
21.0
26,000
24,000
76,500
1.76
/i
STATE STORAGE at
EL=185
i 22,875
0.53
\\q
PREVIOUSLY APPROVE: MODWICATIONS TO SW8 051112
5.0 ACRES DRAINS T POND PROP SED ADDITIONAL SW8 051112
1.58 adres, USE 1.6 ACRES
PREVIOUSLY APPROVED I PERVIOUS
FS/_ j Sw
C 8888.8 SO. FT. SW''
0.20 ACRES 1403.4 to. FT.
< TO OC ANGATE PLAZA POND TE 0.03 ACRES
ROAD
F 91520.7 SQ. FT.
2.10 ACRES
0 OCEANGATE PLAZA POND Sw
ROADWAY IMPERVIOUS REAS ARE 79.18 CRSO. Fr. sw
018 ACRES 1233.5 SQ, FT.
BACK OF CURB BCj 0.03 ACRES
TOTAL R ADWAY IMPERVIOUS AREA = 9 ,521 1 SF = 2.101 ACRES TOTALS:
TOTAL SIbEWALK IMPERVIOUS AREA = 1 4381 SF = 0.446 ACRES 10.7 ACRES DRAINS TO POND
TOTAL R/W IMPERVIOUS AREA = 110,l959 { F = 2.547 ACRES 4.13 acres, USE 4.2 ACRES
9
West aie Ocean Gate Plaza
Additional Pavement and Sidewalk Area Inset
Scale: NTS
August 2006
l !
NOTE WELL: SEE HDS "WESTGATE CONSTRUCiJON DRAWINGS", SHEETS 1-15 FOR MORE DETAILS.
WEST ATE- Eros on, Control & Water Quality
v
MODIPICATIONS� TO SW8 05111
WATER vdvALI TY and iROSION & SEDIMENT 11ONTROL PLAN MODIFICATION Date:
8-"-06
OCEAN GATE PLAZA at WESTGATE BOND
Soule:
LOCATED IN TOWN OF LELAND AS SHOWN
BRUNSWI K COUNTY NORTH CAROLINA Drawn:
DSH
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ci olltisZsilm.com
PO BOX 3167
WILMIN TONj NC 28106, (910)-791-1196
HAND R DESIGN SERVICES, P.A.
LAND SU VEYOAS, ENGINEERS & LAND PLANNERS j
319 WALNUT STREET
WILMINGTON, N.C. 28401 j�JJtt��
PHONE: [phone]
I
Project No:
6M-road3-MOD
Sheet No-
5
6
�1Of:

Construction Road Stabilization
Specification # 6.80 - Construction Specifications
1. Clear roadbed and parking areas of all vegetation, roots and other
objectionable material_
2. 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 (References: Runoff Control Measures).
5_ Keep cuts and fills of 2:1 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. Were seepage areas or seasonally wet areas must be crossed, install
subsurface drains or geotextile fabric cloth before placing the crushed stone
(Practice 6.81, Subsurface Drain).
S. Vegetate oil 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. Topdress with new grovel as needed. Check road ditches and other
seeded areas for erosion and sedimentation after runoff -producing rains.
Maintain all vegetation in a healthy, vigorous condition. Sediment -producing
areas should be treated immediately.
gTemporary 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 geotextile 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. This may 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 oil 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 soils become compacted during grading, loosen them to a depth of 6-8 inches
using o 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 a more irregular surface of large clods and
stones.
Liming - Apply lime according to soil test recommendations. If the pH (acidity)
of the soil is not known, an application of ground agricultural limestone of the
rate of 1 to 1 1/2 tons/acre on coarse -textured soils and 2-3 tons/acres on
fine -textured soils 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 rotes on soil tests. When these are not possible,
apply o 10-10-10 grade fertilizer at 700-1,000 lb./acre. Both fertilizer and
lime should be incorporated into the top 4-6 inches of soil. If a hydraulic
seeder is used, do not mix seed and fertilizer more than 30 minutes before
application.
Surface roughening- If recent tillage operations hove 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 3:1 on the contour before seeding (Practice
6:03, Surface Roughening).
Plant Selection
1 for seeding Table Oa mixture from ab e 6 r is e i species o species e 9
Select an appropriate sp p
in late winter and early spring, Table 6.10b for summer, and Table 6.10c for
fall.
Seeding
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder,
or hydroseeder. Use seeding rates given in Table 6.10o-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 grosses 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
cultipacker. Hydroseeded mixtures should include a wood fiber (cellulose) mulch.
Mulching
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 sols(shollow, 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 6.10a - Temporary Seeding Recommendation for Late Winter and Early Spring
Seeding mixture
Species- Rye(groin), Annual lespedezo (Kobe in Piedmont and Coastal Plain
Rate (lb/acre)- 120
Omit annual lespedezo when duration of temporary cover is not to extend beyond
June
Seeding dates -Coastal Plain - Dec. 1 - Apr. 15.
Soil 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/ocre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades set nearly straight can be used
as a mulch anchoring tool.
Maintenance - Refertlize If growth is not fully adequate. Reseed, refertilize
and mulch immediately following erosion or other damage.
Table 8.10b - Temporary Seeding Recommendations for Summer
Seeding mixture
Species -German millet
Rcte(lb/acre)- 40
Seeding dotes -Coastal Plain- Apr, 19-Aug, 15
Soil amendments -Follow recommendations of soli tests or apply 2,000 lb/acre
ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch -Apply 4,000 Ib/ocre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades set nearly straight can be used
as a mulch anchoring tool.
main tenon ce-Refertilize if growth is not fully adequate. Reseed, refertilize
and mulch immediately following erosion or other damage.
Table 6.10c - Temporary Seeding Recommendation for Fall
Seeding mixture
Species-Rye(groin)
Rote(lb/ocre) - 120
Seeding dotes - Coastal Plain and Piedmont -Aug 15 - Dec. 30
Sol amendments - Follow soil tests or apply 2,000 lb./acre ground agriculture)
limestone and 1,000 Ib/ocre 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 con
be used as a mulch anchoring tool.
Maintenance- Repair and refertilize damaged areas immediately. Topdress with 50
Ib/ocre 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 Seedina
Specifications # 6.11 - Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable
due to inappropriate soil texture (Table 6.11o), 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 soil must meet certain minimum
requirements as a growth medium. The existing soil should have these criteria:
- Enough fine-grained (silt and cloy) material to maintain adequate
moisture and nutrient supply (available water capacity of at least .05
Inches water to I inch of soil).
- Sufficient pore space to permit root penetration.
- Sufficient depth of soil to provide an adequate root zone. The depth to rock
or impermeable layers such as hordpons 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 trosh 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-i.e., if the existing soil is too
coarse, dense, shallow or acidic to foster vegetation -special amendments ore
required. The soil conditioners described below may be beneficial or,
preferably, topsoil may be applied in accordance with Practice 6.04, Topsoiling.
Soil 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 soils have limitations that make them poor for plant growth or for fine
turf establishment (see Chapter 3, Vegetative Considerations).
Peat -Appropriate types are sphagnum moss peat, hypnum moss peat, reedsedge peat,
or peat humus, all from fresh -water sources. Peat should be shredded and
conditioned in storage piles for at least 6 months after excavation.
Sond-clean and free of toxic materials
Vermiculite -horticultural 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 available 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 soil tests. Soil testing is
performed free of charge by the North Carolina Department of Agriculture soil
testing laboratory. Directions, sample cartons, and information sheets are
available through county agricultural extension offices or from NCDA. Because
the NCDA soil 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 soil test are not available, follow rates suggested on the individual
specification sheet for the seeding mix chosen (Tables 6.11c through 6.11v).
Applications rates usually fall into the following ranges:
- Ground agricultural limestone
Light -textured, sandy soils; 1-1 1/2 tons/acre
Heavy textured, clayey soils 2-3 tons/acre
- Fertilizer:
Grasses 800-1200 lb/acre of 10-10-10 (or the equivalent)
Grass -legume mixtures: 800-1200 lb/acre of 5-10-10 (or the equivalent)
Apply lime and fertilizer evenly and incorporate into the top 4-6 inches of soil
by disking or other suitable means. Operate machinery on the contour. When
using a hydroseeder, apply lime 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) Fill in or level depressions than
can collect water. Broadcast seed into a freshly loosened seedbed that has not
been sealed by rainfall.
Table 6.11s - Seeding No. 4CP for:
Well -Drained Sandy looms to Dry Sands, Coastal Plain; Low to Medium -Care Lowns
Seeding mixture
Species - Centipedegross - 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.)
Soil amendments - Apply lime and fertilizer according to soil 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 2ft 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
soil with o disk set straight so that sprigs are not brought bock toward the
surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly- 20 lb/acre nitrogen in spring with no
phosphorus. Centipedegross cannot tolerate high pH or excess fertilizer.
Table 6.11t - Seeding No. 5CP for: Well -Drained Sandy Looms to Dry Sands; Low
Maintenance
Seeding mixture
Species Rote (lb/acre)
Pensocolo Bohiagross 50
Sericea lespedezo 30
Common Bermudogross 10
German millet 10
Seeding notes
1. Where a neat appearance is desired, omit sericea
2. Use common Bermudagross only on isolated sites where it cannot become a pest.
Bermudogross may be replaced with 5 lb/acre centipedgross.
Seeding dates - Apr. 1 - July 15
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 Ib/ocre 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 - Refertilize 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 serlcea and now as often as needed.
Table 6.11v - Seeding No. 7CP for: Grass-Iined Channels; Coastal Plain
Seeding Mlxture
Species - Common Bermudogross - Rate - 40-80 (1/2 Ib/1,000 ft )
Seeding dotes - Coastal Ploln; Apr - July
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 lb/acre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - 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. Refertflize the following Apr. with 50 lb/acre
nitrogen.
Refer to Appendix 8.02 for botanical names
GC
Grass -Lined Channels
Specification # 6.30 - Construction Specifications
1. Remove all trees, brush, stumps, and other objectionable material from the
foundation area and dispose of )roperly.
2. Excavate the channel and shape it to neat lines and dimensions shown on the
plans plus o 0.2 ft overcut around the channel perimeter to allow for bulking
during seedbed preparations and sod buildup.
3. Remove and properly dispose of all excess soil so that surface water may
enter the channel freely,
4. The procedure used to establish gross in the channel will depend upon the
severity of the conditions and seection of species. Protect the channel
with mulch or a temporary liner sufficient to withstand anticipated
velocities during the establishment period (Appendix 8.05).
Maintenance
During the establishment period, check gross -lined channels after every
rainfall. After grass is established, p(.. iodically check the channel; check it
after every heavy rainfall event. Imrediately make repairs. It is particularly
important to check the channel outet and all road crossings for bank stability
and evidence of piping or scour holes. Remove all significant sediment
accumulations to maintain the desicned carrying capacity. Keep the grass in a
health, vigorous condition at all times, since it is the primary erosion
protection for the channel (Practice 5.11, Permanent Seeding).
O P Outlet Stabilization Structure
Specification # 6,41 - Construction Spenificotions
F 1. Ensure that the subgrade for the filter and riprop follows the required lines
and grades shown in the plan. Compact any fill required in the subcrade to
the density of the surrounding undisturbed material. Low areas in the
subgrode on undisturbed soil may -'so be filled by increasing the riprap
thickness.
2. The riprop and grovel filter must conform to the specified grading Remits
shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly
protected from punching or tearing during installation. Repair any damage by
removing the riprop and placing mother piece of filter cloth over the
damaged area. All connecting joists should overlap a minimum of 1 ft. If
the damage is extensive, replace :he entire filter cloth.
4. Riprap may be placed by equipmert, but toke care to avoid damaging the
filter.
5. The: minimum thickness of the riprcp should be 1.5 times the maximum stone
diameter.
6. Riprap 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 overfall at the end. Make the top
of the riprop 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 o curve is needed to fit site
conditions, place it in the upper section of the apron.
9. Immediately after construction, sto',"'-e all disturbed areas with vegetation
(Practice 6.10, Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance
Inspect riprop outlet structures after heavy rains to see if any erosion around
or below the riprop has token place or if stones have been dislodged.
Immediately make all needed repairs to prevent further damage.
7 - -
r�rl
P Fabric Drop Inlet Protection (Temoorar_y
Specification # 6.51 - Construction Specifications
1. As synthetic fabric, use a pervious sheet of nylon, polyester, or ethylene
yarn -extra strength (50 Ib/l inch minimum) -that contains ultraviolet ray
Inhibitors and stabilizers. Fabric �` old be sufficiently porous to provide
adequate drainage of the temporar,+ sediment pool. Burlap may be used for
short-term applications. It must to 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 a
minimum length of 3 ft.
4. Space stakes evenly around the 'perimeter of the inlet a maximum of 3ft.
apart, and securely drive them it ," the ground, approximately 18 inches deep.
5. To provide needed stability to the inetollation, frame with 2 x 4-inch wood
strips around the crest of the overfluw 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 soil.
7. Fasten fabric securely to the stakes and frame. Joints must be overlapped to
the next stoke.
8. 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 side 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 core not to domage or undercut the fabric during
sediment removal.
When the contributing drainage area has been adequately stabilized, remove all
materials and any unstable sediment and dispose of them properly. Bring the
disturbed area to the grade of the drop inlet and smooth and compact it.
Appropriately stabilize oil bare areas around the inlet.
Land Grading
Specification # 6.02 - Construction Specifications
1.Construct and maintain all erosion ant sedimentation control practices and
measures in accordance with the approved sedimentation control plan and
construction schedule.
2.Remove good topsoil from areas to be graded and filled, and preserve it for
use in finishing the grading of all critical areas.
3.Scarify areas to be topsoiled to a minimum depth of 2 inches before placing
topsoil (Practice 6.04, Topsoiling).
4.Cleor and grub areas to be filled to remove trees, vegetation, roots, or other
objectionable material that would affect the planned stability of the fill.
5.Ensure that fill material is free of brush, rubbish, rocks, logs, stumps,
building debris, and other materials inappropriate for constructing stable
fills.
6.Place all fill 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.Do not incorporate frozen material or soft, mucky, or highly compressible
materials into fill slopes.
B.Do not place fill on a frozen foundotion, due to possible subsidence and
slippage.
9.Keep diversions and other water conveyance measures free of sediment during
all phases of development.
10.Handle seeps or springs encountered during construction In accordance with
approved methods (Practice 6.81, Subsurfoce Drain),
11,Permonently 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 topsoll stockpiles, borrow areas, and spoil areas are adequately
protected from erosion with temporary and final etabllizotlon meoeuree, Including
sediment fencing and temporary seeding as necessary.
Maintenance
Periodically check all graded areas and the supporting erosion and sedimentation
control practices, especially after heavy rainfalls. Promptly remove all
sediment from diversions and other woter-disposal practices. If washouts or
breaks occur, repair them immediately, Prompt maintenance of small eroded areas
before they become significant gullies is an essential part of an effective
erosion and sedimentation control plan,
NOTE WELL:
EROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE OF
NORTH CAROLiNA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
LATEST EDITION. PRACTICE NU&IBERS REFER TO THIS MANUAL.
CONTRACTOR IS RESPONSIBLE FOR MAINTAINING A COPY OF THiS MANUAL
ON -SITE AND ENSURING THAT ALL SUPERVISORS ARE FAMILIAR WITH THE
STANDARDS AND SPECIFICATIONS SHOWN IN THE MANUAL AND ON THE PLAN.
S col Sediment Basirt
Specifications # 6.61 - Construction Specifications
1.Site preparations -Clear, grub and strip topsoil from areas under the
embankment to remove trees, vegetation, roots and other objectionable material.
Delay clearing the pool area until the dam is complete and then remove brush,
trees and other objectionable materials to facilitate sediment cleanout.
Stockpile all topsoil or soil containing organic matter for use on the outer
shell of the embankment to facilitate vegetative establishment. Place temporary
sediment control measures below the basin as needed.
2.Cut-off trench-Excavote a cut-off trench along the centerline of the earth
fill embankment. Cut the trench to stable soil material, but in no case make it
less than 2 ft, deep. The cut-off trench must extend into both abutments to at
least the elevation of the riser crest. Make the minimum bottom width wide
enough to permit operation of excavation and compaction equipment but in no case
less than 2 ft. Make side slopes of the trench no steeper than 1:1. Compaction
requirements are the some as those for the embankment. Keep the trench dry
during backfilling and compaction operations.
3. Embankmen t- Take fill material from the approved areas shown on the plans. It
should be clean mineral soil, free of roots, woody vegetation, rocks and other
objectionable material. Scarify areas on which fill is be placed before placing
fill. The fill material must contain sufficient moisture so it can be formed by
hand into a boll without crumbling. If water con be squeezed out of the ball, it
is too wet for proper compaction. Place fill material in 6 to 8-inch
continuous layers over the entire length of the fill area and then compact it.
Compaction may be obtained by routing the construction hauling equipment over
the fill so that the entire surface of each layer is traversed by of least one
wheel or tread track of the heavy equipment, or a compactor may be used.
Construct the embankment to an elevation 10% higher than the design height to
allow for settling.
4.Conduit spillways -Securely attach the riser to the barrel or barrel stub to
make a watertight structural connection. Secure all connections between barrel
sections by approved watertight assemblies. Place the barrel and riser on a
firm, smooth foundation of impervious soil. Do not use pervious material such
as sand, grovel, or crushed stone as bockfill around the pipe or anti -seep
collars. Place the fill material around the pipe spillway in 4-inch layers and
compact it under and around the pipe to at least the some density as the
adjacent embankment. Core must be taken not to raise the pipe from firm contact
with its foundation when compacting under the pipe haunches.
Place a minimum depth of 211. of hond-compacted bockfill over the pipe spillway
before crossing it with construction equipment. Anchor the riser In place by
concrete or other satisfactory means to prevent flotation. In no case should the
pipe conduit be installed by cutting a trench through the dam after the
embankment is complete.
5.Emergency spillway -Install the emergency spillway in undisturbed soil. The
achievement of planned elevations, grade, design width, and entrance and exit
channel slopes are critical to the successful operation of emergency spillway.
6.Inlets-Discharge water into the basin in a manner to prevent erosion. Use
diversions with outlet protection to divert sediment -laden water to the upper
end of the pool area to improve basin trap efficiency (References: Runoff
Control Measures and Outlet Protection).
7.Erosion control Construct the structure so that the disturbed area Is
minimized. Divert surface water away from bare areas. Complete the embankment
before the area is cleared, Stabilize the emergency spillway embankment and all
other disturbed areas above the crest of the principal spillway immediately
after construction (References: Surface Stabilization).
8.Safety-Sediment basins may attract children and con be dangerous. Avoid steep
side slopes, and fence and mark basins with warning signs if trespassing Is
likely. Follow all state and local requirements.
GC
Maintenance
Check sediment basins after periods of significant runoff. Remove sediment and
restore the basin to its original dimensions when sediment accumulates to one-
half the design depth.
Check the embankment, spillways, and outlet for erosion damage, and Inspect the
embankment for piping and settlement, Make all necessary repairs immediately.
Remove all trash,ond other debris from the riser and pool area.
Grass -Lined Channels
Specification # 6.30 - Construction Specifications
1. Remove all trees, brush, stumps, and other objectionable material from the
foundation area and dispose of properly.
2. Excavate the channel and shape it to neat lines and dimensions shown on the
plans plus a 0.2 ft overcut around the channel perimeter to allow for bulkng
during seedbed preparations and sod buildup.
3. Remove and properly dispose of oil excess soil so that surface water may
enter the channel freely.
4. The procedure used to establish gross in the channel will depend upon the
severity of the conditions and selection of species. Protect the channel
with mulch or a temporary liner sufficient to withstand anticipated
velocities during the establishment period (Appendix 8.05).
Maintenance
During the establishment period, check gross -lined channels after every
rainfall. After gross is established, periodically check the channel; check it
after every heavy rainfall event. Immediately make repairs. It Is particularly
important to check the channel outlet and all road crossings for bank stabilit,,
and evidence of piping or scour holes. Remove all significant sediment
accumulations to maintain the designed carrying capacity. Keep the grass in a
health, vigorous condition at all times, since it is the primary erosion
protection for the channel (Practice 6,11, Permanent Seeding).
i
CD
Check Dams
6.83 Construction Specifications
1. Place stone to the lines and dimensions shown in the plan on a filter fabric
foundation.
2. Keep the center stone section at least 9 inches below natural ground level
where the dam abuts the channel banks.
3. Extend stone at least 1.5 ft beyond the ditch banks (Figure 6.831b) to keep
overflow water from undercutting the dam as It re-enters the channel.
4. Set spacing between dams to assure that the elevation of the top of the lower
darn is the some as the toe elevation of the upper dam.
5. Protect the channel downstream from the lowest check dam, considering that
water will flow over and around the dam (Practice 6.41, Outlet Stobilization
Structure).
6. Make sure that the channel reach above the most upstream dam is stable.
6. Ensure that channel appurtenances, such as culvert entrances below check
dams, orc not subject to damage or blockage from displaced stones.
Maintenance
Inspect check dams and channels for damage after each runoff event, Anticipate
submergence and deposition above the check dam and erosion from high flows
around the edges of the dam. Correct oil damage immediately. If significant
erosion occurs between dams, install a protective riprop liner In that portion
of the channel (Practice 6.31, Riprop-Iined and Paved Channels) Remove sediment
accumulated behind the dams as needed to prevent damage to channel vegetation,
allow the channel to drain through the stone check dam, and prevent large flows
from carrying sediment over the dam. Add stones to dams as needed to maintain
design height and cross section.
SF
Sediment Fence (gilt 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 conform ing 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 or sediment fences are either 4-inch diameter pine, 2-inch
diameter oak, or 1i33 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 reinforcement df standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
I
Table 6.621b
Specifications For Sediment Fence Fabric
Physical Property Requirements
Filtering Efficiency - ,85% (mm)
Tensile Strength at Standard Strength- 30 Ib/Iln in (min)
i Extra Strength- 50 Ib/lin in (mm)
Slurry Flow Rate - 0L3 gal/sq ft/min (min)
CONSTRUCTION `
1.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 I
the ground surface4 (Higher fences may impound volumes of water sufficient to i
cause failure of the structure.)
3.Construct the filter', fabric from a continuous roll cut to the length of the
barrier to avoid jots. When joints ore necessary, securely fasten the filter I
cloth only at a support post with overlap to the next post. 4
4.Support standard s rength filter fabric by wire mesh fastened securely to the 1
up slope side of t e 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. I
5.When a wire mesh IlsIupport fence is used, space posts a maximum of 8 ft opartl
Support posts should be driven securely into the ground to a minimum of 18 i
inches. i
6.Extra strength filter fabric 'with 6ft post spacing does not require wire 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 pbsts and upslope from the barrier (figure 6.62a).
8.Backfill the trench with compacted soil or grovel 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'o sediment fence collapse, tear, decompose or become I
ineffective, replace it''. promptly. Replace burlap every 60 days. I
Remove sediment de posits os 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. i
Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilized it after the contributing drainage area has been properly
stabilized. I
OP I La=20' I FLARED END
SECTION TYPICAL
30"RCP
��
d50=3'
700()
115' 00Apron=1'
MIN, 00 O
00 O
.s 0
MINIMUM
DiMEN510NS
OUTLET
11 cyf EACH
I
� OUTLET PROTECTION
1 NOT TO SCALE
f i Rock to top o pipe
both sides
L2LO
MBPA'NKMENT
OUTLET PIPE
See Narrative for
10,
s-I I additional details
2'min.
�. NOTE: FILTER FABRIC IS TO
BE PLACED UNDER ALL STONE
OUTLET PROTECTION.
USE NICOLON MIRAFI 60OX
POLYPROPYLENE, OR EQUIVALENT
PROTECTION -SIDE VIEW
NTS
OP
La=20'
TRIPLE - 24"RCP
00
2 'SEPARATION MiN.
d50=3"
0
000000
tS11�0
Apron=I
15'
MIN.
°000°o
00000 0
L
MINIMUM
DIMENSIONS
OUTLET
AT CULVERT
I
11 Cy
OUTLET PROTECTION
NOT TO SCALE
NOTE WELL; SEE !HDS "WESTGATE CONS'TRUCfION DRAWINGS", SHEETS 1- 15 FOR MORE DETAILS.
EROSION CON TPOL SPECIFICATIONS & IDETAILS
WESTGIATE- Erosion Control & Water Quality
LOCATED IN TH� TOWN OF LELAND i TOWN CREEK TOWNSHIP
BRUNSWiCK COUNTY I i NORTH CAROLiNA I
' ' iS I
cr- aLIAf
20007 ,
o
�% N�,
( �.4"e`,g
I ��.
, , 011 -
REVISIONS C47E ��'I
� dhollis ,� hc sllm.com
OWNeR: OCEAN GATE, LLC.
i PO BOX 3167
iWILMINGTON, NC 28406
[phone]
VOVER DESIGN SERVICES, P.A.'
e LANO SURVEYORS, ENGINEERS dr LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 28401 ��//
1 PHONE: [phone]
Date:
8-11- 06
Scale:
1 "= 50'
Drown:
DSH
Checked:
DSH
Project No:
6309-ESC-W05
11
Sheet No:
6
6
Of:
RE NO.

W
SANITARY SEWER SYSTEM
PIPE and MANHOLE SUMMARY,
MH
TOP
INVERT
LENGTH
DIA
SLOPE
MH
TOP
INVERT
TO EXISTING
PUMP STATI❑N NO.
1:
EX
13.0
7.90
133
8
0. 41 %
1
18.5
8.95
1
18.5
9.05
399
8
& 41 %
2
15.2
10.65
2
15.2
10.75
394
8
0. 41 %
3
19.4
12.35
3
19.4
12.45
285
8
0. 41 %
4
18.8
13.60
EX
22.0
10.50
337
8
0. 41 %
6
22.3
11. 90
6
22.3
12.00
350
8
0. 41 %
7
19.4
13.45
7
19.4
13.55
400
8
0. 41 %
8
22.8
15,20
8
19.4
13.55
370
8
0. 41 %
9
20.4
15.05
9
20.4
15.15
342
8
0. 41 %
10
23.7
16.55
10
23.7
16.65
389
8
0. 41 %
11
23.4
18.25
11
23.4
18.35
330
8
0, 41 %
12
25.2
19.70
12
25.2
19.80
190
8
0, 41 %
13
23.6
20.60
13
23.6
20.70
338
8
0. 41 %
14
25.9
22.10
EX
25.5
18.25
184
8
0. 41 %
15
26.0
19. 00
15
26.0
19.10
218
8
0. 41 %
16
25.8
20.00
16
25.8
20.10
310
8
0. 41 %
17
25.4
21.40
TO NEW
PUMP
STATI❑N
NO. 2,
EX
22.0
6.00
294
8
0, 41 %
18
25.1
7.20
18
25.1
7.30
398
8
0, 41 %
19
26.7
8.95
19
26.7
9.05
276
8
0. 41 %
20
26.4
10.20
20
26.4
10.30
270
8
0, 41 %
21
24.4
1 1. 40
21
24.4
1 1. 50
372
8
0, 41 %
22
24.1
13.00
22
24.1
13.10
270
8
0. 41 %
23
24.0
14.00
EX
22,0
5.50
25
8
0. 80%
A
22,0
5.30
A
22.0
5.20
10
8
2, 00%
PSTA
22.0
5.00
6884
LF 8'
GRAVITY
SEWER
MAIN
TOTAL
11,000 LF TWIN-8' SDR21 SEWER FORCE MAIN TOTAL
STANDARD NOTES:
1, information concerning underground utilities was obtained from
available records. It shall be the responsibility of the
Contractor to determine the exact elevations and locations
of all existing utilities at all crossings prior to
commencing trench excavation. If actual clearances are less
than indicated on Plan, the Contractor shall contact the
Design Engineer before proceeding with construction.
Any condition discovered or existing that would necessitate
a modification of these plans shall be brought to the attention
of the Design Engineer before proceeding with construction.
2. NO CONSTRUCTION IS TO BEGIN BEFORE LOCATION OF EXISTING
UTILITIES HAS BEEN DETERMINED. CALL "NC ONE -CALL" AT LEAST
48 HOURS BEFORE COMMENCING CONSTRUCT/ON.
J. All trees which are not required to be cleared for
constuction shall be preserved wherever possible unless
otherwise directed.
4. Contractor shall adjust all manholes, valve and curb boxes to
the final grade upon completion of all construction. Any boxes
damaged or otherwise disturbed by the Contractor shall be
repaired at the expense of the Contractor.
5. The Contractor is responsible for controlling dust and erosion
during construction at his expense. Parking areas shall be
watered to control dust when ordered by the Engineer.
6. No geotechnical testing has been performed on site. No
warranty is made for suitability of subgrade, and undercut and
any required replacement with suitable material shall be the
responsibility of the contractor.
7. Extreme care shall be taken to ensure minimum separations at
all utility crossings.
8. Contractor to ensure that pavement is placed so as to drain
positively to the parking lot inlets and catch basins. All roof
drain downspouts to be directed to the storm sewer system.
9. Contractor is responsible for obtaining all required permits.
10. This plan is for site grading, utilities, siting, and drainage only.
See building plans for details on utilities hookups to buildings.
11. Contractor and Builder are responsible for coordinating Finished
Floor Elevation of all buildings with the Owner and the Architect.
12. Affected Non -Municipal Utilities shall be contacted and provided
with plans and other pertinent information, when feasible, to
coordinate appropriate scheduling and placement. At the minimum
this should include BellSouth and CP&L.
LEGEND
PROPOSED SANITARY STMH-14 0 PROP.STORM MANHOLE
SEWER & MANHOLE ®� 14B DROP INLETS
��.y►. EXISTING SANITARY
SEWER & MANHOLE
SSMH-1 0
PROP. SANITARY MANHOLE
WL PROPOSED WATERLINE
® & HYDRANT ASSEMBLY
❑O
IRON /N EXIST, CONC. MOM
EXISTING WATERLINE
E.I.P.
EXIST. IRON PIPE
PROPOSED STORM
®
I
WATER METER
SERVICE CONNECTION
--fLt'r-� SEWER & CATCH
BASIN
E.C.M.
EXIST, CONCRETE MON.
E.I.P. = EXISTING IRON PIPE
Z
GATE VALVE
E.I.R. = EXISTING IRON REBAR
p
REDUCER
E.C.M. = EXISTING CONCRETE MONUMENT
OS,-.,
FLOW
I.S. = IRON SET
DRAINAGE
W/V = WATER VALVE
+ 49.0
INDICATES SPOT ELEVATION
=
W/M WA TER METER
F/H = FIRE HYDRANT
PIP = POWER POLE
TREE (TYPICAL)
C.P. = COMPUTED POINT
FIRE HYDRANT ASSEMBLY
>> 0
PLANS and PROFILES of I
E� A SSouthernV/llageo fHomes.and Commerce
LOCATED IN THE TOWN of LELAND
BRUNSWI/CK COUNTY
WATER MAIN SYSTEM
NORTH CAROL/NA
by_ROADWAY,
DATE; JUNE 006
WEST GATE DRIVE -
8' PVC WATER MAIN! 5400 LF
PL❑❑F ROAD EXTENDED-
8' PVC WATER MAIN! 1700 LF
I .
STREET ' G' -
8' PVC WATER MAIN 850 LF
X0_0_00�1�
TOTAL 8'PVC WATER MAIN 7950 LF
I %\
I nr_AT1r1N KAAP
49 WETLAND
BENCHMARK LOCATIONS AND ELEVATIONS
LOCATION:
ELEVA PON
1
NCDOT RW MON. SOUTH INTERS-ECTION OF
PLOOF ROAD & HIGHWAY 17
_T
27.86
L
,h661
�SR
P�'�Of P�PO
404 WETLANE
121.76 ACRES
RUN OF JACKEYS CREEP
IS THE PROPERTY LINE
i
I
i
GENERAL NOTES:
I
1. This mop is not for conveyance, recordation, or sales.
2. Portions of this property are located within a special flood
hazard area according to Flood Insurance Rate Map Community
Panel #370295-0136C, effective date May 15, 1986.
3. This property is zoned Town of Leland MF, C-2.
4. Sewer service to be public. Water service to be public.
5. Boundary not field surveyed at this time. Topographic survey
data by Hanover Design Services & Arnold W.Corson, PLS, PC.',
MORE GENERAL NOTES: j
1. ALL CONSTRUCTION PTO CONFORM TO TOWN OF LELAND STANDARDS
APPLICABLE STATE & LOCAL CODES.
2. CONTRACTOR TO COORDINATE ANY REQUIRED TRAFFIC CONTROL WITH
THE STATE AND THE TOWN.
3. CARE SHALL BE TAKEN DURING FINAL GRADING TO ENSURE POSITIVE
DRAINAGE AWAY FROM BUILDINGS AND TO RECEIVING STRUCTURES.
4. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ANY RELOCATIONS,
RE -ALIGNMENTS, DISCONNECTIONS OR CONNECTIONS OF EXISTING
UTILITIES WiTH APPLICABLE AUTHORITIES.
5. CLEARING AND GRUBBING OF SITE TO INCLUDE REMOVAL OF EXISTING
CURB, ASPHALT, INLETS, AND ANY OTHER STRUCTURES INCLUDING TREES,
STUMPS AND DEBRI EXISTING ON SITE. TREES NOT REQUIRED TO BE
CLEARED FOR CONSTRUCTION SHALL REMAIN UNLESS OTHERWISE DIRECTED.
6. MINIMUM SEPARATIO SHALL BE MAINTAINED AS FOLLOWS:
a. HORIZONTAL CLE RANCE OF 10 FEET BETWEEN SANITARY SEWER AND
WATER MAINS.
b. WHERE VERTICAL CLEARANCE IS LESS THAN 18' BETWEEN SANITARY
SEWER AND WATkR OR WHERE SEWER LINE CROSSES ABOVE WATER
MAIN, BOTH PIPES SHALL BE DUCTILE IRON PIPE FOR A MINIMUM
OF 10' EITHER SIDE OF CROSSING.
c. WHERE VERTICAL CLEARANCE IS LESS THAN 12" BETWEEN SANITARY
SEWER AND STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON
PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING.
d. WHERE VERTICAL CLEARANCE IS LESS THAN 12" BETWEEN WATER
MAIN AND STORM DRAIN, WATER MAIN SHALL BE DUCTILE IRON
PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING.
7. CONTRACTOR TO ENSURE THAT A MINIMUM OF 0,409 GRADE IS I CONSTRUCTED
ON ALL 8"DIAMETER SANITARY SEWER MAINS.
8. SEE DETAIL SHEETS FOR TYPICAL UTILITIES HOOKUPS.
9. ALL LOCAL RESIDENTIAL AND COLLECTOR ROADS ARE TO BE BUILT TO
NCDOT STANDARDS. CONTRACTOR RESPONSIBLE FOR COMPACTION TESTING.
10. ALL SANITARY SEWER' MAINS TO BE 8" UNLESS OTHERWISE INDICATED.
11. ALL WATER MAINS TO BE 8" UNLESS OTHERWISE INDICATED.
12. TWO VALVES ARE REQUIRED AT "T" INTERSECTIONS AND ONE VALVE ON
THE WATER LINE TO FIRE HYDRANTS,
13. A BLOW -OFF VALVE iS REQUIRED AT THE TERMINUS OF ALL, "DT'AD END"
WATER LINES.
14. A NCDENR / DWQ WATER QUALITY PERMIT IS REQUIRED PRIOR TO PLACING
ANY IMPERVIOUS SURFACES. INDIVIDUAL APPROVED SITE SPECIFIC PLANS
ARE REQUIRED FOR FUTURE DEVELOPMENT.
INDEX TO DRAWINGS
SHEET No.
DESCRIPTION
bRAWING No.
1
OF
15
COVER SHEET and GENERAL NOTES
6309-MSTR1
2
OF
15
WEST GATE DRIVE PLANS & PROFILES
6309-MSTR2
3
OF
15
WEST GATE DRIVE PLANS & PROFILES
6309-MSTR3
4
OF
15
WEST GATE DRIVE PLANS & PROFILES
6309-MSTR4
5
OF
15
WEST GATE DRIVE PLANS & PROFILES
6309-MSTR5
6
OF
15
PLOOF ROAD EXTENDED PLANS & PROFILES
6309-MSTR6
7 OF
15
STREET G PLANS & PROFILES
6309-MSTR7
8
OF
15
FORCE MAIN PLANS & PROFILES
6309-MSTR8
9
OF
15
FORCE MAIN PLANS & PROFILES
6309-MSTR9
10
OF
15
FORCE MAIN PLANS & PROFILES
6309-MSTR10
11
OF
15
FORCE MAIN PLANS & PROFILES
6309-MSTRll
12
OF
15
FORCE MAIN PLANS & PROFILES
6309-MSTR12
13
OF
15
PUMP STATION DETAILS
6309-MSTR13
14
OF
15
GENERAL DETAILS
6309-MSTR14
15
OF
15
GENERAL DETAILS
'6309-MSTR15
COVER SHEET and GENERAL NOTES
WESTGATE- Construction Drawings
LOCATED iN THE TOWN OF LELAND TOWN CREEK TOWNSHIP
BRUNSMCK COUNTY NORTH CAROLINA j
OWNER: OCEAN GATE, LLC.
PO BOX 316 7
WILMiNGTON, NC 28406
[phone]
HANOVERffIDESIGN SERVICES, P.A.
LAND SURI YORS, ENGINEERS & LAND PLANNERS
WIWALNUT STREET L y
YVIMINGTON, N.C. 28401l'+/j��J
PHONE: [phone]
Dote:
6-23- 06
Scale:
1"= 400'
Drown:
DSH
Checked:
DSH
Project No:
009-MS1RI -DH
Sheet No:
1
15-
Of:

011
25
20
WALMARTi,
J
i
w
NTERSTONE
MWMM
5 Q Li
Lisle Line ID
Flow Line size Line
L
IE IE
Line HGL
HGL
noI
rate
DIA type
down'up
slope down
up
(cis)
(in)
LF
(ft) (ft)
M (ft)
(ft)
1
1 to 2
27,19
36 Or
66
16.50 16,70
0.30 19.50
19.58
2 11
2 to 3
26.47
36 Cir
36
16.70 16.80
0.28 19.70
19.74
3
EX.2 TO 3
10.34
24 Cir
58
17,70 17.80
0.17 19.77
19.87
4 EX.3 TO 4 9.47 24 Cir 36 17.80 17.90 0.28 19.89 19.90
5 EX.4 TO 5 8,89 24 Cir 44 18.00 18.10 0.23 20.00 20.05
6 5 TO 6 8.31 24 Cir 17 18.10 18.20 0.59 20.10 20.12
\\ 7 j 6 TO 7 7.23 24 Cir 232 18.20 19.20 0.43 20.20 20.40 \1J \ (\
8 I 7 TO 8 5.06 24 Cir 192 19.20 19.70 0.26 21.20 21.27
�� / 9 1 8 TO 9 2,17 18 Cir 180 20.20 20.50 0.17 21.70 21.76
101 9 TO 10 2.17 18 Or 76 20.50 20.80 0.39 22,00 22.02
11 10 TO 11 1.81 18 Cir 112 20.80 21.00 0.18 22.30 22.32
121 11 TO 12 1.08 18 Cir 36 21.00 21.10 0.28 22.50 22.50
/
13 i 6 TO 6A 1.08 18 Cir 17 18.50 18.60 0.59 20.13 20.13
NOTE WELL:
\ ISTING PAVEMENT OFF -CENTER IN R/W �/ 14'i 7 TO 7A 1.08 18 Cir 17 19.40 19.60 1.18 20.90 20.90
i �/ / THROUGH THIS CURVE BECAUSE 15 � 7 TO 7B 1.08 IS Cir 17 19.40 ' 19.60 1.18 20.90 20.90
F.HYD. ` 16i 8 TO BA 1.45 18 Cir 17 20.00'20,20 1.18 21.50 21.50
OF R/W TRANSITION FROM 70' TO 60'. 17' 8 TO 8B 1.45 18 Cir 17 20.00 '20.20 1.18 21.50 21.50
(f1 G
18 j NEWS TO 4 15.26 30 Cir 172 17.30 17.50 0.12 19.80 20.00
N
a ,, n/ , / p 19i NEW4 TO 5 14.11 30 Cir 204 17.50 17.80 0.15 20,01 20.20
• % \ \ C) `�TV 0 �;cJ 70 -6"PV 205 TO 6 12.37 30 Cir 392 17.80 18.10 0.08 20.30 20.60
•�\ N� / C NDUIT 2 21 6 TO 7 9.85 30 Cir 372 18.10 18.40 0.08 20.61 20.78
T PICAL _ 22 7 TO 8 7.83 24 Cir 356 18.80 19.00 0.06 20.80 21.16
co CA
8 �� 23'' 8 TO 9 4.26 24 Cir 36 19.00 19.10 0.28 21.17 21.18
+ 42 \� 24 9 T❑ 10 3.68 24 Cir 94 19.10 19.30 0.21 21.21 21.21
• / \ 25, 10 TO 11 2,42 18 Cir 94 19.30 19.50 0.21 21,21 21.25
/ \
NOTE WELL: i
�o
I I 2
2
I I
oi
NOTE
\ \ \ \
\ W \ SEE ADDITIONAL PLANS
FOR POND RE -PERMITTING,
\ \ \ \ AND EROSION CONTROL.
I '
WEST GATE DRIVE WE T 50' V. 4. .
30 30 1.61
6 6A
I (ti
5 5A O
oo 36 LF o 0r
06 18"RCP oy w
w © C.6% I-' twin
0
0 36 LF N
18 , CP °y
w @ 0.6% EJ
25 1 25
1
ADDED NOTE THAT C-900 PVC OR DIP REQUIRED OVER 12' DEPTH
7-18-06
REV. NO.
REVISIONS
DATE
20
WET
SW8
1 15
Omni]
�apy,{ght Hanger Design 8ervlaes P.A.. All rights reserved Reprodueflon or use of the contents of this document, or additions or deletions to this
dowmanf, in whds ar part. without mitten consent of the Land Surveyor or Engineer, is prohbited. Only copies Isom the origlnol of this document,
mocked with the originol signature and will seal of the Surwyw or Engineer, shall be conddered to be wild and t-v copies.
PLANS & PROFILES of WEST GATE DRIVE
W E STGAT E A Southern Village of Homes and Commerce
LOCATED IN TOWN OF LELAND
BRUNSWICK COUNTY, NORTH CAROLINA
r k.
,It8 Ci r �0�$ s '$. DEVELOPER:
li� S0� e 9 � OCEAN GATE, LLC
�� PO BOX 3167
®�« SE L WILMINGTON, NC 28106, (910)-791-1196
20007
c. Q
'Pf
6�f HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLAN/'VERS
319 WALNUT STREET
---� "7 y., , 0 & WILMINGTON. N.C. 28401
[e-mail] PHONE: [phone]
DatC:
6 - 23- 06
Scale:
1"= 50'
Drown:
DSH
Checked:
DSH
Project No:
6309-mstr2-dh
Sheet No:
2
15
Of:
L:1
EX
0
26 RT--- 8"FORCE MAINS NOT SHOWN GRAPHICAL L 261 11 TO 12 1.84 18 Cir 36 19.50 19.60 0.28 21.25 21.26
.. \ \ 27 12 T❑ 12A 1.26 18 Cir 94 19.60 19.80 0.21 21,26 21.28
IN PROFILE (SAME DEPTH AS WATER MAIN)
\� C \\__ I- - ALL PLACES. MANITAIN 36"COVER AND 28' NEW4 TO 4A 0.58 18 Cir 36 18.50 18.70 0.56 20.01 20.02
3LtF EXISTING c_ \ V'E DIP AT CROSSINGS WHEN REQUIRED, 29 5 TO 5A 0.87 18 Cir 36 18.80 19.00 0.56 20,30 20.30
_ _ _ "1 SEE AVER SHEET NOTES. 30� 6 TO 6A 1.26 18 Cir 36 19.00 19.20 0.56 20.61 20.61
r ' all 7 TO 7A 1.01 18 Cir 36 19.30 19.50 0.56 20.80 20.80
n _ 94LF \ \ ACT
3 I 38 8 TO SA 3.00 18 Cir 104 19.00 19.20 0.19 21.17 21.25
STA 16+62 _18, �Z 18 \
EX.18'LT 62 RT \ 33 8A TO 8B 1.73 18 Cir 105 19.20 19.40 0.19 21.25 21.27
\ \ \ 398`F \ \ \ \ \^ _^ 3� 8B TO 8C 0.87 18 Cir 36 19.40 19.50 0.28 2L28 21.28
w\` Ndtesi
�� _ \ \ ♦ ♦ Pro,Ject file: 6309-west.stm
� / � 4- � ` `\ \ \ Q�j \ \ RE�turn period = 25 Yrs.
0000
.1\" \\
0100 CATCH BASINS `20�CF \ \ ♦ \ ��
��'� STA 15+ 15 \ \
18'LT-18'RT CL
3 EX.SMH �DWQ SW8 051 112 L=326.70'
STA 17+34 \
R=455.00' \ ♦
3 EXISTING A=41'08'22' \ \ ♦ \ ♦ -
CATC SINS C LEN=319.73'
\ \ \ \
BRG=S 82'36'51" E CATCH BASINS \
NOTE : STA 13+00 5 \ \ \ \ SMH-19
FOR PUMP ST 18'LT-18'RT \ \ ♦ �\ \ ♦ ♦ \ STA 10+4
DETAILS SEE HEET 13 \
\ �coN \ \26'RT o0
Y.
\ \ 19 ♦ \ CATCH BASINS
\ ` \ \ ♦ \ \ \ STA 9+05 �\
18LT-18RT
ti \ 6A
40
\ \ \ 5 CCN- o / Z
C, Wq�k ^ // o J CATCH BASINS p
\ \ ♦ \ IV �, Q = STA 5+25 +
\ \ \ ♦ \ \ _ TeR / to �? 18'LT-18'RTI \ 6 Fo � �\�372LF �- _. - -----
C MAl-
\ J \ 20 _ 8" GV BnGV
TRACT 10 1 - Q
MF-M
270LF 21
SMH-20 F•HYD
STA 7+81 �.
FOR FUTURE
CONNECTION
j SMH-21
/ MAINTAIN CLEARAL STA 5+21
C BETWEEN FORCE MAIN 25 LT
\ \ AND WATER MAIN OR
CL USE DUCTILE IRON PIPE TRACT
L=284.70'9
C LEN=282.2 MF-M
F \ / R74.41'22" W /
� FROM
N MATCH LINE TYPICAL j
/ 50 25 0 50 100 150 /
SCALE IN FEET: 1 = 50
80 V.C. 50' V.­41100' V.C. 100' V.C. i 0 100' V.C. + 100' V.C. 100 V.C. o
-4.00 .54% o - .27%O o ,� .00%- O I o 0 1,00% - o d.75% oo -1. 0% o0 20 + 0.90%,'' 30
4
�•i&
P,
N 07 O 'r O O
O O (MD O tb N 1 „ l Ln (� � M N !rl tl)
_ N d f7 Ki 4 d (1) U7 (n (17 ([l cf) t1)
N N N N N N N N N N N N N N (v N N CV (V N
17 00 16 50 16�00 I 15�50 15�00 14+50 14�00 13t5o I 13+00 12
19
0
O (AI O O 00 t0 to 'T to n o0 'T I N O O I ub I N (0 It
O N Ln � ^ f\ (0 N O ID N N M O QV N O (10(6 m (0 c0 (o (6 (6 O (6 (D Lin 0 0 6 (0 4b (.6 (6 u'i
N N N ; N N N N N N� N N N N N N N QN N N N
12+00 1 11 �50 I 1 1400 1 1050 I 1000 1 9+50 1 9�00 1 81111150 1 08 }00 1 7�50
TH
20
1
1
z
15

A
Line Line ID Flow Line size Line L IE IE Line HGL HGL ` , I I I
no. rate DIA type down up slope down up 1 \ LA \
(cfs) (In) LF (ft) (ft) (%) (ft) (ft) 1
I I to ! 27.19 110 Girl 66 16,50 10170 0130 191% 191%0 \ I \
2 2 to 3 26.47 36 Cir 36 16.70 16.80 0.28 19.70 19.74
3 EX.2 TO 3 10.34 24 Cir 58 17.70 17.80 0.17 19.77 19.87 I
4 EX.3 TO 4 9.47 24 Cir 36 17.80 17.90 0.28 1939 19.90
5 EX.4 TO 5 8.89 24 Cir 44 18,00 18.10 0.23 20.00 20.05 +00
6 5 TO 6 8.31 24 Cir 17 18.10 18.20 0.59 20.10 20.12
7 6 TO 7 7.23 24 Cir 232 18.20 19.20 0.43 20.20 20.40
8 7 TO 8 5.06 24 Cir 192 19.20 19.70 0.26 21.20 21.27 I
9 8 TO 9 2.17 18 Cir 180 20.20 20.50 0.17 21.70 21.76 1 ' I 0 I
10 9 TO 10 2.17 18 Cir 76 20.50 20.80 0.39 22.00 22.02
11 10 TO 11 1.81 18 Or 112 20.80 21.00 0.18 22.30 22.32 1 I I 0
12 it TO 12 1.08 18 Cir 36 21.00 21.10 0.28 22.50 22.50
13 6 TO 6A 1.08 18 Cir 17 18.50 18.60 0.59 20.13 20.13
14 7 TO 7A 1.08 18 Cir 17 19.40 19.60 1.18 20.90 20.90
15 7 TO 7B 1.08 18 Cir 17 19.40 19.60 1.18 20.90 20.90 ALL ST IPING AND SIGN AGE
16 8 TO 8A 1.45 18 Cir 17 20.00 20.20 1.18 21.50 21.50 TO MU CD STANDARDS.
17 8 TO 811 1.45 18 Cir 17 20.00 20.20 1.18 21.50 21.50
18 NEW3 TO 4 15.26 30 Cir 172 17.30 17.50 0.12 19.80 20.00 I
19 NEW4 TO 5 14.11 30 Cir 204 17.50 17.80 0.15 20.01 20.20 1 4-6°PVC I
20 5 TO 6 12.37 30 Cir 392 17.80 18.10 0.08 20.30 20.60 1 CONDUITS
21 6 TO 7 9.85 30 Cir 372 18.10 18.40 0,06 20.61 20.78 (TYPICAL)
22 7 TO 8 7.83 24 Cir 356 18.80 19,00 0.06 20.80 21.16
23 8 TO 9 4.26 24 CIr 36 19.00 19.10 0.28 21.17 21.18 1 CATCH BASINS I STA2+00
24 9 TO 10 3.68 24 Cir 94 19.10 19,30 0.21 21.19 21.21 1 STA 1+65
25 10 TO 11 2.42 18 Cir 94 19.30 19.50 0.21 21.21 21.25 1 18'LT-18'RT 18 18' 13 SMH 1+75
26 11 TO 12 1.84 18 Cir 36 19.50 19.60 0.28 21.25 21.26 STA
27 12 TO 12A 1.26 18 Cir 94 19.60 19.80 0.21 21.26 21.28 �i-•--1 _� N 3 LF N 25'RT
28 NEW4 TO 4A 0.58 18 Cir 36 18.50 18.70 0.56 20.01 20.02 �� 8B + +
29 5 TO 5A 0.87 18 Cir 36 18.80 19.00 0.56 20.30 20.30 A��-+' �„�r�J� 8C MODERN R O U I (�� V A U
30 6 TO 6A 1.26 18 Cir 36 19.00 19.20 0.56 20.61 20.61 I 15, 15'
31 7 To 7A 1.01 18 Cir 36 19.30 19.50 0.56 20.60 20.80 ( Y
32 8 TO 8A 3.00 18 Cir 104 19.00 19.20 0.19 21.17 21,25 \ ONE W Y ROTA R
33 8A TO 8B 1.73 18 Cir 105 19.20 19.40 0.19 21.25 21.27 I / �/
34 8B T❑ SC 0.87 1S Cir 36 19.40 19.50 0.28 21.28 2L28 I �] 5" CONCR TE M�NOLIT IC
ISLAND ( URFAC MOU TED)
I �� �x ~ x23> SEE NCD T 85 .01
Notes TRACT 3 I N tip' 34 FOR ADD TIONA DETAI S.
1 ii 24' NO STRIPING SEE SHE T 15
Project file, 6309-west.stro i1�� 24.25
Return period = 25 Yrs. C-2 I 8A O j�� ° X�� \` CAT H BA INS
I NOS a. 12 -.5 °. ° 2s 8 STA 1 +65
1 / xC . ,25.o x \ 18'L -18'R
$„GVI STAND-UP ��8 \
i g C&G AND x s ` =3 'B 33
i 2'wiDE, 6„ �7 ��,
PC CONCRETE A YI
EMERGENCY LANE s
CATCH B SINS I /^ SEE DETAIL
STA 1+ �/ ° I ° X
18'LT �18'RT ' �
8 GV +2 .o
TRIPLE 24"RCP / ° I � � 5
/ @ 0 2% 8 ° 8X8 CROSS
/ FOR FUTURE USE "' n -024
12
5�� o z O zjz STA 3+80 _ F.HYD' x ICP ROUNDABOUT "N N 15' +
ONC W ^+ O CATCH BASINS o Z, + ° STAO+00 o . Ln
N
8" �Lk Q / = STA 5+25 Ln N 133.00 N g0'29 31 12
WgT£R � 18LT-18'RT N
vi f- �- - CA CL S 84"48 0 W CL 133.p0 wti
--- �'---
TE �
356LF�DWQ SW8 _0511- 12 - �-n g"FORCE MAINS 34A �
_ - 93.0+ i TWIN- SMH-12 ° +
\ -_ e 1 I STA 0+83 4-6"PVC o
20 ` 8 GV 8„ V _ +-- --O 2e X 22 BENDS & FI TINGS I 16 RT a CONDUIT$ O
Q WEST G w •� -< ° AS NECES ARY (TYPICAL) CL N
- TE DRIVE TYPICAL x /
- - -- O 9 G : a x2 X
270LF �@21 _ _ 4-6"PVC o 2j� x� A6 ° ^D 0
\ F.HYD. o CONDUITS + SMH-2 ` <,�, „ /
FORCE MAIN + (TYPICAL) STA 1 +50 9AX ��s 8 GV 25.0
SMH-20 ` � � cn 27 LT
STA 7+81 - / 47 W "' X� 24.5 °°
S 82'38 , x �� / 12A
25 LT 2„BO - - - - - 7A / N' / CL 354.21 V) ��� 9Q 4,25
FOR FUTURE
CONNECTION 1O
ANCE CL T121 0/ 24z / SEE SHEET 15 ''" k
MAINTAIN CLEAR A 5+/ 5" CONCRETE MONOLITHIC �
L-112.79' STA
ISLAND (SURFACE MOUNTED) /
l Line Line ID Flow size Line L IE Line HGL HGL
no. rate DIA type down up slope down up
(ef's) Ems' 6F Eft) Eft) 00 (ft) (ft)
1 19 TO 20 23.98 30 Cir 48 10.30 10.50 0.42 12.80 12.93
2 20 TO 20A 23.12 30 Cir 36 10.50 10.60 0.28 13.00 13.10
3 20A TO 22A 20.54 30 Or 404 11.00 12.50 0.37 13.50 14.31
4 22A TO 23A 18.82 30 Cir 348 12.50 13.30 0.23 15.00 15.56
5 23A TO 24A 17.09 30 Cir 312 13.30 13.90 0.19 15.80 16.26
6 24A TO 25A 15.37 30 Cir 242 13.90 14.20 0.12 16.40 16.68
7 25A TO 27 14.07 24 Cir 55 14.20 14.50 0.55 16.69 16.88
8 27 TO 28 11.12 24 Cir 20 14.50 14.60 0.50 16.91 16.95
9 28 TO 29 10.47 24 Cir 35 14.60 14.80 0.57 16.97 17.03
10 29 TO 30 9.17 24 Cir 389 15.50 16.50 0.26 17.50 18.02
11 30 TO 31 6.87 18 Cir 410 16.50 18.00 0.37 18.04 19.44
I 12 31 TO 32 4.58 18 Cir 311 18.50 20.10 0.51 20.00 20.92
13 P2 TO 33 2.74 18 Cir 234 20.10 20.50 0.17 21.60 21.73
14 33 TO 34 1.43 18 Cir 93 20.50 20.70 0.22 22.00 22.01
15 2OA TO 21 1.72 18 Cir 269 12.00 14.70 1.00 13.50 15.20
16 21 TO 21A 0.86 18 Cir 36 14.70 14.80 0.28 16.20 16.20
\ 17 22A TO 22B 0,86 18 Cir 36 13.50 13.70 0.56 15.00 15.00
18 23A TO 23B 0.86 1S Cir 36 14.30 14,40 0.28 15.80 15.80
\ 19 24A TO 24B 0.86 18 Cir 36 16.90 17.00 0.28 18.40 18.40
20 25A TO 25B 0.65 18 Cir 36 15.20 15.30 0.28 16.70 16.70
21 27 TO 35 2.30 18 Cir 312 15.50 17.50 0.64 17.00 18.08
22 35 TO 35A 1.15 18 Cir 20 17.50 17.60 0.50 19.00 19.00
TRACT 4 23 29 TO 29A 1.15 18 Cir 36 15.00 17.10 0.28 18.50 18.30
24 30 TO 30A 1,15 18 Cir 36 17.00 17.10 0.28 18.50 18.50
25 31 TO 31A 1.15 18 Cir 36 18.50 18.60 0.28 20.00 20.00
26 32 TO 32A 0.86 18 Cir 36 20.10 20.20 0.28 21.60 21.60
MF-M 27 133 TO 33A 0.65 18 Cir 36 20.50 20.60 0.28 22.00 22.00
Notes!
Project file: 6309-east.stM
Return period = 25 Yrs.
I CATCH BASINS
STA 4+00
32 18'LT-18'RT
CATCH BASINS
STA 7+10 n
18'LT-18'RT _ MH-10
I _'- 31A STA 8+07
��F _ _ �- _51T
W8 980403 > M 11 -37 WEST GATE DRIVE F!!2 MAI
g' I 330LF QP ��- - - 389LF -
`.
t 3! !2A� t,- F�Z -
D �0)
SMH -11 '�- `�� •••�
w CL + STA 4+19 - -"ft. 410LF
o L=171.02' $ 25'RT Ln CL S 82'23'37" FH p o R=655.00' o E 288.19 �•-
A=14'57'36' o I 31
C LEN=170.54'
7 BRG=S 89.52'25' E
/ BETWEEN FORCE MAIN R=645.00'
AND WATER MAIN OR - • SEE NCDOT 852.01 r H BASINS I U
USE DUCTILE IRON PIPE=10 O1 09 / OR ADDITIONA TAILS. ST 1+65
C LEN=112.65' / 11 0 1' T-18' T
BRG=N 87'39'21' E ' "' I
TO MATCH LINE (TYPICAL) �' 3g F 12 SMH 23
2"BO 23 ST 1 +6
/ / \ FOR FUTURE LT
CONNECTION rEM g -/ DE Sr +OS0-11 GOW OTA
TRACT TRACT 7
Z, MF-M
MF-M / ;, � RACT 8
/ w
/ MF-M / C0
1
50 25 0 50 100 150
SCALE IN FEET: 1 "= 50'
200' v.c, < WEST GATE DRIVE EST o WET GATE D �IVE EAST
10 ' V.C. N89%1 o 1.18% 0 0 1. 1 % ,0n RI�MH-22
= 24.1 30
20
5
7
21
MM TAILED
ME
MIN VIEW
IMM
IMM
�� M =IMMMOM
�r�llllliri�� � •
i
15
���r.•�•>r>•�I���®sari
N �-=-' ' - --RI• lid
MON
� TRACT
A MF-M
100.1 V.C.
1.1 % 0 0-1.0
32
100'I V.C.
1.0 %
�+ 11 0
2001 V.C. I I I i
W, 1 10011 V.C. lop, V.C.
-1.61,',0 _., 1.0% � 30
31
RTH
SOUTH
WWI
MMMME
MMMMM
• .. ..PLAN VIEW
PROFILESPLANS & r_ ►•6-23-06
IN
WESTGATE
�i�liiiiftrl■:liiiiiiiiiiii•I� �m m ��m����_�r.11�■���1 ■�_ l _��� ���� [r7 [ I ■ IMMMI tri A Southern.•- of • - and Commerce
I IMMMEM LOCATED iN TOWNOF r �
.. ��rT=lii�ll7ii����l,711�� - ��■ T7�T�� ►ii�eT7iira� �eT7ii�7i�� _ eCOUNTY,NORTH - • , .
� _-�1■'!'�:i������ � - ; ���:i� G�11i�3►3<ii>• �' �i��►I�?r"�
�■L/�ii■� �I�� ������' ��I ��I������I� �I A 1-����i� � Ir��l� �I ��1 rail !
■■��■■�MIT MMMME PO BOX 3167
Ld
v)W @ Q.3o''-'Ed
Cr
N
LJ _
CY) 0) N 24
0.2 w (s0.2 �w@0.%w ry w @0.
_ 3- - N vo
W J@ 0.
L
2%UJ
Ilk
AQ 7
W w � 36 F � . a ••••••••q°tj " HANOVER DESIGN SERVICES P.A.
3 0 `2 318"R Pw°o gAee ti(� °�
U) '` 'i' V ® 0. �w •�® Y LAND SURVtYORS, ENGINEERS & LAND PLANNERS
1 319 WALNUT STREET
( ` p WILMINGTON. N.C. 28401
dhollis@hdsiirn..com PHONE: [phone]
Sheet No:
3
15
Of:

C
✓ \ PI 1+01.05 Ltvv
PI 0+38.88
=STA 20+90
NOTE WELL:
NEW TWIN 8"FORCE MAIN TO BE PLACED IN EXISTING EASEMENT.
CONTRACTOR TO EXERCISE EXTREME CARE NOT TO DAMAGE
EXISTING FORCE MAINS ALREADY IN PLACE IN THE EASEMENT.
\
78 \
3+ 00
E.C.M. /
r
\ \ 63
/<\ .O
62
\ 76 \ \ \\ \\ // / \ >_7
7 G' �N
\ \
Ilk
y// // \\ \
60 \\ 52 C.M.
\ ; ♦� 20'D.E. \y/ /// /// \\\ \\ \\� /
// \\ ///
\\ \\ 57
/,/ \\ `� �/ /✓ �/ \\ \\--''-�\ 100,
//
PROPOSED \\ \ // \\ // ,' 16+00 -.�'Qp
BIRCH CREEK \ \\ / 15+00
SUBDIVISION ^ \� 53
59
,(/ 56 // \ / / PI 15+61.43
/ R 20'D.E,
E.C.M. y / / �� / 17+00
// / �T--,58
14+00
/
/ »
_
5+ 00 — � — /
3+89.36 _ — /
_ _4-�\ // /
7+00 AIR RELEASE ItC
20'UTILITIES EASEMENT VALVE, SEE 13+ OO
[=tTi— \ \ I ��j I
DETAIL \ / / / / t...� .. G
8+00\\\ I �'
C(SQ) I MIN.
\ / /
16" _ T III
...
\ MIN. '
III It
\/ / PLAN
12+ OO D(sQ) A A BENDS
PIPE ZONE \ \ \ / / CUT TO PLAN AND ELEVATION ST3�ANSHOR PLAN
PIPE ZONE \ / / NEAT CUT -BACK TO BE PLUGS TEES 45'ERFORED AFTER
III
EDGE TRENCCHMB CKFILL NG
\ \ / (TYP.) AND COMPACTION : I I
6" O.D. 6 6" O.D. 6" 1 O+ OO \ \ / / F:'!STINc
MIN MIN / \ \ / BiiUMNous PAYMENT LIMB d — — �$—
MIN MIN \ \ / SURFACE TYPE I-1 oN.C.D.O.T. SPEC. "MIN: = m
dE.LP. \ — -III—III-111-
FINAL BACKFI
CLASS 1, 2, OR 3
PIPE
SIZE AS INDICATED
ON THE PLANS —
CLASS 1 OR
DUCTILE IRON PIPE
z_
STABLE
FOUNDATION
MATERIAL
FINAL BACKFILL��
PIPE
SIZE AS INDICATED
ON THE PLANS --,
INITIAL BACKFILL
CLASS 1 —
PIPE BEDDING DETAILS
N.T.S.
PVC PIPE
STABLE
FOUNDATION
MATERIAL
v/11 +00
PI 10+78.26
EXISTING —�/
j BASE
COURSE 12
:.'.'. .. .
COMP.','TED A.B.C.
NOTE:
BACKFILL TO BE
INSTALLED IN 6"LIFTS
(MAXIMUM) AND
COMP"CTED TO A
MINIMJM DENSITY
OF 95% AS
DETERMINED BY THE
MODIFIED PROCTOR
A,
METHOD.
D.I.P. IF COVER
LESS THAN 36"
NOTE:
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY NORTH BRUNSWICK SANITARY DISTRICT.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
TOWN, DISTRICT AND STATE ENGINEERING CODES AND CONSTRUCTION STANDARDS.
12"
_ SECTION C—C
D(SQ) BENDS AND TEES
NOTE: Au vEm PLws Am so= O LLL BE BLACKED AGAINBT FM ENM
45' VERTICAL BENDS wff" CL"M c COMM
PIPE
DIA.
90'
BENDS
45'
BENDS
22 1/2'
BENDS
TEES
PLUGS
45'VERT.
A
B
A
B
A
8
A
B
C
D
D
3"
8"
10"
5"
10"
3"
8"
5"
12"
6"
14"
21
0.2
4"
B"
10"
5"
10"
3"
8"
5"
__12
6"
14"
21
—6 _2
6"
12"
8"
9"
8"
6"
8"
12"
8"
10"
20"
27"
0.4
8"
14"
12"
i2
10"
8"
12"
t4"
12
12"
26
33"
0.8
STANDARD THRUST BLOCKING
N.T.S.
PIPE TRENCH WIDTH
PAVEMENT REPLACEMENT 50 25 0 50 100 150
FOR PIPE INSTALLATION
N.T.S. SCALE IN FEET
w
w cwn
J
W I.IJ
K
Q > O
20.00
20.00
i
_.
15.00
10.00
10.00
I
5.00
—
w
5.00
14+
.00
15+
.00
16+
.00
0.00
13+
.00
0.00
vc
PLANS & PROFILES of FORCE MAIN SEWER
WV E S T G A T E A Southern Village of Homes and Commerce
LOCATED IN TOWN OF LELAND
BRUNSWICK COUNTY, NORTH CAROLINA
Oats:
6-23— 06
sc°'°
1 "= 50'
10+
.00
11+0
00
12+0.00
-5.00
Drown:
.n,
�,..
V
s; �3l
Q SEAL
OOQ7
`` ' . t. sr°"`
[e-mail]
DEVELOPER:
OCEAN GATE, LLC
PO BOX 3167
WILMINGTON, NC 28105, (910)-791-1196
DSH
Checked:
DSH
-10.00
00
Project No:
6309-mstr9-dh
Sheet No:
9
15
ot:
3+0
00
4+0
00
5+0
00
6+0
00
7+0100
8+0
00
9+0
00
HOVER DESIGN SERVICES P.A."a-�
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
WIL WALNUT STREET
WILMINGTON, N.C. 28401
PHONE: [phone]
0+0
00
1+0
00
2+0
REV. N0.
RREVISIONS DATE

NO. 11 GAUGE & BEVELED
GALVANIZED STEEL BAND
* NOTE:
WITH BOLT AND NUT
A WOODEN ENCLOSURE, SUITABLE TO THE
3/8" DIA DIAG. TENSION RODS AT EACH
OWNER MAY BE
SUBSTITUTED FOR FENCE.
GATE & CORNERS OF LINE FENCING (TYP.)�
WELDED 2" DIA. GATE FRAMES (TYP.)
ONE TENSION WIRE
i
CLIP EA. LINE POLE
(THE 6 OUNCE MIN.)
I!'• > >
;I
t
I.
TOP HINGE PER MANUFACTURER
I; x: �,
x" Xf
HEIGHT OF BRACE SHALL BE
---
IN ACCORDANCE WITH F-.---
MANUFACTURERS SPECS. I<' :
: ♦ �,' ,•�
I.
3/8" MIN. ROUND ROD
WITH TURNBUCKLE
r
TENSION WIRE 140. 7 GAUGE
GALVANIZED COIL SPRINGS
_4�
i/2' {
STRETCHED OUT
Iy`
CROWN
GROUND CLEARANCE 3" I ✓
x
MAXIMUM 1" MINIMUM
II-�r
BOTTOM HINGES PER
(TYP.)
MANUFACTURER
CONC. FOOTING 1'D" DIA. (TYP,)
1'2" DIA AT CORNER AND POSTS
10'0" MAXIMUM
MUSHROOM TYPE GATE ANCHOR
FENCE DETAIL
NOT TO SCALE
TOP ROLL
LINE ROLL
DIMENSIONS AND WEIGHTS: NOMINAL DIAMETER AND MINIMUM WEIGHTS FOR ALL
CHAIN LINK POSTS, FRAMES AND GATES SHALL BE IN ACCORDANCE WITH THE
FOLLOWING TABLE:
USE AND SECTION
OUTSIDE DIAMETER
MINIMUM WT. PER FOOR
NORMINAL INCHES
NOMINAL POUNDS
END CORNER AND PULL POST
(TUBULAR FABRIC HEIGHTS, 8'0"
2.375
3.65
AND LESS: ROUND
OVER 6'0": ROUND
2.875
5.79
INTERMEDIATE POST FOR FABRIC
1.90
2.72
HEIGHTS (TUBULAR) 6'0" AND LESS
OVER 6'0"
2,375
3.65
RAILS AND POST BRACES
1.66
1.35
GATE POSTS FOR NOMINAL WIDTH
OF GATE SINGLE OR ONE LEAF OF
2.875
5.79
DOUBLE GATE WIDTH 6'0" OF LESS:
ROUND
ISO" OR LESS: ROUND
4.00
9.10
13'0" TO 18'0": ROUND
6.625
18.97
OVER 18'0'
6.625
24.70
GATE FRAMES 6'0" OR LESS IN
HEIGHT 8'0" OR LESS IN WIDTH:
1.660
1.806
ROUND
GATE FRAMES OVER 6'0" IN
HEIGHT OVER 8'0" IN WIDTH
1.90
2.72
ROUND
NOTES FOR SITE PLAN:
1. ALL STRUCTURES TO BE PARALLEL AND PERPENDICULAR TO EACH OTHER.
2. PROVIDE 3 FT MIN. SEPARATION BETWEEN ALL STRUCTURES AND TO FENCE.
3. AREA INSIDE FENCE TO HAVE 6 MILL BLACK PLASTIC BENEATH 4" No. 57
HEIGHTS TOWER SYSTEM
WASHED STONE.
80-7-100 ALUMINUM
4. UTILITY METER BASE TO BE LOCATED OUTSIDE OF FENCE.
TOWER W/ 2"MAST
5. ACCESS DRIVE AND TURN AROUND (WHERE REQUIRED) TO BE 6" ABC MIN.
OR EQUIVALENT, TO
CONFORM TO NBSD
6. FENCE GATE MUST ALLOW DIRECT ACCESS TO WET WELL.
SPECIFICATIONS, TELEMETRY
NOTE: FENCE GATE MUST BE 14' WIDE.
INSTALLATION BY NBSD.
7. CONTRACTOR TO COORDINATE ELECTRICAL HOOKUPS
WITH APPROPRIATE AUTHORITIES AND AGENCIES. 30'
LOCATION OF CONTROL 3' 10'
PANEL, ALARM, VENT, CONCRETE
3'
WESTGATE
AND LIGHTING, ETC. TO BE GENERATOR 4'
COORDINATED WITH PAD
PUMP STATION No.2
PUMP AND WET WELL PRECAST
WET WELL
8X10 NORTH BRUNSWICK
MANUFACTURERS AND TRASH N
SANITARY DISTRICT
APPLICABLE AUTHORITIES. BASKET p
& RAILS
GENERATOR TO BE ® El O
PROVIDED AND MOUNTED NEW
AS PER MANUFACTURER'S NEW
8" (IN)
AREA
LIGHT
RECOMMENDATIONS BY MH A
CONTRACTOR. CONTRACTOR TO GRAVITY 6"CHECK
POWER
COORDINATE NTH NBSD, VALVESFF
ENGINEER AND
6"GATE
3"QUICK ® METER
MANUFACTURER. SEE SPECIFICATIONS, VALVES
DISCONNTTEEEC
STANDBY POWER GENERATOR TO BE 6X8 REDUCERS
8'GA
DETRO17 DIESEL SPECTRUM MODEL, NTH LL
3,
48-HOUR CAPACITY SUB -BASE FUEL TANK
OR EQUIVALENT. SFF SPECIFICATIONS.N PRECAST VALVE BOXES
HOBIB
R/W tLOCKABLE
w
3 5 14' GATE
EXISTINGFLOW
FLO
5; TWIN 8"
WETWELL Z Q GRAVELMETES
IF L
Ld Ld SDR21 PVC
TO BE CONVERTED � ENTRANCE
FM OUT
TO MANHOLE ao
EXISTING
H BENDS & FITTINGS
NEW a"GRAVITY ® 8"GRAVITY
3 AS NECESSARY
TWIN 8"FM
BENDS & FITTINGS
CURB & GUTTER
AS NECESSARY
NOTE: ITT FLYGT CONTROL CENTER
CONTROL PANEL TO BE SIZED FOR SUBJECT TO ENGINEER'S SPECIFICATIONS Access
X 48"Double Door INSIDE PLAN VIEW
PHASE 2 PUMP UPGRADES. PUMP HOISTS NOTE: Access Hatch Factory Mounted
TO BE SIZED FOR PHASE 2 PUMPS. AUTOMATIC DIALER TO BE (WALL, POLE, OR PEDESTAL MOUNTING) ALUMINUM Cast -in Socket
150 PSF ALU
KAYE INSTRUMENTS, INC.
DIALOG PLUS" JUNCTION BOXES (NOT SHOWN) FOR THE +'T.
r : "',.
CONTROL PANEL PUMP CABLES MUST BE LOCATED ABOVE Factory Mounted o
BY FLYGT: THE FLOOD ELEVATION. 1.,• Cast -In Socket 10t'.
'-0"
4'-0" 4'-0" 2-0
24"X24""
Double Door Trash Basket :
72" X 48" 150psf
6' PANEL PEDESTAL Alum. Hatch 3" PVC Vent w/Bronze „ 32%48" 150 sf Access Hatch
Insect Screen Typ.) 32 x48 150psf P 150 PSF ALUMINUM Influent Pipe "Ll!i
Trash Basket Alum. Hatch Alum. Hatch Alum. Hatch 8" ID..D.,-Top Elev.C_ o o -Finished -IPVCGrade LIFT -OUT mVENTW/LIFT-BAIL 6" •
Stn. Steel Gasket ! Check Valve Gasket Gasket Gasket:s:.', • ..': '.
Float Bracket SEE DETAIL Type Type Type Type
3" PVC VENT 3" PVC DRAIN
Note: "C" Seal Seal Seal Seal -
NOTE:
Suitable Trash Basket & 6X8
Reducer CONTRACTOR TO VERIFY THAT ACCESS HATCHES >
removal guide rails to ARE SUFFICIENTLY SIZED AND POSITIONED TO ALLOW ",;� 6"
be supplied by Installed by /
Contractor ADEQUATE ACCESS TO PUMPS, VALVES &BASKET. r a a Check ..
contractor & installed Guide Rail Brackets "M"-q Discharge I
,o . .
at influent pipe, PLAN VIEW 9=w valve
Elev.
coordinate w/ NBSD staff. " 3�aL3
6 0<�0 ® 6„
See specifications. Gates; Gate '
Valve m Valve
Station
NOTES:
Height 3"PVC Drain 6"Gate 8X8 BeT1. LOCATE ANCHOR BOLTS USING CLEAR INSIDE
3"Guide Bar to Wet Well EDGE OF ACCESS FRAME AND CENTER LINE
Stainless Steel Valve 8"Gate
`• • �� Valve OF PUMP AS REF. POINT. BOLT LOCATIONS
6 Flanged DIP Brick or Block MUST BE HELD TO MAINTAIN EXACT POSITION 6X8 6X8
OF PUMP RELATIVE TO ACCESS FRAME. ReducerR Reducer
*:
Support (typical)
2. GROUT OPENING FOR ACCESS FRAME.
„E„
'
Note: 3. CONFIGURATION AND DIMS. SHOWN ARE SUGGESTED
'; •.+
INBase het t be modified by REQUIREMENTS ONLY. ALL DETAILS, INCLUDING
TERMEDIATE height and riser heights y hts may
g
Influent Pipe
Trash Basket
GUIDE BAR BRKT. manufccturer if desired, as long as overall Station SIZING OF PIT, TYPE, LOCATION AND
(Inv. Elev.)
::•
•'
(USED FOR GUIDE height and critical elevations remain as Shown. ARRANGEMENT OF VALVES AND PIPING, ETC. ARE
FT. TO BE SPECIFIED BY THE CONSULTING ENGINEER
„s..
BARS OVER 20
LONG) AND ARE SUBJECT TO HIS APPROVAL.
Intermediate
`•
(2) Submersible 4. INITIAL PHASE 1 PUMPS TO BE MODIFIED
Riser Height
Non -Clog Pumps TO OPERATE ON THE 3 STAINLESS GUIDE RAILS.
Conavalve Vault
''
"F° "ALARM" Elev.:
=
•;:
Supplied & Installed
SEE DETAIL A" By Contractor ITT FLYGT Inside Dim.3X6 or greater
w/access hatch
"G"-"LAG ON" Elev. ' - Model No.NP3127/NP3202
- 10 HP and 60 HP
"H"-"LEAD ON" Elev._,..,. _4 SEE SPECIFICATIONS
"J"--"OFF" Elev. _ SEE DETAIL "B"
ITT FLYGT LIQUID LEVEL
SENSOR (4x DUPLEX) 6" Universal
Liftouf Elbow -
Installed by
BASE Contractor Invert Required
HEIGHT 3"Concrete Pad %:
Installed by
Contractor Anti -Flotation
O Lip „ Base Extension
a.
" „ K"-Wet Well Floor Elev,
8" ..:,:•.." . ,:•';t:. •,: 'i .. " . '�,a a�..'. ' o _ „L"-Bc'torn Ele-
0000ao ouoo�> p0 Door
100000oc"-0.00r'
''IOa+J.`+�
Mtn. 12" Compacted stone ELEVATION SIDE VIEW'
Note:
Wall thicknesses and slab thickness, as
well as reinforcing as per Manufacturer's
recommendation. Rock base as per Geotech
Consultant's recommendations.
/ a
INSIDE o° a ., � OUTSIDE
Butyl Rubber
4 Sealant - Apply
To A Clean, Dry,
e & Dust Free
Surface
Non -shrink G e
Grout - Pack a
Into Joint
After Setting
Of Section
a.. .4 a
DETAIL "A"
DETAILS
N.T.S.
/ 3/4" SS Bolt \
Threaded
Insert
cast -in
DETAIL "B"
NP3127
NP3202
PHASE 1
PHASE 2
DIMENSIONAL DATA
10 HP
60 HP
"A"
Station Height
28'-0"
28'-0"
Base Height
6'-0"
6'-0"
Intermediate Riser Height
5'-0"
5'-0"
Number Of Risers Required
3
3
"C"
Finished Grade Elevation
21.51MISL
21.51VISL
"D"
!Top Of Wet Well Elevation
22.OMSL
22.OMSL
"E'
Invert Of Influent Elevation
5.OMSL
5.OMSL
"F"
High Water "ALARM" Elevation
5.0MSL
5.0MSL
"G"
"LAG ON" Pum Elevation
4.oMSL
4,OMSL
"H"
"LEAD ON" Pump Elevation
-2.01VISL
3.OMSL
",1"
"OFF" Pump Elevation
-4.01vISL
-4.OMSL
"K" "Wet
Well Floor Elevation
-5.OMSL
-5.OMSL
"L"
Bottom Elevation
-5.7MSL
-5.7MSL
"M"
Discharge Elevation
18.OMSL
18.0MSL
Precast
Structure
Stainless Steel
Expansion Joint
Stainless Steel
Pipe Clamp
Rubber
soot
ASTM C923 FLEXIBLE
PIPE CONNECTOR
DETAIL "C"
Flc
Ad
Clamp on Transit Time
Ultrasonic Flow Meter
Panametrics Model DF868-1-11-1
or equivalent
Conc.Valve Vault
Inside Dim,3X6 or greater
w/access hatch
NOT TO SCALE
Allow 1/2" Clearance
Between End Of Pipe
& Face Of Ck. Valve
DETAIL
Valve
w�•
n•�u
s•
e
Il�Jll
Ilw
�
No
WEST GATE DRI
w�
PUMP STATION
CONNECTIONS CL
N.T.S.
d
24" X 24"
Trash Basket
Access Hatch
150 PSF ALUMINUM
72" X 48"Double Door
Access Hatch
150 PSF ALUMINUM
3"
/
PVC Vent w/Bronze
Insect Screen (Typ.)
ter-- -Top Elev:'D"
Finished
Grade
Note:
Suitable Trash Basket &
'
removal guide rails to
;`..
be supplied by
contractor & installed
at influent pipe,
coordinate w/ NBSD staff.
Sf'
I
• ee spec .
2'-0" 4'-0" 4'-0"
"E„
Influent Pipe
(Inv. Elev.)
ITT FLYGT LIQUID LEVEL
SENSOR (4x DUPLEX)
„F "ALARM" Elev.
"G"
"LAG ON" Elev, '
"H, "LEAD ON" Elev.
"J "OFF" Elev.
3"Concrete Pad
Installed by
Contractor
17 -
.� 8„ "L"
•..
••�OOo OOO��p oUn 00p 00 Do^or
')oao°
Min. 12" Compacted Stone
Note:
Wall thicknesses and slab thickness, as
ELEVATION REAR VIEW
well as reinforcing as per Manufacturer's
recommendation. Rock base as per Geotech
Consultant's recommendations.
WEDGE / 0
ANCHORS K�l
� ; 1/4"SS PLATES
1/2"SS ROD -'
PARTS TO BE
STAINLES STEEL tv to
STAINLESS
DROP PIPE STEEL NUTS
TYPICAL
STAINLESS STEEL
ANCHOR STRAPS
N,T.S,
i
FLYGT
ITT FLYGT CORPORATION, TRUMBULL, CONNECTICUT 06611
PORTIONS OF THIS DOCUMENT ARE 7HE PROPRIETARY PROPERTY OF ITT FLYGT CORP.
IT HAS BEEN FURNISHED UPCN THE CONDIT CN THAT IT SHALL NOT BE
RELEASED, DUPLICATED, USED, OR DISCLOSED IN WHOLE OR IN PART
FOR ANY PURPOSE WITHOUT THE EXPRESS WRITTEN PERMISSION OF
1 ITT FLYGT AND SHALL BE CONSIDERED CONFIDENTIAL INFORMATION.
NOTE/
SEE SPECIFICATIONS FOR ADDITIONAL
DETAILS. ALL CONSTRUCTION TO CONFORM
TO APPLICABLE STATE AND TOWN CODES.
2
RE111SED WET WELL TO RECTANGULAR BOX
5-'7-06
1
ADDED HEIGHTS TOWER SYSTEM TELEMETRY TC',','ER
7-'8-06
REV. NO. REVISIONS DATE �+
Copyr4hf 0. Hanover Design Services, RA., M rights reserved Rwrvductlan x use of the contents of Phis docowr x ac:": b-z x deletkm ro s
document, in whole or port, without "rittw,, consent of the Lond Surveyor ,Y £ng:es,, .s PrCAWted Only Copies ham IM ar:pr,;Y o` �d dOsumenL
marked with the OdOwl sloe cture and agvrel seal of the Surveyor or Fnglneer, sha be cons wed to be vdid and true copses
C P-3127/3202
ACCESS COVER
N
1
G K REF. LINE
S 8 (CLEAR INSIDE EDGE)
I 9
s 41e
516 I POWER CABLE
TYPICAL SIMPLEX
3" GUIDE BAR (2x)
(SCHEDULE 40 PIPE) TYPICAL DUPLEX
(NOT BY ITT FLYGT, CUT
TO LENGTH AT ASS'Y)
STD. CLASS 125 I..I
C.I. FLANGE
111
(NOM. SIZE)
MIN. LIQUID LEVEL
IF Eo - -�
O J T o NOTES:
1. DIM. TO ENDS OF GUIDE
BARS,
2 \ 2. REPRESENTS CLEAR
3"CONCRETE PAD U 25 W INSIDE EDGE OF ACCESS
INSTALLED BY CONTRACTOR FRAME OR OPENING.
REF. LINE 02 3. SEE STATION DWGS.
A� FOR COMPLETE INSTALLATION
DIMENSIONS.
DISCH. D C
I
B �7\
4 DIA, ANCHOR
VIEW FZ - l BOLT (4x)
nI nike rcnlcinflc onl Itlf'IIFC
TYPE
NOM.
SIZE
VERSION
WEIGHT (LBS)
PUMP
DISCH
Cl/SST
Cl/SST
NP3127
6
MT
335
120
NP3202
11266
177
TYPE
NOM,
SIZE
VERSION
DIMENSIONAL CHART
A
B
C
D
E F G H J K L M N P R S T U V W
NP3127
6
MT
4
11
10
5
SEE CALCULATIONS AND SPECIFICATIONS BOOKLET.
NP3202
8
HT
2
11
10
s
FINISHED GRADE MANHOLE FRAME
AND COVER
ii r5'��'GRADE ADJUSTMENT
RINGS OR BRICK
AND MORTAR
• . •A 8"MAXIMUM
PIPE STRAP SUPPORT
STAINLESS STEEL 5'DIA DOGHOUSE
!4 PRECAST CONCRETE
FLEXIBLE HOSE 5' DIA MANHOLE OR VAULT
FLAT TOP
1/2" SHUT OFF -
' AIR RELEASE
rn VALVE
'J I 1' BLOW
j OFF -
2' UNION
SEWAGE AIR 0 2' GATE VALVE
RELEASE VALVE ° '
TO BE VAL-MATIC 300 10'MJ FLAMED TEE
OR EQUIVALENT W/ BLIND FLANGE TAPPED
2X2 BRONZE NIPPLE
#57 CRUSHED STONE
AIR / VACUUM VALVE VAULT
N.T.S.
NPT YARD
SPIGOT m
N
4" CONCRETE PAD
BEDDING AS ........
SPECIFIED
3/4"SERVICE
LATERAL
YARD HOSE BIB
N.T.S.
PUMP STATION DETAILS
WESTGATE-Pump Station No.2
LOCATED iN THE TOWN OF LELAND TOWN CREEK TOWNSHIP
BRUNSWICK COUNTY NORTH CAROLINA
� age'f4e71!•td
CAR
Kg1• bec am
SE At
20�C� 7
se
I���_�°- �"�! MEN-•r ti
r i 7, CDC
dholl's s hcsilm.com
Date:
6-23-06
Scale:
N TS
Drawn:
DISH, OTHERS
Checked:
OWNER: OCEAN GATE, LLC. DSH
PO BOX 3167
WILMINGTON, NC 28406 Project No:
[phone] 6309-msfri3-dh
HANOVER DESIGN SERVICES, P.A. Sheet No:
LAND SURVEYORS, ENGINEERS & LAND PLANNERS 1%3
WIL WALNUT STREET
PHONE:
ON,(91 N.C. 28401 15
PHONE: [phone]
Of:

CAST IRON FRAME &
VARIES FOR WOODS OR
COVER, TOP TO BE FLUSH PAVED
WITH STREETS, WALKS, OR
—OTHER
OTHER AREAS OUT OF
TRAFFIC, TOP TO BE AS
RESIDENTIAL AREAS.
3/8" CEMENT NOTED ON PLANS. ON
UNPAVED ROADS PROVIDE
MORTAR 8" COVER OVER LID, AND
SET LABELED CONCRETE
MONUMENT, NEAREST R/W
LIMIT.
: :::..:.....:..:....:::..
MANHOLE FRAME & COVER
/ T i
CONCRETE
COLLAR
12"MAX.
8D
o'.
24" MIN,
W
0
4'
CONCRETE SPACERS FOR
U
.'
ADJUSTMENT TO GRADE
V
D
z
W
U
,.
W
/f MH STEP
D REINFORCING
d '
v
PRECAST ECCENTRIC TOP
Of
4.I•.
�.'
PRE -CAST MANHOLE
0
o
—
SECTIONS
o w
5" MIN. WALL THICKNESS
cn
4"
48" DIAMETER STD.
FOR 4' DIA. BARREL
6" MIN. WALL THICKNESS
:m 0
0 0
5"
(TYP)
I '
MANHOLE IN ACCORDANCE
D
FOR 5' DIA. BARREL
1 .1 W
.
WITH ASTM C 478
N d VI
131TUMASTIC JOINT SEALANT
I•
AS APPROVED BY THE
ENGINEER GROUTED INSIDE
AND OUT WITH APPROVED
I.
Cn
N
NON -SHRINKING GROUT
_J
PIPE 1" PER
o
Z
DIAMETER
FOOT
I
4"
.
LRET
I
,AGS
3-MIN
PIPE
)
MINIMUM 8" STONE
BEDDING FOUNDATION
8„
— a —
0
RUBBER GASKET
6" EXTENDED LIP MONOLITHICALLY CAST
BASE SECTION ( EXTENDED BASE NOT
REQUIRED FOR MANHOLES < 8' DEEP )
48 DIAMETER
STANDARD MANHOLE
N.T.Q.
M
M
I
1 1/4"
O A
IA I AID FE _LEVAT�oN
10 3/4- 1/2" GRADE 60
12' STEEL REINFORCEMENT
PLAN A
COPOLYMER
POLYPROPYLENE
PLASTIC
ELEVATION SECTION A —A
MANHOLE STEP DETAIL
N.T.S.
A -r --�
EXISTING OR
PROPOSED
SHOULDER +
VARIES 6' 5 VERTICAL
TO 10' CURVE 8'
,F10%
ORIGINAL
GROUND LINE
/\'�/ CULVERT -27g S
r� \ r
SHOULDER SECTION A -A
VARIABLE
WIDTH
0� F ' I
DITCH
GRADE
SECTION B-B
DRIVEWAY CONNECTIONS
5WEEAN Q ®RAT NACU
REQUIREMENTS
N.T.S. ' NOTE: MAXIMUM LIMIT FOR VEHICUILAR
CLEARANCE, t 15% DESIRABILE
MAXIMUM.
PIPE ZONE
6" O.D. 6"
MIN MIN
CAST IN RUBBER
FINAL BACKFILL
BOOT WITH
STAINLESS STEEL
CLAMPS
� MANHOLE ALL
`�
CONNECTIONS)
CLASS 1,
2, OR 3
e
6"EXTENDED LIP
PIPE
SIZE AS
INDICATED
ON THE
PLANS
0.D•
90'
— —
— —
CLASS 1
OR 2 Y
Z_
SMOOTH, LONG
RADIUS BENDS
�// // ....•..•..•.•...'....•....•.... .
a
•'
�/i�\/i�%i�%i�%��%i�\/i�%i�%i�\/
'
� STABLE
NO JOINTS FOR
PIPE WILL BE
FOUNDATION
ALLOWED IN WALL
SECTION
DUCTILE IRON and RC PIPE
MATERIAL
PIPE ZONE
48" DIAMETER
MANHOLE FLOOR
6" O.D. 6"
/
N.T.S.
MINM I N
MARKED: SANITARY SEWER OR
STORM DRAIN AS REQUIRED
RING AND COVER CONTACT
SURFACES SHALL BE MACHINED
SO AS TO INSURE EVEN BEARING
OF COVER ON RING.
TOP OF COVER
A
BOTTOM OF COVER
A
B C D I E I F
1'-11 1/2 1'-9 5/8" V-10 3/4 2'-9 1/4" 7 1/2" 2 1/8"
(MANUFACTURERS) -'-
1. G.R. ENNIS & SON g E
N0. MH—GRE-24
2. DEWEY BROS.
N0. MH-RCR-2001 I r C I _I
3. VULCAN
NO. VM-84 MINIMUM WEIGHTS:
OR EQUAL D RING - 190 LBS.
COVER - 120 LBS.
SECTION A - A
MANHOLE FRAME AND COVER
N.T.S.
3000psi CONCRETE
12" 12"
� N
1 1 /2" MIN. BITUMINOUS PAVEMENT
z �
n 0
1
CONCRETE CURB DETAIL
6" ABC J
8" BRICK
NOT TO SCALE
15"
CASTING
FINAL BACKFILL -
Y//////// F//////
PIPE
SIZE AS INDICATED 3"
ON THE PLANS
INITIAL BACKFILL
CLASS 1 — O.D.
/%\\/
STABLE
FOUNDATION
PVC PIPE MATERIAL
PIPE BEDDING DETAILS
N.T.S,
NOTES:
1. ALL ROADS TO BE PUBLIC (BUILT TO TOWN OF LELAND STANDF\RDS).
2. STREET LIGHTS WILL BE CONSTRUCTED.
3. SIDEWALKS TO BE PLACED ALONG ALL STREETS.
4. A 10 FT. IN WIDTH NON PUBLIC UTILITY EASEMENT TO BE LOCATED ALONG ALL R/W'S.
5. GEOTECHNICAL TESTING TO NCDOT STANDARDS REQUIRED,
70' R /W
-- 40' 1 1
WITH SIDEWALK WITH SIDEWALK
Ir 36' PAVEMENT
1 4' 1 9' 1 20' 20' _ I - 9' 4 _I
SIDEWALK
GRASSED AREA —
2' VALLEY CURB
1-1/2" 1-2
I,.I
z
1-1 2"S9 5A � GRASSED AREA
8"ABC
ASPHALT BASE
TYPICAL STREET SECTION
NOT TO SCALE
CLEANOUT FRAME & COVER
CO
I I I I
3/4"
6 15/16"
II II
TOPIT&VIE�Y
f
�
FINISHED GRADE
,
7 7/8"4.
3/4'
7 3/16"
N/N
MINIMUM OF 8' BETWEEN
3/8- =
CAP & COVER
If
NOTE:
9 7/0
Li
1. BOX EQUIVALENT TO
ENNIS ENTERPRISES
NO. EEVB-001
12" MIN. I 2, STD. WEIGHT 30 LBS. 4 PIPE
z Z va 4'-45' BEND
2"j
2Z 2+r
18" NIPPLE &
t& n /GLUED CAP
12" 12"i� L—.11 ''I I , 1 11 "1 1
TYPICAL DETAIL
MONUMENT CASTING 8c BASE STANDARD CLEANOUT
N.T.S.
N.T.S.
NOTE:
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY NORTH BRUNSWICK SANITARY
DISTRICT AND THE TOWN OF LELAND.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED 99NST4UCTION OXTAILS, BUT
RATHER SERVES AS A GUIDE, THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
APPLICABLE COUNTY AND STATE CODES AND CONSTRUCTION STANDARDS.
4" WYE
FLASHI
5'
GROUND SL
REFLECiIORIZED(TYP)
EFLECTORIZED(TYP)
4-4 -
0'
GROUND SURFACE•
TYPE III BARRICADE
N.T.S.
NOTE: NPT
EXISTING SEE HOSE BIB DETAIL YARD
GRADE _\ SHEET 13, SPIGOT
r— 4" CONCRETE PAD
I—III—IIElII—lI1-
II IIIIII; II'
AUTOMATIC
SERVICES UNDER PAVED DRAIN
PE TUBING, SDR 9 AREAS TO BE INSTALLED
ASTM D2737 Z WITHIN 1-1/2" SCH,40
1 "MINIMUM CASING PIPE. 2-3 CF GRAVEL
CORPORATION STOP co BEDDING A`
MUELLER BRONZE SPECIFIED
H15008
—III—I I 1 � III-1 I WATER '
MAIN
\ NOTE WELL:
3" SAND BED SEE STANDARD SPECIFICATIONS FCR
SIDEWALK ALL AROUND LINE ADDITIONAL DETAILS ON CONNECTION,
30• METER BOXES, THRUST BLOCKING, VALVE
BEDDING BOXES, AND CONSTRUCTION STANDARDS.
AS SPECIFIED
PUMP STATION
SERVICE CONNECTION
N.T.S.
SEE STANDARD SPECIFICATIONS
FOR ADDITIONAL DETAILS AND
REQUIREMENTS.
3 �I
PROPERTY v
LINE
16"
�1::� ':::o. ;:':::V II• MIN. :II ::;
I'I—III-111 III —III= 'III —III III I
D(SQ) A
PLAN AND ELEVATION 5.S.ANCHOR PLAN
PLUGS STRAPS TEES
PLAN
BENDS
G
SECTION C—C
D(SQ) BENDS AND TEES
NOTE: ALL TEES, PLUGS AND BENDS SHALL BE BLOCKED AGAINST FIRM EARTH
45' VERTICAL BENDS WITH CLASS C CONCRETE
PIPE
DIA.
90•
BENDS
45'
BENDS
22 1 /2•
BENDS
TEES
PLUGS
45'VERT.
A
B
A
B
A
B
A
B
C
D
D
3"
1 8"
10"
5"
10"
3"
8"
5"
12"
6"
14"
21 "
0.2
4"
8"
1O„
5"
10"
3"
8"
5"
12"
6"
14"
21"
0.2
6"
12"
8"
9"
8'p
6"
8"
12"
8"
10"
20"
27"
0.4
8"
14"1
12
12"
10"
1 8"
1 12"
14"
12
12"
26"
33"
0,8
STANDARD FORCE MAIN and WATER MAIN THRUST BLOCKING
N,T,S.
SEE STANDARD SPECIFICATIONS
FOR ADDITIONAL DETAILS AND
REQUIREMENTS,
'
o
I
'
\
BRICK
-•-
/MORTAR
EXTENSION
OR STACK
FINISHED GRADE — ..-
CASTING
PLAN VIEW
FLANGE
N.T.S.
CASTING
s L °
n I, a
CONCRETE COLLAR
/��/��//��//�
MORTAR OVER FIANCE
STANDARD BRICK
MorT�
1"
::•i:,•t;r::::•:::
::•r::::::•::::.
NOTE:•:::
—�
THIS INSTALLADOTI REWIRED WHEN I
VALVE BOXES AND CLEANOIDB ARE
LOCATED IN PRESENT OR FUTURE
WATER VALVE BOX EXTENSION
AND CASTING CENTERED OVER
PAVED AREAS. PRIOR TO SETTING
CASTINGS, NEW INSTALLATIONS WILL
VALVE NUT.
SEWER CLEANOUT CASTING
SEWER
OVER STACK.
REQUIRE 95% COMPACTION OF
BACKFILL IN 8" LIFTS.
CLEANOUT OR
VALVE
IN PAVED AREA
N.T.S.
NCDOT CATCH BASIN
STD.840.02
O
I
N L`I TRANSITION
11 SECTION
STD.CURB
SECTION
EXPANSION—
JOINT
Z 10 TAPER 3'-1 1/2"
Do
g PLAN VIEW
a W
W 0V
w a FRAME, GRATE AND HOOD CURB
a NCDOT STD. 840.038
NORMAL GUTTER FLOW LINE
--- FRAME & GRATE
I OPENING------- I
G 1 1 I DEPRESSED
GUTTER
PRECAST
CONCRETE I I I I
CATCH
BASIN W z I I-�--
_ LANDSCAPE LANDSCAPE -' g I 1 I" Q1---
TIMBER TIMBER Z Q 0 I I
C.I. BOX & COVER UJ I i j 1 OUTLET
C.I. BOX COVER PIPE
It1
j/ LC 1
------------ L---------- �--------------
45'ELBOW 9 SEE NCDOT STDS.
852.05
MAXIMUM 45' LONG 1 840.02
SWEEP AS REQUIRED SECTION VIEW
LATERAL TO REACH OPTIMUM 840.03E FRONT SECTION
DEPTH - FOR FURTHER DETAIL
�- GLUED -, CAP h PRECAST CURB INLET
GLUED C
ANGLE 45'ELBOW N.T.S.
VARIABLE SLOPE \ AS
1.5% MINIMUM 45+ REQD. LATERAL.
'GLUED CAP GENERAL DETAILS
L,LAx1Muu 45• LONG W E S T G A T E 9
BEDDING AS SWEEP BENDS As — A Southern Village of Homes and GommerCe
SPECIFIED 11 REQUIRED
f LOCATED IN THE TOWN OF LELAND TOWN CREEK TOWNSHIP
FAR SIDE LATERAL SMAINRJ NEAR SIDE LATERAL eRUNSwicK COUNTY NORTH CAROLINA
48a1416 Bte-
NOTE: USE WYE FITTINGS AT SERVICE a�:II N,s,
STANDARD SERVICE CONNECTIONQz�Ess�o,
TO SANITARY SEWER 0 SEAL
NTS 200OT
DDte:
601e23- 06
NTS
Drawn:
Dee
Checked:
DSH
Project No:
��3o9'�rr►ettrl4
'' HANOVER DESIGN SERVICES, P.A. Sheet No:
d °.��.�oo•� �1d
LAND SURVEYORS, ENGINEERS & LAND PLANNERS 1 1 • 1f I
379 WALNUT STREET w
�
WILMINGTON, N.C. 28401 I
�% ` • cD PHONE: [phone]%
5
dhollis 0 hdsi,lm.com of:

NOTES FOR WATER SUPPLY AND INSTALLATION
1. ALL WATER MAINS TO BE AS PER NBSD SPECIFICATIONS.
SEE SPECIFICATIONS FOR ADDITIONAL MATERIALS REQUIRED.
2. 3' MINIMUM COVER ON ALL WATER MAINS.
3. ALL WATER SERVICE LINES TO TO BE 1" UNLESS OTHERWISE NOTED.
4. FIRE HYDRANTS SHALL BE INSTALLED IN ACCORDANCE WITH DETAIL AS SHOWN.
5. BLOW OFF ASSEMBLIES SHALL BE IN ACCORDANCE WITH DETAIL AS SHOWN.
6. ALL BENDS AND TEES SHALL BE ADEQUATELY BLOCKED (SEE DETAIL).
7. ALL CONNECTIONS TO EXISTING WATER LINE AND BORES TO BE DONE
ACCORDING TO NBSD SPECIFICATIONS.
8. ALL MAINS SHALL BE ADEQUATELY FLUSHED, PRESSURE TESTED,
AND DISINFECTED IN ACCORDACE WITH THE SPECIFICATIONS,
9. ALL WORK SHALL BE SUBJECT TO INSPECTION BY THE ENGINEER,
NBSD ENGINEER AND THE N.C. DEPT. OF ENVIRONMENTAL
HEALTH AND NATURAL RESOURCES. A PRE -CONSTRUCTION CONFERENCE
IS REQUIRED.
10. ALL WATER SYSTEM WORK SHALL BE DONE TO NBSD SPECIFICATIONS.
GENERAL NOTES
1. NO EXCAVATED MATERIAL SHALL BE PLACED IN ANY STREAM, DITCH OR DRAINAGE -WAY.
2. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES
BEFORE ANY CONSTRUCTION BEGINS.
3. THE CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SEDIMENT AND EROSION CONTROL
MEASURES WHILE CONSTRUCTION IS IN PROGRESS.
4. THE CONTRACTOR IS RESPONSIBLE FOR STABILIZATION OF ALL DISTURBED AREAS.
5. THE CONTRACTOR IS RESPONSIBLE FOR LAYDOWN & STOCKPILE AREAS
(TO ARRANGE AND INSURE COMPLIANCE WITH ALL LOCAL AND STATE REGULATIONS),
STORM DRAIN
12" MIN,
450 BEND
(D.I.P.) (4X)
PRESSURE PIPE -�
- 3'MIN. COVER
PRESSURE I PIPE
(SDR-21 / C-900)
(SDR-21 / C-900) 3' MIN. 0- 1 3' MIN,
MEG-A-LUGS
THROUGHOUT
NOTE: USE D.I.P. (CL51 OR BETTER) IF LESS
THAN 2.5' SEPARATION OR COVER.
USE P.V.C. (SDR 21 /C900) IF GREATER
THAN 2.5' SEPARATION.
FORCE MAIN / WATER MAIN DITCH
& STORM DRAIN CROSSING
NOT TO SCALE
PAVED AREA UNPAVED AREA
FINISHED GRADE
ASPHALT PER PRECAST CONCRETE
NCDOT SPECIFICATIONS COLLAR _
ABC STONE PER
FINISH
NCDOT SPECIFICATIONS GRADE
7-7
4.
3'-0" MIN.
1" BITUM CONC.
SURFACE TYPE 1-2
TYPE 1-2
N.C. SPEC. DITCH % -
I
o_ _
PIPE
(D.I.P. IF COVER IS LESS THAN 3--
NOTE:
BACKFILL TO BE INSTALLED IN 6" LIFTS (MAX) AND COMPACTED
TO A MINIMUM DENSITY OF 95% AS DETERMINED BY THE MODIFIRD
PROCTOR METHOD.
CUT -BACK TO BE PREFORMED AFTER TRENCH BACKFILLING AND
COMPACTION.
PAVEMENT REPAIR WHERE PIPE INSTALLED
VALVE DETAIL
NOT TO SCALE
- 60' TYP R/W -
-30' N"T-0 30'
NOT TO SCALE
RIGHT OR LEFT COMBINATION STRAIGHT AND
STRAIGHT ARROW TURN ARROW LEFT OR RIGHT TURN ARROW
26'
i 2320
•i
K, 1n
In" ID f ILI I }
COMBINATION LEFT AND
STRAIGHT AND RIGHT TURN ARROW
COMBINATION LEFT
AND RIGHT TURN ARROW
GENERAL NOTES
-ALL PAVEMENT MARKING SYMBOLS SHALL BE WHITE IN COLOR
-PAVEMENT MARKING SYMBOLS SHALL NOT BE LOCATED AS TO
ENCROACH INTO INTERSECTION AREAS.
-ON PORTLAND CEMENT CONCRETE PAVEMENTS, PAVEMENT MARKING
SYMBOLS SHALL NOT BE PLACED ACROSS TRANSVERSE EXPANSION
JOINTS UNLESS APPROVED BY THE ENGINEER.
Arrow Symbols
1-1/2" S9.5A PAVEMENT
SLOPE IS 1/4" PER FOOT
8-BASE COURSE (ABC)
VALVE BOX W/LID 5" CONCRETE MONOLITHIC ISLAND
LID MARKED "WATER" SURFACE MOUNTED, SEE NCDOT 852.01
M.J. GATE VALVE "NO LEFT TURN"
"DO NOT ENTER"
FEATHERED EDGE Y4" FT
EXISTING ASPHALT
COMPACTED ABC EXISTING GRAVEL
CAP W/2" TAP
3/4' STAINLESS TIE RODS, REINFORCED
CONCRETE
NUTS, & WASHERS COLLAR
PLAN VIEW VALVE BOX W/LID
LID MARKED "WATER"
REINFORCED
CONCRETE
COLLAR
-- CAP (THREADED)
CAP W/2° TAP VALVE BOX W/LID
3/4" STAINLESS TIE RODS, LID MARKED "WATER"
NUTS, & WASHERS
-*a-CONCRETE BLOCK
2" BRASS NIPPLE
2" SCH. 40 PVC PIPE
2" GATE VALVE WITH
2" OPERATING NUT PROFILE
2" BLOW -OFF
NOT TO SCALE
12'WIDE EMERGENCY LANE
SEE PLAN VIEW 0-1"
z'--o• 0'-1• 0'-1"
6"THICK PC CONCRETE 1'-4.5"_ /2''
SLOPE IS 1/4" PER FOOT WHERE REVERSE CROWN
REINFORCING AS NECESSARY IS REQUIRED GUTTER SHALL 1" R
SLOPE AWAY AS SHOWN 1 1/4" R
BASE COURSE AND REINFORCING * INSIDE ISLAND
AS PER COMPACTION TESTING ROUNDABOUT
GEOTECHNICAL CONSULTANT. _. i
00
. a d'• •• o'.. i. .,4q.o, I
•d .7"
• t
STANDARD CURB SECTION
TYPE "A" (RIOPUNDABOUT ONLY)
NTS
\ b d W2-OUT
15'
R=37'FC
W2-IN
15, SEE NCDOT
R=37'FC 852.01
36'
RAISED ISLAND DETAIL
NTS
-NT MARKER SPACING CHART
- =WEM�- ^,'T MARKING
TYPICAL SPACING in FT
(speed limit <= 45mph)
ce-te,jires­plong through tones
40
Ce-+erilres- -along horizontal curves
per Traffic Engineering
Skip Lines --along through lanes
40
Tum Lanes --Skip Lines
40
Tum Lc^es--Solid Lc^e Lines
20
Tum Lores--Centerlines
40
Pointed Islands --White
20
Pointed Is9cnds--Yellow
40
Rased Median Islands
40
Other Markings
per Traffic Engineering
GENERAL NOTES
-CRYSTAL/RED MARKERS SHALL BE USED ALONG WHITE PAVEMENT MARKINGS UNLESS
OTHERWISE DIRECTED BY TRAFFIC ENGINEERING. RED SIDE OF MARKER TO FACE
"WRONG -WAY" TRAFFIC.
-PAVEMENT MARKERS SHOULD NOT BE PLACED CLOSER THAN 2 INCHES TO A PAVEMENT
CONSTRUCTION JOINT, EXCEPT WHEN PLACED BETWEEN DOUBLE YELLOW CENTERLINES.
-PAVEMENT MARKERS SHALL NOT BE PLACED DIRECTLY ON PAVEMENT MARKINGS.
-PAVEMENT MARKERS USED IN CONJUNCTION WITH DOUBLE YELLOW CENTERLINES SHALL
BE PLACED MID -WAY BETWEEN THE LINES, WITH A GAP BETWEEN MARKER AND MARKINGS.
PLACEMENT A' ONG YELLOW CENTERLINES PLACEMENT ALONG TURN LANE LINES
20'
c' S' 7 d
�=- - - -
\_•11.1 _c cC x'._ 6:we ce e! m morkea Mooed i,Pd lum IaneJ
PLACEMENT ALONG WHITE 2 =' LINES
-1 L>=GENp
cu+lered'be een Ztll' wH�1e eldp 84 aaeTONaixnerlertovr
.1 x'ter "
e AM5M I AMW MAMM
e CItl9TAL / "D MAPMR
Seised Pavement Marker
N.T.S.
SEE NCDOT
904.50
12" DIA. ROUND OR "U" CHANNEL POST
SQUARE SMOOTH WALL
HOLES DRILLED, CORED,
FORMED OR AIR HAMMERED
& BACKFILLED WITH SOIL. 2" JOINT SEALER
ISLAND
PAVEMENT -
SOIL
INSTALLATION OF CHANNEL
POST IN CONCRETE
N.T.S.
EDGE LINE
10' SKIP LINES
YELLOW OR WHITE
YELLOW OR WHITE
TURN LANE LINE
J
WHITE
CENTER LINE
a
YELLOW
GORE LINE
2' MINI -SKIP LINES
I
YELLOW OR WHITE
WHITE
j
DIAGONAL LINE
-7
,a
�m
15
YELLOW OR WHITE
N
'NOTE: WHERE TWO WIDTHS ARE INDICATED, THE FIRST
CROSSWALK LINE
.�
WIDTH APPLIES FOR A 'WAMk''AIDTH UNE. THE SECOND
WIDTH APPLIES FIKR A 'WIDE' UNE. 'WTE' LINES ARE
i
REQUIRED W-'EN DESGNATED IN THE PLAhIS, OR WHEN
DIRECTED BY THE ENGINEER,
WHITE
STOP OR TRANSVERSE
BAR
}�
Line Types
WHITE
S7 N DARD
SIDEWALK
AwETAIL
N13�
Q�P
4' OR 5'WIDE
1" SCORE(TYP)
4"THICK
w
z_
J PUMPING & HOSE CONNECTIONS
FIRE HYDRANT CONNECTION
EQUAL TO NBSD STANDARD
WITH 4-Yz" PUMP CONNECTION
1' MIN. FACING ROADWAY
I BREAK RING 00 24 x 24 x 4 THICK
CONCRETE COLLAR
1-11 IJ
1III=11= I'-��I1�1 i
-.... "= !
- -
VATILIV=E1 11=Bi1 OI-X I
W/LID
COMPACTED
- LID MARKED "WATE
R"
BACKFILLz 2' MINIMUM 6" M.J. GATE VALVE
OR D.I.P. all
(OPEN LEFT)
IT
7
NOTE:
WEEP HOLES TO BE II IIII
FULLY FUNCTIONAL
T
T I-1 _
#57 STONE FILL
(7 CIF MIN.)
MEGA -LUGS (PREFERED) IN LIEU OF
STAINLESS STEEL TIE RODS WITH
STAINLESS STEEL NUTS AND WASHERS
FIRE HYDRANT ASSEMBLY
EXPANSION JOINT
T 30' INTERVALS(TYP)
1. � 4:
t .t-
Q~ f �
ALA-
B
1/2" EXPANSION JOINT 1/2" EXPANSION JOINT
SIDEWALK
4'-0"
3'-4"
4'-0"
SCORE
VAR
VAR
VAR
12:1 MAX
4CK OF CURB
SLOPE
GRASS STF
DEPRESSED
CURB
VERTICAL BREAK
FACE
2._D" IN CURB
SLOPE NOT TO
TEE NOTE 2
10'-0" MIN
EXCEED 12:1
rcU-A-nvv
PLAN VIEW WHEELCHAIR RAMP
►P
)F CURB
GUIDELINES FOR
WHEELCHAIR RAMPS AND
DEPRESSED CURBS(B)
NTS
SEE OBSTRUCTION DETAIL
SIDEWALK
A,
PLAZA(VAR}---
VAR
VAR
ZAD(VAR)
SEE NOTE(
•10' MIN
PED-X-ING
VAR
SEE NOTE 2(TYP)
4'-0"
2'- 0"
TYPICAL LOCATION OF WHEELCHAIR, PEDESTRIAN CROSSWALKS & STOP BARS
GUIDELINES FOR
WHEELCHAIR RAMPS AND
DEPRESSED CURBS(A)
NTS
GENERAL NOTES
I. LOCATION OF WHEELCHAIR RAMPS:
1, IN ACCORDANCE WITH THE RATIFIED HOUSE BILL 1296, ALL STREET CURBS IN NORTH CAROLINA BEING CONSTRUCTED OR RECONSTUCTED FOR
MAINTENANCE PROCEDURES, TRAFFIC OPERATIONS, REPAIRS, CORRECTION OF UTILITIES OR ALTERED FOR ANY REASON AFTER SEPTEMBER
1973 SHALL PROVIDE WHEELCHIR RAMPS FOR THE PHYSICALLY HANDICAPPED AT ALL INTERSECTIONS WHERE BOTH CURB AND GUTTER AND
SIDEWALKS ARE PROVIDED AND AT OTHER MAJOR POINTS OF PEDESTRIAN FLOW.
2. WHEELCHAIR RAMPS SHOULD BE LOCATED AS INDICATED IN DETAIL DRAWINGS, HOWEVER EXISTING LIGHT POLES, FIRE HYDRANTS, DROP
INLETS, ETC. MAY AFFECT PLACEMENT.
II. CONSTRUCTION NOTES:
1. NO SLOPE SHALL EXCEED 1"-1" (12:1) ON THE RAMP OR SIDEWALK.
2. IN NO CASE SHALL THE 'MOTH OF WHEELCHAIR RAMPS BE LESS THAN 40" (3'-4"). WIDTHS MAY EXCEED 40- IF NECESSARY.
3. USE CLASS "A' CONCRETE WITH THE SURFACE HAVING A ROUGH, NON-SKID TYPE FINISH.
4, 1/2" EXPANSION JOINT WILL BE REQUIRED WHERE THE CONCRETE WHEELCHAIR RAMP JOINS ANY RIGID PAVEMENT OR STRUCTURE.
5, CONSTRUCTION METHODS SHALL CONFORM WITH THOSE OF THE GOVERNING BODY WHICH HAS JURISDICTION OF THE PARTICULAL STREET,
III. ADDITIONAL NOTES:
1. THE INSIDE PEDESTRIAN CROSSWALK LINES SHALL BE ESTABLISHED BY BISECTING THE INTERSECTION RADI WHERE MARKED (SEE NOTE 6).
2. THE WHEELCHAIR RAMP SHALL BE LOCATED SO THAT THE BEGINNING OF THE WHEEL CHAIR RAMP WILL BE TWO FEET FROM THE INSIDE
PEDESTRIAN CROSSWALK LINE.
3. THE WIDTH OF THE PEDESTRIAN CROSWALK SHALL BE 10 FEET UNLESS A GREATER MOTH IS REQUIRED TO ACCOMMODATE THE PEDESTRIAN
TRAFFIC.
4. STOP BARS SHALL BE USED WHERE IT IS IMPORTANT TO INDICATE THE POINT BEHIND WHICH VEHICLES ARE REQUIRED TO STOP IN
COMPLIANCE WITH A TRAFFIC SIGNAL, STOP SIGN, OR OTHER LEGAL REQUIREMENTS.
5. PARKING SHALL BE ELIMINATED A MINIMUM OF 20 FEET BACK OF PEDESTRIAN CROSSWALK.
6. ALL PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES
PUBLISHED BY THE FEDERAL HIGHWAY ADMINISTRATION. THIS IS AVAILABLE FROM THE SUPERINTENDENT OF DOCUMENTS, U.S GOVERNMENT
PRINTING OFFICE, WASHINGTON, D.C. 20402.
DRIPLINE GUIDELINES FOR
3' MIN. STAKE WHEELCHAIR RAMPS
PROTECTIVE BARRIER I HEIGHT A'IOVE
Ir- I GRADE
Ij
NOT TO SCALE
8" x 6" MJ TEE
30 MAX.
STANDARD N.C.-601 STOP
STOP SIGN
6' TO 12' b
2" PIPE I
STANDARD
INFORMATION
SIGN
WITHOUT CURB 0 _6 12 MIN.
PARKING
OR GUTTER MIN.
0 8 AM - 6 PM
STREET NAME WEST GATE DRIVE 4 -0 $5.00 FINE
SIGN 0'-6 3/4" 2" PIPE
(SEE NOTE) "
c°
IN, M
2IN. I WITH SLOPE -FACE
00 CURB
WITH CONCRETE CURB
&GUTTER
STANDARD
SIGN INSTALLATION
LOCATION
NTS
;TING TREE
TREES TO BE SAVED WILL BE CLEARLY MARKED PRIOR TO CONSTRUCTION ELEVATI N
AND A PROTECTIVE BARRIER IS TO BE INSTALLED AT THE DRIPLINE.
DRIP LINE - THE AREA OF SOIL DIRECTLY BENEATH THE TREE EXTENDING / �� \ CROWN OF TREE IS NEEDED FOR LEAF
OUT TO THE TIPS OF THE OUTERMOST BRANCHES. / `\ GROWTH TO PRODUCE OXYGEN, FILTER
/ I \ THE AIR, REDUCE WIND, SOFTEN NOISE,
METHOD OF TREE � \� ( 1 AND PROVIDE BEAUTIFUL APPEARANCE,
I I DO NOT DISFIGURE CROWN WITH
PROTECTION WRING I I INSENSITIVE PRUNING!
CONSTRUCTION I i DRIPLINE
NTS I
1 /
PLAN
TREE PROTECTION DURING CONSTRUCTION /
1. DO NOT COMPACT SOIL BENEATH TREES. NO VEHICLE SHALL BE ALLOWED TO PARK FEEDER ROOTS STRUCTURAL ROOTS
UNDER TREES. NO HEAVY MATERIALS SHALL BE STORED BENEATH TREES. RESULTS OF FEEDER ROOTS ARE LOCATED STRUCTURAL ROOTS LOCATED
COMPACTON CAUSE WATER AND AIR NOT TO REACH THE ROOTS AND THE TREE AT "DRIPLINE" OF TREE NEAR BASE OF TRUNK ARE
WILL DIE. THESE "FEEDING ROOTS" OCCUR WELL AWAY FROM THE BASE OF AND PROVIDE TREE WITH NEEDED TO GIVE SUPPORT TO
THE TREE TO THE EDGE OF THE OVERHEAD BRANCH CANOPY. DAMAGING ENTIRE TREE. IF REMOVED,
THE BARK WITH LAWNMOWERS, CONSTRUCTION EQUIPMENT, OR ANYTHING ELSE MOISTURE AND NUTRIENTS,
IS PROHIBITED. APROTECTIVE BARRIER SHOULD PREVENT DAMAGE: FROM SEE NOTE 1 & NOTE 4 TREE CANFAIL AND DAMAGE
PROPERTY.
OCCURING DURING CONSTRUCTION.
SEE NOTE 2 &NOTE 4
2. NO CUTTING OF LARGE STRUCTURAL ROOTS LOCATED NEAR THE BASE OF THE METHOD OF TREE
TRUNK. THESE ARE ESSENTIAL IN SUPPORTING THE TREE AND HOLDING IT
UPRIGHT IN HIGH WINDS. REMOVAL OFTHESE ROOTS ALONG ONE SIDE IS PROTECTION DURING
OFTEN DONE BECAUSE OF A WALK, PAVING
VING OR BUILDING WHICH IS BEING
CONSTRUCTED.
3, AVOID CUT AND FILL WITHIN DIAMETER OF TREE CROWN DURING EXCAVAT_'; CONSTRUCTION
NTS
METHOD OF TREE
PROTECTION DURING
CONSTRUCTION
NTS
REV. NO, I REVISIONS I DATE < J
:oppight 4 Honow Design Services, P.A., All rights reserved Reproduction or use of the eanfents or fhh document, r odatNons or deletions to !`'s
iocument, In whole or part, without written consent of the Land Surveyor ce Engrner, Is prohrblfed. Only copes from lee or'gral of this docume-t,
norked with the anginal signature and o iginal seol of the Surveyor a Enghie , shc;l be considered to be vo17d and Ire coc m
GENERAL DETAILS
WESTGA'TE A Southern Village of Homes and Commerce
LOCATED IN TOWN OF LELAND
BRUNSWICK COUNTY, NORTH CAROLINA
CAROp�AaBafAo
1
-i� II
tesAt-
ell"�1
-7-.
dhollis©hds'il
DEVELOPER:
OCEAN GATE, LLC
PO BOX 316 7
WILMINGTON, NC 28106, (910)- 791-1196
OVER DESIGN SERV7CES, P.A. �
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET j{
WILMINGTON, N.C. 28401
PHONE: [phone]
Date:
6-23-06
Scale:
1 "- 50'
Drown:
OSH
Checked:
DSH
Project No:
6309-mstr15-dh
'Gheel Na:
15
Of: 15

PLANS and PROFILES of
GENERAL NOTES:
1, This map is not for conveyance, recordation, or sales.
2. Portions of this property are located within a special flood
hazard area according to Flood Insurance Rate Map Community
Panel #370295-0130C, effective date May 15, 1986.
3. Handicap Ramps provided at all intersections and one per bldg.
4. Suitable trees are to be preserved or planted
in accordance with Town of Leland standards.
5. Parking areas and streets to be lighted in accordance with
Town of Leland standards,
6, Boundary not field surveyed at this time. Topographic survey
data by Hanover Design Services & Arnold W Corson, PLS, PC.
7, All local residential and collector roads are to be built to
NCDOT standards.
MORE GENERAL NOTES.
1. ALL CONSTRUCTION TO CONFORM TO TOWN OF LELAND STANDARDS
APPLICABLE STATE & LOCAL CODES,
2. CONTRACTOR TO COORDINATE ANY REQUIRED TRAFFIC CONTROL WITH
THE STATE AND THE TOWN,
3. CARE SHALL BE TAKEN DURING FINAL GRADING TO ENSURE POSITIVE
DRAINAGE AWAY FROM BUILDINGS AND TO RECEIVING STRUCTURES.
4. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ANY RELOCATIONS,
RE -ALIGNMENTS, DISCONNECTIONS OR CONNECTIONS OF EXISTING
UTILITIES WITH APPLICABLE AUTHORITIES.
5. CLEARING AND GRUBBING OF SITE TO INCLUDE REMOVAL OF EXISTING
CURB, ASPHALT, INLETS, AND ANY OTHER STRUCTURES INCLUDING TREES,
STUMPS AND DEBRIS EXISTING ON SITE, TREES NOT REQUIRED TO BE
CLEARED FOR CONSTRUCTION SHALL REMAIN UNLESS OTHERWISE DIRECTED,
6. MINIMUM SEPARATION SHALL BE MAINTAINED AS FOLLOWS:
a. HORIZONTAL CLEARANCE OF 10 FEET BETWEEN SANITARY SEWER AND
WATER MAINS.
b. WHERE VERTICAL CLEARANCE IS LESS THAN 16" BETWEEN SANITARY
SEWER AND WATER OR WHERE SEWER LiNE CROSSES ABOVE WATER
MAIN, BOTH PIPES SHALL BE DUCTILE IRON PIPE FOR A MINIMUM
OF 10' EITHER SIDE OF CROSSING,
c. WHERE VERTICAL CLEARANCE IS LESS THAN 12" BETWEEN SANITARY
SEWER AND STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON
PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING.
d. WHERE VERTICAL CLEARANCE IS LESS THAN 12" BETWEEN WATER
MAIN AND STORM DRAIN, WATER MAiN SHALL BE DUCTILE IRON
PIPE FOR A MINIMUM OF 10' EITHER SIDE OF CROSSING.
LEGEND
RAMP STMH-14 f ¢
/MN
PROP, STORM MANHOLE
HANDICAP
66 HANDICAP PARKING SPACE
DROP INLET
SSMH-1 •
PROP. SANI TARY MANHOLE
PROPOSED SANITARY
SEWER & MANHOLE
❑
IRON IN EXIST, CONC. MON,
EXISTING SANITARY
E.I.P.
EXIST. IRON PIPE
SEWER & MANHOLE
WATER METER
WL PROPOSED WATERLINE
SERVICE CONNECTION
WT & HYDRANT ASSMBL Y
E. C.M.
EXIST. CONCRETE MON.
EXISTING WATERLINE
N
GATE VALVE
PROPOSED STORM
Q
REDUCER
Q SEWER & CA TCH
BASIN
5g,
DRAINAGE FLOW
E.I.P. = EXISTING IRON PIPE
+49.0
INDICATES SPOT ELEVATION
E.I.R. = EXISTING IRON REBAR
E.C.M. = EXISTING CONCRETE MONUMENT
F/H =
FIRE HYDRANT
I.S. = IRON SET
P/P =
POWER POLE
W/V = WA TER VALVE
C. P. =
COMPU TED POIN T
W/M = WATER METER
L OCA TED IN THE TOWN of L ELAND
BRUNSWICK COCJNTY
NORTH CA ROL INA
DA TE:eOCTOBEI' 2005
SCALE: 1 `200"
OWNER / DEVELOPER.
Ocean Gate, LLC �aG
PV Box 3167
Wilmington, NC 28106'�-°'
910-791-1196
5 r�
c,� lei����e
Ne
1 ,
< DWQ SW8 990807
y y, 41 y, 4
��e
4, dic
+ v. ti y v. v. V /
a, 1r 1 v vv v v
,v y 1 vL
c>
LOCATION MAP
NOT TO SCALE
200 100 0 200 400
SCALE IN FEET: 1"= 200'
NQ SW8 040703 y
r ,
ti
i, V v y
DWQ SW8 980403 -,�-
1
REVISED AS PER DENR / DWQ COMMENTS
11-22-05
REV. N0.
REVISIONS
DATE
Copyright 0, Han~ Design Services, P.A., All rights reserved. Reproduction or use of the contents of this document, or additions or awatias to this
document, in whole or port, without written consent of the Land Surroyor or Engineer, is prohibiled. Only copies /rom the original of this document
marked with the original signature and M91not seal of the Surveys' or Engineer, shall be considered to be vo6d and true copies.
STANDARD NOTES:
1. Information concerning underground utilities was obtained from
available records, It shall be the responsibility of the
Contractor to determine the exact elevations and locations
Of all existing utilities at off crossings prior to
commencing trench excavation. If actual clearances ore less
than indicated on Plan, the Contractor shall contact the
Design Engineer before proceeding with construction.
Any condition discovered or existing that would necessitate
a modification of these plans shall be brought to the attention
of the Design Engineer before proceeding with construction.
2, NO CONSTRUCTION IS TO BEGIN BEFORE LOCATION OF EXISTING
UTILITIES HAS BEEN DETERMINED. CALL "NC ONE -CALL" AT LEAST
48 HOURS BEFORE COMMENCING CONSTRUCTION,
3. All trees which are not required to be cleared for
constuction shall be preserved wherever possible unless
otherwise directed.
4. Contractor shall adjust all manholes, valve and curb boxes to
the final grade upon completion of all construction. Any boxes
damaged or otherwise disturbed by the Contractor shall be
repaired at the expense of the Contractor,
5, The Contractor is responsible for controlling dust and erosion
during construction at his expense. Parking areas shall be
watered to control dust when ordered by the Engineer.
6. No geotechnico/ testing has been performed on site. No
warranty is made for suitability of subgrode, and undercut and
any required replacement with suitable material shall be the
responsibility of the contractor.
7. Extreme core shall be taken to ensure minimum separations at
all utility crossings,
8, Contractor to ensure that pavement is placed so as to droin
positively to the parking lot inlets and catch basins, All roof
drain downspouts to be directed to the storm sewer system.
9. Contractor is responsible for obtaining all required permits.
10. This plan is for roadway grading, storm sewer, and drainage only.
11. Affected Non -Municipal Utilities shall be contacted and provided
with plans and other pertinent information, when feasible, to
coordinate appropriate scheduling and placement. At the minimum
this should include BellSouth and CP&L.
INDEX TO DRA WINGS
SHEET No.
DESCRIPTION
DRAWING No.
1 OF 4
COVER SHEET and GENERAL NOTES
6309-roadia
2 OF 4
STREET PLANS & PROFILES
6309-rood2
3 OF 4
WATER QUALITY and EROSION CONTROL
6309-rood3
4 OF 4
DETAILS and SPECIFICATIONS
6309-road4
r
C I l '� NOV.. 11 2 Z005
BENCHMARK LOCATIONS AND ELEVATIONS
LOCA TION: ELEVATION
1 NCDOT RW MON. SOUTH INTERSECTION OF 27.86
PLOOF ROAD & HIGHWAY 17
COVER SHEET and GENERAL NOTES
OCEAN GATE PLAZA at WESTGATE
LOCATED IN THE TOWN OF LELAND TOWN CREEK TOWNSHIP
BRUNSWICK COUNTY NORTH CAROLINA
j� CARD
�' a pe eeSS10 e ���.
o e "�al
SE
2000?
."
m
p Gj `eQ�,�wa
I ps N VA
Edhollis 0 hdsilm.com
OWNER: OCEAN GATE, LLC
PO BOX 3167
Wilmington, NC 28106
910-791-1196
HANOVER DESIGN SERVICES, P.A.
LAND SUR✓E1'ORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET J
WILMINGTON, N.C, 28401 l
PHONE: [phone]
Dote:
10— 07— 05
Scole:
1 "= 200'
Drawn;
DSH
Checked
GA W
Project No:
6309-roadia
Sheet No:
1
4
Of:
6309-roadia Model (1): 11:39:06 11/ZZ/ZU05
Ocean Gate Plaza.pdf: 12:44:32 11/22/2005

LOCATION MAP
'Tesipa- _10
ADJUST HYDRANT
AS NECESSARY,
GX
12
36,00'Povement
r ,
0
EXISTING PVMT.,
C&G, AND
UTILITIES BY OTHEF
3000psi CONCRETE
12" 12'
1 1/2" MIN. BITUMINOUS PAVEMENT
to
CONCRETE CURB DETAIL in WESTGATE DRIVE
t=TO SCALE
VARIABLE R/W AT ENTRANCE M
tO 60' R/W 6
W
� 10'
2' 36' 2' 10'
1/2"PER FOOT 1 4"PER FOOT 1/4"PER FOOT 1 2"PER FOOT
6­­� 7
8"ABC & 1-1/2"SF9,5A MODIFIED VAL Y
CURB A'THiCK 5'WIDE
ICONC.SIDEWALK
TO BE PROVIDED
DE
TYPICAL STREET DETAIL ORUEAST ISIDE
NOT TO SCALE
(APPLIES TO COLLECTOR ROADS)
WEST GATE DRIVE and OCEAN GATE PLAZA
NIGHT HARBOR DRIVE
\ NOTE: CONTRACTOR TO ENSURE THAT
STREET PAVEMENT & CURBING IS PLACED L
50 AS TO DRAIN POSITIVELY TO CURB
INLETS AND DRAINAGE STRUCTURES. Q
CURB INLET BOXES AND STORM MANHOLES TO
BE SIZED AS NECESSARY TO ACCOMODATE C
OVERSIZE PIPES. u.
NOTE WELL: ' S
- FOR CENTERLINE GEOMETRY ¢ f`
1 THIS PLAN IS FOR STORM SEWER, CURB & GUTTER,
,7� AND STATIONING, SEE AND PAVING CONSTRUCTION ONLY. SANITARY o
1: "+� 1 PREVIOUSLY APPROVED PLANS.
� SEWER AND WATER WAS PREVIOUSLY PERMITTED,
AND IS EXISTING, RELOCATION OR MODIFICATION
OF EXISTING UTILITIES BECAUSE OF CONFLICTS WITH
STORM SEWER SYSTEM IS THE RESPONSIBILITY OF w
PI STATION EQUALITY
/ \ i
THE CONTRACTOR. SEE COVER SHEET NOTES.
18 -t- 60.45 �
L28 1 0 15.5
ADJUST H'i(DRANT / \ Vh !
Gz._ -
t \ / 2go
AS NECESSARY.
\ / EXISTING
WATERLINE ELEVATION _ ADJUST �1-IYDR-fz
q A5 NECESSARY-25� N
,,, 9 _ _� '•• .... ""'�- �MAY NEED ADJUSTMENT,
_ o
AZi"' �__ ... .- - - - - - -
\ 22
BY OTHERS
_ Adoill
BY OTHERS ; z ;ADJUST MANHOLE Rllvl
NECESSARY. --_t'e
9�
� 0
I
16)
Do
J\
� I
NCOOT CATCH BASIN /
STD.840,02 STD.CURB
SECTION
N N TRANSITION
SECTION JOINT- +a
zto 10'TAPER 3'-1 1/2" 10'TAPER
> W PLAN VIEW
W z< FRAME, GRATE AND HOOD CURB
$ W' NCDOT STD. 840.03
c B NORMAL GUTTER FLOW LINE 17
FRAME & GRATE
OPENING
DEPRESSED
GUTTER
PRECAST
CONCRETE
CATCH
BASIN t�
NOTE WELL,
50 25 0 50 100 ANY AREAS ON -SITE WITHOUT ACTIVITY IN A (/ \j a
15 DAY PERIOD SHALL BE TEMPORARILY > I I, SET
STABILIZED AS PER THE SPECIFICATIONS.
Scale In feet: 1"= 50' ANY SLOPES TO BE STABILIZED AFTER 15 DAYS. - - - L _ - C�
SEE NCOOT SIDS.
852. D5
Data: SECTION VIEW 40.02 FRONT SECTION
STREET PLANS & PROFILES - OCEAN GATE PLAZA 10_07-05 FOR FURTHER DETAIL
OCEAN GATE PLAZA at WESTGATE HORZ.: 0' PRECAST CURB INLET
VERT.: f = 51 N.T.S.
LOCATED IN TOWN OF LELAND Orown:
BRUNSWICK COUNTY, NORTH CAROLINA
�a�a�$ DSH
Jp 11 It Chocked:
101,
5j, OCEAN GATE, LLC DSH
sad 9
PO BOX 31 Project No:
WILMINGTON, NC 28106f. AL, (910)--791-1196 6309-raad2-din
• 20007 �
Sheet No: 1 REVISED AS PER DENR / DWO COMMENTS 11-22-05
,�/(a "'"'•'(a�"� �"` HOVER DESIGN SERVICES.. PA. REV. N0, REVISIONS DATE
rr LAND SURVEYORS, ENC/NEERS & LANO PLANNERS
319 WALNUT STREET Copyright O , Honour Design Serdaee, P.A., All rights r*"rVed. Reproduction or use of the contents of this document a oddrtlone or detetlons to this
319 WALNUT
N. R 28401 111///��� document, 0 vends or par, without mitten consent or the Land Surveyor or Engineer, is prohrbiteot onty copes nom the origins of this document,
PHONE: ON, C. 8401 Of: rooked with the orlg:'a signature and origind sod of the Stirv, or Engineer, whdl be considered to be wlid and trus cwiss.
21
2
/
19
O
�
17
i
EXISTING PVMT.,
C&G, AND
UTILITIES
x�/ i
ao
Qa
I
--
dhollis®hdsilm.Corn ---
11
o i0
wz FIR 30. 0 30.0
®alttlfi'��i�n
��III®��
NJ
[i
�r
100
CONTRACTOR TO EXERCISE
EXTREME CARE AT UTILITIES
CROSSINGS. SEE NOTES,
0
0
rim
E
25.0
we
STORM
SEWER SYSTEM -
WEST GATE (OCEAN GATE
PLAZA)
PIPE
SUMMARY:
DI-
GRATE
INVERT
LENGTH
DIA
SLOPE
DI
GRATE
INVERT
END
17.00
66
24
0. 30%
1
21.10
17.20
1
21.10
17.60
36
24
0.287
2
21.10
17.70
2
21. 10
17, 70
58
24
0, 17%
3
21. 10
17. 80
3
21.10
17.80
36
24
0.28%
4
21.10
17.90
4
21.10
18.00
44
24
0.23%
5
21.10
18. 10
5
21.10
18.10
17
24
0.59%
6
21.70
18.20
6
21.70
18.20
232
24
0, 43%
7
23.25
19.20
7
23.25
19.20
192
24
0.26%
8
23.80
19.70
8
23.80
2D, 20
180
18
0, 17%
9
24.25
20.50
9
24,25
20,50
76
18
%
0 4 0 .
10
23.90
20.80
10
123. 90
80, SO
t i Ifl
18
0. 19Y.
It
94,150
IIR 1. 00
11
24.00
21.00
36
18
0, 28%
12
24.00
21.10
6
21.70
18.50
17
18
0, 59%
6A
21.10
18.60
TEMPORARY ENO OF 7
23. 25
19, 40
17
18
1, 18%
7A
22. 60
19. 60
PAVING, INSTALL BASE COURSE 7
23. 25
19, 40
17
18
1, 18%
7B
22. 60
19, 60
AND BARRICADE, 8
23, 80
20, 00
17
18
1, 18%
BA
23. 20
20. 20
'1 8
23, 80
20, 00
17
18
1. 18%
8B
23. 20
20. 20
100' V.C.
Y
s�
-III
ININII
'me
il,
5.0
•J
q-� 25.0
20.0
- 15.0
10.0
5.0

„sue•- ,
LOCATION MAP
NOT TO WAI 11
ATE P
OCEAN _
-- Vogt 5%1d
_ . �� Sidewalk IP
"t t2
CONTRACTOR MAY INSTALL PLAN VIEW
ORIFACE AND LEAVE OPEN
DURING CONSTRUCTION IF
THE OPENING IS SCREENED CONSTRUCT 1 3 MAX.
AND COVERED BY 057 STONE. GRATE TOP
FL=19,0 1 14'
90' EL BOW DOW1V TRASH
,'BELOW WSEL RACK
[le_
4. EL= 18,0
MIN
WSEL=
17.0
p _ _-
--- INV=
1-112" MOLE IN 17.0
SB 6 PVC PIPE, OR
1-112" PERFORA TED
PVC W/ GRAVEL
AND FABRIC FILTER
MAINTAIN COVER
ON OUTLET PIPE
EL= 18.0
2,O'NDE OUTLET
WEIR CUT 18 RCP
9"GROUT INV=
OR CONC. 16.5
�. B4OXINV=14.5
POND BOTTOM 4X4 Precast COnG.BOX
ELEV= 11.0 NCProducts 4849 or Equivalent
POND BOTTOM MAY BE OVER- SECTION VIEW
EXCAVATED FOR SEDIMENT STORAGE
s� n 36,00'Povem
FU'NRE STRIPING IP
� 11
7, \
NIGHT HARBOR DRIVE
rn Q c i
� See Sheet 2 for Storm
✓ Sewer construction details. Li 0
LU•'`\ / %
S IE=15.5
5z -26 elf
/ \ N U' I
--
_
1,9
3 _ -
-2a
1
'�`• 8Y C)THERS - -sz _' "" --_ =." P � ' �� � _ .. _ W. IP
\\ / 9Z \ 1 \ r,
\ \ Cx4 i
-- - -V
1
UMP TO BE USED TO DRAIN
SE OF EMERGENCY. PUMP TO BE
TOP OF BERM WITH SCREEN
0 HOSE INLET AND COVERED WITH
OUTLET TO DRAIN ACROSS STABLE
"A SUFFICIENT TO RESTRICT EROSION, \
S ROOF DRAINS MUST BE DIRECTED 18"RCP®0.67. OUTLET
rORM DRAINAGE COLLECTION TOP BOX= 19.0
NTO THE STREET/PARKING LOT, 6"PVC W/ 1-1/2"HOLE / 1
OR 1-1/2-PERFORATED PVC
WEIR EL= 18,0
EGETATION ZONE: WEIR LENGTH- 2' S
16.0 TO EL- IZO IE OUT- 16.5 L
SPECIES FOR PLANTING IN EM.SPILLWAY LENGTH- 40' / a
ARE AS FOLLOWS: SPILLWAY EL= 19.5 d
RIA LATIFOLIA (COMMON ARROWHEAD) TOP OF BANK= 21,0 /
RIA LANCIFOLIA (DUCK POTATO) /
US CERNUUS (LIZARDTAIL) /
)RA VIRGINICA (ARROW ARUM)
MORE OF THE SUGGESTED SPECIES /
_ABLE, APPROPRIATE WETLANDS
CE
N COMMON THE COASTAL CAROLINA
Y BE SUBSTITUTED,
EMERGENCY EMBANKMENT TOP= 21.0 100-YEAR WSEL= 19.1
SPILLWAY= 19.5 TOP BOX = 19.0 STATE STORAGE VOLUME
ANTI -YEAR WSEL= 18.5
ANTI -SEEP a.-. POND - 14,500 cf
LO
U
OUTLET PIPE
iO
80LF 0 0.6%
II
SEE NEXT SHEET
O
FOR ADDITIONAL
OUTLET STRUCTURE
AND EROgON CONTROL
DETAILS.
EMBANKMENT
SECTION
NOT TO SCALE
WEIR CUT EL= 18.0
NORMAL WSEL= 17.0
F'tAK UI5(:I'1AKVt JUMMAK T -
Q 10) pre -developed = 2.7 cfs
Q 50) pre -developed = 5.2 cfs
Q((10) post -developed = 2.1 cfs 0 WSEL = 18.5
Q(50) post -developed = 5.7 cfs Cal WSEL = 18,9
Q 100)post-developed = 8.7 cfs @ WSEL = 19.1
WATER QUALITY POND CONSIDERATIONS -
Surface Area required = 3,700 sf
Surface Area provided = 13,000 sf
Storage Volume required = 6,135 cf
Storage Volume provided = 14,500 of
Storage Volume Drowdown Time = 4 days
SEDIMENTATION POND CONSIDERATIONS -
Storage required = 5 X 1800 = 9,000 cf
Storage provided = 57,000 cf
FOREBAY CALCULATION:
Approximate Foreboy Volume = 7,000 cf
20% Volume of Storage = 35,800 X .2 = 7,000 cf
in z +--- a,u -•
Mpi
NOTIii � AR TO iS p916100 AP'190 Afl�
PIP IB IN PLACE.
REINFORCING As NEEDED
ANTI -SEEP COLLAR
NOT TO SCALE
p2::I;
F--.� e Pa vin 9
IP
j I - 21
5:1 Sid, StaPe 19 20
OP 17 18
r
..,lde Slope
I
so
1 li�
•,�1� 1, I�III �t�f�
is ui �
t 19 h� t 18VO9etative Shelf.�?
20
OP 21
n»rgena; SPiof t9 z 2 Oq�
Elevation= 199 . n to Anti -Seep
/ 16
Appro- x,136CY Gollor
SF
76
/ A04 WETLAP)DS: l
PVMT.,
PSC PR VI L
PERMITT
SE
SW8 0407
I
Hu erS ne art nts
aQ) 7
CI L]
�1
5, S;dewolk
Vast S''ide I-_
7!
g6.00'Pove Me 40• .09ervious
do �
,ERMITTEO
_. FLOW
Sidewalk One Side Only
5' Wide Typical
OC��GgT\
Westgate - Ocean Gate Plaza
Pavement and Sidewalk Area Inset
Scale: 1 "= 100'
October 2005
:ention/retention pond VOLUME REQUIRED: R=[(P)(Pj)(Rv)/12](A)
DWQ SEE PAGES A.1 and A,2, "Controlling Urban Runoff:
A Practical Manual for Planning and Designing Urban BMPs"
(p)= 1„
(Pj)= 0.9
Impervious area calculations: See Project Data Sheet (Rv)= 0.05 + 0.9(1.60/5.00) = 0.338
TOTAL IMPERVIOUS = 1.60 acres (A)= 5.00
TOTAL AREA DRAINING TO POND = 5.00 acres R= [(1)(0,338/12X5.00) = 0.141 acre-feet
5,00 acres total - 1,60 acres impervious = 3,40 acre green = 6,135 cf REQUIRED STORAGE
14,500 cf PROVIDED STORAGE 0 ELEV.= 18,0
SA REQUIRED: 1.60 / 5.00 = 0.32, or 32% DRAWDOWN:
Average head from storage elevation to orifice -
At 6.0' depth, 9TSS removal, from chart - SA/DA factor = 1,7 18.0 - 17.0 / 2 = 0.5' 1-1/2" PVC drain to draw -down pond:
5.00 x 0.01 x 1.7 = 3,700 sf SA REQUIRED
At Elev. = 17.0 = 13,000 sf SA PROVIDED Orifice equation: Q = CA(2gh)"1/2
T= 4days
1
REVISED AS PER DENR / DWQ COMMENTS
11-22-05
REV. NO.
I REVISIONS
DAT
Copyright 0, Hanover Design Services, RA„ All rights reserved. Reproduction or use of the contents of this document, or additions or deletions to this
document, In whole or part, without written consent of the Land Surveyor or Engineer, is prohibited. Only copies from the original of this OOovment,
mdrked with the original algnature end original Seal of the Surveyor or Engineer, shall be considered to be volld and true copies.
50 25 0 50 100
Scale in feet: 1 "= 50'
6'min. 12'min. SEE PLAN
ALL SLOPES 0
3:1 MAXIMUM w o OUTLET
Forebay volume �
209 of required r PIPE
WSEL
storage, typical p
Forebay
�a Bottom OUTLET
ra 4'min, Elev.- 11 ASOON CTIPLOAN5
4 Armor as necessary
minimum V Stone
FOREBAY SECTION DETAIL
NOT TO SCALE
A PORTABLE PUMP
TO BE USED TO
DRAIN POND IN AN
EMERGENCY.
VGqr,,t,.
Ocean Gate Plaza Pond
Pond WSEL= 17.0
Surface= 13,000sf
Nominal Depth= 6.0
Bottom=10.0
SEE INSET
ELEV.
AREA
VOL.
STORAGE
STORAGE
(ft)
(Sf)
(C0
(cf)
(cc-ft)
17.0
13.000
18.0
16.000
14.500
14.500
0.33
19.0
19,000
17,500
32,000
0.73
20.0
22,000
20,500
52,500
1.21
21.0
26,000
24,000
76,500
1.76
STA7E STORAGE of
EL-19.0
14500
am
O'er
1111iiN�l,1,
3
O
5.0 ACRES DRAINS TO POND
73814 SQ.
-, F6
68943 SQ. FT.
1.58 acres, USE 1.6 ACRES
TOTAL IMPERVIOUS
LOCATED IN TOWN OF LELAND
BRUNSWICK COUNTY, NORTH CAROLINA
CARtj(
SE AL
20007
dhollis(ghdsilm.com
Sidewalk One Side Only
-I 5! Wide Typical
�o
ono
a a sore 004070703
OCEAN -------�. GA -re P�AZq
OCEAN GATE, LLC
PO BOX 3167
WILMINGTON, NC 28106, (910)- 791-1196
HOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 25401
PHONE: [phone]
Dote:
10- 07- 05
AS SHOWN
Drown:
DSH
Checked:
DSH
Project No:
6309-road3-dh
r Sheet No:
3
4
I
6309-road3 Model (1); 10:54:35 11/22/2005
Ocean Gate PLaza.pdf: 12:43:35 11/22/2005

VAR `'
l
,4 k';
'JLE OBS`1NUC1'IfiN DETAIL-"`'
" RAD(VAR)
SIDEWALK
PLAZA(V)
SEE NOTE(TYP)
VAR - VAR
10' MIN
-
P ED-X ING
--- + I
-
,
t /
SEE NOTE 2(TYP)1
!;, fr A,,.IE,,
-0"
4 ,'I 1YPICAL LOCAT1Qtt...SHE._.WiLEI SQ IAIH3 E_WL1 ia1t3191:L-.f'`=^� ¢ GiOP BARS
GUIDELINES FOR
WHEELCHAIR RAMPS AND
DEPRESSED CURBS(A)
- NTS
NOTE WELL:
ANY AREAS ON -SITE WITHOUT ACTIVITY IN A
15 DAY PERIOD SHALL BE TEMPORARILY
STABILIZED AS PER THE SPECIFICATIONS.
ANY SLOPES Tp BE STABILIZED AFTER 15 DAYS,
:��,
A, ( _ +J)A -- -
�I
COVER PLAN VIEW
RARE PLAN VIEW (BOTTOM)
0 -0 1/2" 1' 4 1 / 4" DIA, 0'-0 1/2"
O' 1" - O'-0 7/8„
V-3 1/4" DIA, 0'-7 1/2"
O'-0 1/8„ 0'-6 5/8„
H l- H ---.1 Q I -1.1
0 -0 3 '84" ,, 1 -3 1/4 DIA. �- ,-
00' 0 4"
5 C IO - A-_
ENT
MO NUM
NTS
A A
L J
COVER PLAN VIEW
(I"P
SECTION 'B-B'
16 1/16" DIA. AT TOP
0'-0 1 /8"
10 1/2" DIA. -- --- O'-0 1 /8"
6" DIA. -'I O'-0 1/2"
0' 1 7/8" `Y --I -r -11 -.I.- _O'-0 7/8"
�O,--0 1 /81,
0'--2 1 /8„ 0I-0 1/2"
O'-2 3/8' - 1 /16"
15 7/8" DIA. -0'-0 1/2,
AT BOTTOM 0 -0 5/8
PART OF SECTION 0'--O 3/8"
ENLARGE
G.R. ENNIS & SON NO, MBX-GRE-16
MINIMUM AVERAGE WEIGHT
RING 120 L_BS.
COVER 40 LBS.
MONUMENT
NTS
1/2" EXPANSION JOINT 1/2" EXPANSION JOINT
SIDEWALK
4'-0"
3'-4"
4'-0
--
SCORE
VAR
12:1 MAX
VAR
VAR
BACK OF CURB
SLOPE
-
--
GRASS STRIP
I
DEP E SED
---
VERTICAL BREAK
FACE OF CURB
_0"
IN CURB
SLOPE NOT TO
SEE NOTE 2
10' -0" MIN
EXCEED 12:1 1
PED-X-ING
PLAN VIEW WHEELCHAIR
RAMP
GUIDELINES FOR
WHEELCHAIR RAMPS AND
DEPRESSED CURBS(B)
NTS
GENERAL NOTES
L LOCATION OF MIEELCHA69 RAMPS:
1. IN ACWHDANOF WITH THE RATIFIED HOUSE BILL 1296, ALL STREET CURBS IN NORTH CAROLINA BEING CGNSrRUCTEO OR RECONSNCTED FOR
MAINTENANCE PROCEDURES, TRAFFIC OPERATIONS, REPAIRS, CORRECTION OF UTILITIES OR ALTERED FOR ANY REASON AFTER SEP TaMBEN
1973 SHALL PROVIDE WITEELCHIR RAMPS FOR ME PHYSICALLY HANDICAPPED AT ALL INTERSECTIONS *WERE BOTH CURD -AND GUTTER AND
SIDEWALKS ARE PROVIDED AND AT OTHER MAJOR POINTS OF PEDESTRIAN FLOW,
2. WHEELCHAIR RAMPS SHOULD BE LOCATED AS INDICATED IN DETAIL DRAMMOS, HOWEVER ExISnNa LIGHT POLES. FIRE HYDRANTS, DROP
INLETS, ETC. MAY AFFECT PLACEMENT.
11. CONSTRUCTION NOTES.
I. NO SLOPE SHALL EXCEED 1"=1 (12: 1) ON THE RAMP OR SIDEWALK.
2, IN NO CASE SHALL THE WIDTH OF WHEELCHAIR RAMPS BE LESS THAN 40" (3'-4`). WOTHS MAY EXCEED f0"ENE CESSARY.
3. USE CLASS "A" CONCRETE NTH IHE SJRFACE HAVING A ROUGH, NON-SKID TYPE FINISH.
4. 1/2" EXPANSION JOINT WILL BE REQUIRED MERE THE CONCRETE WHEELCHAIR RAMP ANS ANY RIG'D PAVEMENT OR STRUCTURE.
e. IO CONSTRUCTN METHODS SHALL CONFORM NTN ,HOSE OF THE GOVERRINO BODY WHICH HAS JURISOIc DON OF THE PARTICULAL STREET.
11, ADDITIONAL NOTES:
I. THE INSIDE PEDESTRIAN CROSSWALK LINES SHALL BE ESTABLISHED BY BISECTING THE INTERSECT$ N ftADI WHERE MARKET) (SEE NOTE 6).
2. THE WHEELCHAIR RAMP SHALL BE LOCATED SO THAT THE 9EGINNINO OF THE WHEEL CHAIR RAMP WILL BE TWO FEET FROM THE INSIDE
PEDESTRIAN CROSSWALK LINE.
3. THE WIDTH OF ME PEDESTRIAN CRaSWALK SHALL BE 10 FEET UNLESS A GREATER WIDTH IS REWIRED TO ACCOMMODATE THE PEDESTRIAN
TRAFFIC.
4. STOP BARS SHALL BE USED WHERE IT IS IMPORTANT TO INDICATE THE POINT BEHIND WHICH VEHICLES ARE REOJIRED TO STOP IN
COMPLIANCE NTH A TRAFFIC SIGNAY, STOP SIGN, OR OTHER LEGAL REOJIREMENTS.
5. PARKING SHALL BE ELMINATED A WNIMUM OF 20 FEET BACK OF PEDESTRIAN CROSSWALK.
g. ALL PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES
PUBLISHED BY THE FEDERAL HIGHWAY ADMINISTRATION. THIS IS AVAILABLE FROM THE SUPERINTENDENT OF DOCUMENTS, U.S GOVERNMENT
PRINTING Ofi WASHINGTON, D.C. 20402
GUIDELINES FOR
WHEELCHAIR RAMPS
6" ABC
CASTING
1-1/2" I-2
12" MIN.
-r F-
8" BRICK I-
lu 4„
T
--�+�►T� I
I 12" � 11" � 12"
TYPICAL DETAIL
MONUMENT CASTING and EASE
Al T.$. -
NOTE:
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY TOWN OF LELAND.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A GUIDE, THE CONTRACTOR IS RESP01 ;IdLE FOR ADHERING TO ALL
COUNTY AND STATE CODES AND CONSTRUCTION STANDARD';
RQ1L WELL:
EROSION CONTROL DETAILS AND SPECIFICATIONS ARE AS PER THE "EROSION
AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL" OF THE STATE
O
NORTH CAROLINA, DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
LATEST EDITION. PRACTICE NUMBERS REFER TO THIS MANUAL.
0 P
La= 2o'
FLARED END
TI N TYPICAL
SECTION
0° °
24"RCP
d50=3" 121
000000 °�cNN
r
MIN,
0
0 0- O
O On-1Apra
o°g°o° °
V(10)=4fps
00 0
HGL(10)=19.2
MINIMUM
OUTLET
AT POND
DIMENSIONS
7,5 cyt
EACH
OUTLET PROTECT/OlV
NOT TO SCALE
i= Rock to top of pipe
:D both sides
0
r=
SLOPE
1
OP
O
N w
w0
t _ H-
EMBANKMENT
I
OUTLET PI PE
See Narrative for
additional details
ill �
2'min.
NOTE: FILTER FABRIC IS TO
BE PLACED UNDER ALL STONE
OUTLET PROTECTION.
USE NICOLON MIRAFI 60OX
POLYPROPYLENE, OR EQUIVALENT
OUTLET PROTECTION - SIDE VIEW
NTS
OOP La=20' -TRIPLE - 24"RCP
2'SEPARATION MIN.
0000000
d50=3" 0 15' 000000
Apron=1 MIN, 0°0°0°0
o -,V(25)=18fps
° n - HGL(25)=20.1
MINIMUM
DIMENSIONS OUTLET AT CULVERT
11 Cy
OUTLET PROTE�T/Oi'V
NOT TO SCALE
1/2" EXPANSION JOINT 1/2" EXPANSION JOINT
SIDEWALK
4'-011 3'-4I. 4'-O"
SCORE
VAR 1 pj�qX VAR VAR
BACK OF CURB SLOPE GRASS STRIP
DEPRESSED
--_----fAlR -.---
- - - _ --
VERTICAL BREAK FACE OF CURB
2'-O. IN CURB SLOPE. NOT TO
SEE NOTE 2 10'-O" MIN EXCEED 12: 1
PED-X-ING
PLAN VIEW WHEELCHAIR RAMP
GUIDELINES FOR
WHEELCHAIR RAMPS AND
DEPRESSED CURBS(B)
NTS
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
``� 1, TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6.06
Shall be installed at the entrances of the proposed
project in and from Westgate Drive or Ocean Gate. Drainage
is away From the road and sedimentation will be controlled
with downstream practices. During wet weather it may be
necessary to wash truck tires at these locations.
2. LAND GRADING
Practice 6.02
Grading should be limited to areas as shown on the Plans.
Cut and fill slopes shall be 3:1 or flatter except where
specifically indicated. Care shall be token during land
grading activities not to damage existing trees that ore
not required to be removed,
SF 3, SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the Plan,
first, to delineate and protect low areas, and around any
temporary stockpile areas as necessary to prevent any graded
interior areas from eroding onto adjacent lands or roadway, or
into inlets.
IP 4. INLET PROTECTION
Practice 6.52
Storm sewer inlet barriers of block and grovel inlet
protection are to be constructed to help prevent sediment from
entering the storm sewer system. After permanent stabilization
of the entire contributing watershed area, the storm sewer
system is to be flushed to remove accumulated sediment and
ensure design flows.
TOP 5. OUTLET STABILIZATION
Practice 6.
41
Riprop aprons will be located at the downstream end of
all discharge pipes to prevent scour,
6, CONSTRUCTION ROAD STABILIZATION
ti Prac ce 6.80
Upon reaching final grade and after storm sewer nos been
installed, roadways and parking areas are to be stabilized by
placing sub -base course of approved 8" ABC stone, as shown in
the typical cross-section detail on the Plan, to reduce
erosion and dust during the remainder of building construction.
SB 7. SEDIMENT BASIN
Practice 6.61
The Sediment Basin is to be constructed FIRST (see
Construction Schedule) and is the primary Practice to prevent
sediment from leaving the site. Detailed design and spillway
configurations are specified in the details as shown on this
Plan and the Narrative. The 1-1/2"PVC orifoce is to be blocked
during sedimentation function (or not installed) until entire
watershed is permanently stabilized and pond is converted to
permanent stormwater management detention / retention
function,
PSC 9. PERMANENT STREAM CROSSING
O Practice
tic 6.71
A large TRIPLE culvert is to be constructed in Westgate Drive
and sized as shown an the Plan, to convey stormwater from
offsite undisturbed areas in the existing well-
definedtf ou alls.
toexisting waath r channel
defined wet e
Care should be taken to construct the culvert as quickly as
possible, during dry weather, and stabilize vegetatively and
with rip -rap and base course as rapidly as is feasible.
CONSTRUCTION SCHEDULE -
SEE PLAN, THIS SHEET
1. Obtain approval of Pion and any necessary permits, and hold a
pre -construction conference prior to commencing any work,
2. Flog work limits and stake -out parking lot, primary measures, and
Slit Fencing and Sediment Basin for preliminary grading.
3. Install Gravel Construction Entrances.
4, Install Silt Fencing as shown on Plan prior to clearing and
grubbing site. Sediment Basin to be constructed FIRST.
Any additional measures or diversion ditches to be contructed and
stabilized prior to commencing any major grading operations.
Storm sewer construction and direction of all runoff to the
Sediment Basin is to be completed as quickly as possible.
5. Construct ditches and any other sediment control Practices
shown, prior to rough grading poking lot and site, stockpiling
material and topsoil
SolI as necessary. Culvert
rt permanent
stream
it i ed.
in z
in to be installed and stab
crossing
6. Install utilities in parking lot, establish final grades and
stabilize parking areas with stone base course.
7. Final grade building site, install non -municipal utilities as
needed, and vegetatively stabilize areas where building
construction is not imminent.
8. All erosion and sediment control Practices ore to be inspected
weekly and after any rainfall, and repaired as necessary.
9. Upon completion of building construction, the roadway and
parking areas ore to be paved and all areas permanently
vegetatively stabilized. After site stabilization, temporary
measures ore to be removed and the Sediment Basin cleaned to
its original design contours, if necessary, and riser
structure oriface opened, so as to function as stormwater
management / water quality retention ponds.
MAINTENANCE PLAN -
1, All measures to be inspected weekly and after any rainfall
event and needed repairs made immediately.
2. Sediment Basins to be cleaned out when the level of sediment
reaches 4.5' below water surface. Riser structures to be cleaned
if excess water above design surface no longer drains
properly.
3. Sediment to be removed from foreboys when they are
approximately 25% filled or sediment level is within 4.5' of top.
4. Sediment to be removed from behind the any Silt Fence onld
inlet protection devices when it becomes 0.5' deep. Fencing
and inlet protection to be repaired as needed to maintain a
barrier.
5, All seeded areas shall be fertilized, mulched, and re -seeded
as necessary, according to specifications provided, to
maintain a suitable vegetative cover.
VEGETATIVE PLAN -
1. Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and
Design Manual", Section 6.11, latest version. See next Sheet
- _-_
2"X 4" FRAME AROUND
--
STAKED 2"X 4"
MAXIMUM HEIGHT
WOODEN FRAME
-
I* NARNAi* ON
tQ
ORE DETAIL AND
3' SPACING
L1iRNAlE METHODS.
GATHER EXCESS
FILTER FABRIC
AL CORNERS
_ _
\
n
­
EXTEN510 OF
-
-_
-
_
Z
FABRIC Ir MIN.
INTO TRENCH
/
i
4"CRUSHED STONE ON
12"COMPACTED SOIL
Z 1-)
I
/
o•
FILTER FABRIC:
<.
--\(tN
PERVIOUS SHEET OF
NYLON, POLYESTER, OR
DROP INLET
ETHYLENE YARN, EXTRA
WITH GRATE
Q1
( STRENGTHGTH O PSI
WITH ULTRAVIOLET HAYAY
INHIBITORS AND STABILIZERS
L5OMETBt,Q VIEW
FABRIC DROP INLETPROTECTION
T
NTS
PNAaT101E 1i I P
PUBLIC ROAD
�L
1v C `&
@ . v5aco -
o- %s%
yU, Gin
6" MINIMUM ��pQ
THICKNESS ,
O
2"-3" COARSE
AGGREGATE -
NOTE: SEE NARRATIVE 12'MINIMUM
FOR MORE DETAIL.
TEMPORARY GRAVEL CONSTRUCTION
ENTRANCE/EXIT CE:TAIL J
N.T.S. �_._.-.
MAXIMUM
^^��q_ SEE NARRq I�IVa,
OF FAR IEU FLL IRE `Z^
OR AVEL EXTENSION
OF FAR ANU WIRE NOTE:
M70 THE TRENCH SEE NARRATIVE
FOR MORE DETAIL
ISOMETRIC VIEW
EXTENSION OF
FILTER
FILTER -
FABRIC
FABRIC AND WINE..
INTO THE TRENCN
-
F'AJJNIC
BACKFiLL
` IMPACTED
MINIMUM 8"
IILL
THICK LAYER
OF GRAVEL
WIRE
WIRE
�
�m
4c�
.�`C.�
.�
5 14"MINIMUM
SECTION
r�
4"MINIMUM �LcrloI��
SF
SEDIMENT FENCE_::" ,:�ij FENCE
firePRAGTxE
o.A:)
Temporary Sediment Trap - continued
Protection from piping - Place filter cloth on the foundotion below the riprop
to prevent piping. An alternative would be to excavate a keyway trench across
the rlprop foundation and up the sides to the height of the dam.
Weir length and depth - Keep the spillway weir et least 4 ft long and sized to
poss the peak discharge of the 10-yr storm. A maximum flow depth of 1 ft. a
minimum freeboard of 0.5 ft, and maximum aid„ siopes of 2:1 ore recommended,
Weir length may be selected from Table 6.60o shown for most site locations In
North Carolina.
Table 5.600
Design of Spillways Drainage Area Weir Lengtn(1)
(acres) (it)
1 4.0
2 6.0
3 6.0
4 10.0
5 12.0
(1) Dimensions shown ore minimum
Construction Specifications
1. Clear, grub, and strip the area under the embonkrnent of all vegetation and
root mat. Remove all surface soil containing high amounts of organic matter and
stockpile or dispose of it properly. Haul oil 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 objectionobie material: Place the fill in
Ilfle 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 embanknent, Protect the connection
between the riprop and the sail from piping by ,;amg filter fabric or a keyway
cutoff trench between the rlprop structure and he soil. !
i
(Place the fitter fobric between the riprop and soil. Extend the ,I
fabric "rose the Spillway foundation and aides to the top of the h
dam; or
(Excavate a keyway trench along the centerline of the spillway
foundotion extending up the aides to the height of the dam, The
trench should be at least 2 ft deep and 2 ft wale with 1:1 sidle
slopes.
f the crest of the spillway to
h area below the elevation o e 4, Clear the pond P Y
f0 cultate sediment cleonout
5. All cut and fill slopes should be 2:1 or flalbr
6. Ensure that the stone (drainage) section ofthe ernbunkment hus a minimurn
bottom width of 3 ft and maximum side slopes of 1:1 that extend to the bottom of
the spillway section.
7. Construct the minimum finished stone spH wTy 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 ,utlet structure at a minimum
of 21 Inches. The weir must De level and conetorted to grade to assure design
capacity.
f n should h a w B- rodad mixture o stone
h on action ho d e tl Material in the es s 6. ola o used 9
with a d50 size of 9 inches (clans B erosion control stone is recommended) and o
maximum stone size of 14 inches. The stone may be machine placed and the Smaller pL
atones worked Into the voids of the larger atones. The stone should be hard, G
angular, and highly weather -resistant. v
9. Ensure that the stone spillway outlet sectiarextends downstream post the
toe of the embankment until stable conditions ;re reached and outlet velocity is
acceptoble for the receiving stream. Keep the Idges of the stone outlet section
flush with the surrounding ground and shape the center to confine the outflow
stream (References: Outlet Protection),
10. Direct emergency bypass to notufol, stobii area$. Locate bypose outlets e0
that how will not damage the embankment.
11, Stabilize the embonkment and all disturbed areas above the sediment pool
and downstream from the trap immediately offer construction (References: Surface
Stabillzotbn).
12, Show the distance from the top of the spriwoy to the sediment cleanout
level (one-half the design del on the plane ano Mork It In the f iiid.
Maintenance
Inspect temporary sediment traps after each period of significant rainfall.
Remove sediment and restore the trap to its ^r'ginal dimensions when the
sediment has accumulated to one-half the design depth of the trap. Place the tf
sediment that is removed in the designated disposal area and reploce the I
contaminated part of the gravel facing. I
Check the structure for Ilamage from erosion or piping. Periodically check the
depth of the spilwoy 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 riprop displaced from ute spillway must be replaced
immediately.
After all sediment -producing areas hove been Oermonently stabilized remove the
wi the ad' inin
n I h t v ar Ih
structure and aII u aloe a sediment. Smoot eoo blend t !0 9
ill r n Surface Stabilization), Drew and stabilize p ape y (References: Su Stabs zot on):
Construction Road Stabilization
Specification # 6.80 -Construction Specifications
1. Clear roadbed and parking areas of oil vegetation, roots and other
objectionable material.
2. 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 (References: Runoff Control Measures).
5. Keep cuts and fills at 2:1 or flatter for safety and stability and to
( vegetation
facilitate establishment o ve a atn and maintenance. o
9
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 geotextile fabric cloth before placing the crushed stone
(Practice 6,81, Subsurface Drain).
8. Vegetate all roadside ditches, cuts, fills and other disturbed area$ 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 oreos periodically for condition of
surface. Topdress with new grovel as needed. Check road ditches and other
seeded areas for erosion and sedimentation after runoff -producing rains.
Maintain all vegetation in a healthy, vigorous condition, Sediment -producing
areas should be treated immediately.
CE Temporary 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 grovel 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 geotextile 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. This may require periodic topdressing with 2--Inch stone,
After each rainfall, inspect any structure used to trap sediment and clean it
out os necessary. Immediately remove all objectionable materials spilled,
woshed, or tracked onto public roadways. 00
Temporary Seedina
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 soils become compacted during grading, loosen them 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 a more irregular surface of large clods and
stones,
Liming - Apply lime according to soil test recommendations. If the pH (acidity)
of the soil is not known, an application of ground agricultural limestone at the
rota of 1 to 1 1/2 tons/acre on coarse -textured soils and 2-3 tons/acres on
fine --textured soils 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 soil tests. When these are not possible,
apply a 10-10-10 grade fertilizer at 700-I,ODO Ib,/ocre. Both fertilizer and
lime should be incorporated into the top 4-6 inches of soil. 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 3:1 on the contour before seeding (Practice
6:03, Surface Roughening),
Plant Selection
Select on appropriate species or species mixture from Table 6,100, for seeding
in late winter and early spring, Table 6.10b for summer, and Table 6.10c for
fall.
Seeding
Evenly apply seed using a cyclone seeder (broadcast), drill, cullipacker seeder,
or hydroseeder. Use seeding rates given in Table 6.100-6.10c. 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 grosses 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
cullipacker. Hydroseeded mixtures should include a wood fiber (cellulose) mulch.
Mulching
The use of appropriate mulch will help ensure establishment under normal
icondition
n iessential o seedingsuccess underharsh site
conditions and s t
(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 soils(shollow, rocky, or high in clay or sand), and
or receiving concentrated flow.
ea s
If the area to be mulched is subject to concentrated waterflow, as in channels,
anchor mulch with netting (Practice 6.14, Mulching),
Table 6.10a - Temporary Seeding Recommendation for Late Winter and Early Spring
Seeding mixture
Species-- Rye(groin), Annual lespedeza (Kobe in Piedmont and Coastal Plain
Rate (lb/ocre)- 120
Omit annual lespedeza when duration of temporary cover is not to extend beyond
June
Seeding dotes -Coastal Plain - Dec. 1 - Apr, 15.
Soil 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 4,000Ib/ocre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool, A disk with blades set nearly straight can be used
as o 9
mulch anchoring tool:
Maintenance - Refertilize if growth is not full adequate, Reseed, refertilize
o e
g Y q ,
and mulch immediately fallowing erosion or other damage:
Table 6,10b Temporary Seeding Recommendations for Summer
Seeding mixture
Species -German millet
Rate(lb/ocre)- 40
Seedi
ng dates -Coastal Plain- Apr, 15-Aug. 15
P 9
Soil amendments -Follow recommendations of soil tests or apply 2.000 lb/acre
ground ogriculturol 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 anchoringtool. A disk with blades set near) straight can be used
Y g
as a mulch anchoring tool.
Maintenance- Refertilize if growth is not fully adequate. Reseed, refertilize
and mulch immediately following erosion or other damage.
Table 6.10c - Temporary Seeding Recommendation for Fall
Seeding mixture
Species -Rye(gro in)
Rate(lb/ocre) - 120
Seeding dates - Coastal Plain and Piedmont -Aug 15 - Dec. 30
Soil amendments - Follow soil tests or apply 2,000 lb,/acre ground agriculturel
limestone and 1,000 Ib/ocre 10-10-10 fertilizer.
Mulch- Apply 4,000 lb/acre straw. Anchor straw by tucking 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 Ib/ocre Kobe (Piedmont and Coastal Plain)
Permanent Seeding
Specifications # 6.11 - Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable
due to inappropriate soil texture (Table 6.110), 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 soil must meet certain minimum
requirements as a growth medium. The existing soil should hove these eriterio:
- Enough fine-grained (slit and clay) material to maintain adequate
moisture and nutrient suPPIY (ovoiloble water capacity of at least .05
inches water to I inch of soil).
- Sufficient pore space to permit root penetration.
- Sufficient depth of soil 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 sail 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-i.e , If the existing soil is too
coarse, dense, shallow or acidic to foster vegetation -special amendments ore
required, The soil conditioners described below may be beneficial or,
preferably, topsoil may be applied in accordance with Practice 6.04, Topsoiling,
Soil 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 soils have limitations that make them poor for plant growth or for fine
turf establishment (see Chapter 3, Vegetative Considerations).
Peat -Appropriate types are sphagnum moss peat, hypnum moss peat, reedsedge peat,
or peat humus, all from fresh -water sources. Peat should be shredded and
conditioned in storage piles for at least 6 months after excavation.
Sand -clean and free of toxic materials
Vermiculite -horticultural grade and free of toxic substances.
Rotted manure -stable or cattle manure not containing undue orrounts of straw or
other bedding materials.
Thoroughly rotted sawdust- free of stones and debris. Add 6 Ib. Of nitrogen to
each cubic yard.
Sludge -Treated sewage and industrial sludges are available 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 soil tests. Soil testing is
performed free of charge by the North Carolina Department of Agriculture soil
testing laboratory. Directions, sample cartons, and information sheets are
avoilable through county agricultural extension offices or from NCDA. Because
the NCDA soil testing lob 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 soil test are not available, follow rates suggested on the individual
specification sheet for the seeding mix chosen (Tables 6.11c through 6.11y).
Applications rates usually fall into the following ranges:
- Ground agricultural limestone
Light -textured, sandy soils; 1-1 1/2 tons/acre
Heavy textured, clayey soils 2-3 tons/acre
_ Fertilizer:
Grasses 800-1200 Ib/ocre of 10-110-10 (or the equivalent)
Grass -legume mixtures: 800-1200 1b/ocre of 5-10-10 (or the equivalent)
Apply lime and fertilizer evenly and incorporate into the top 4-8 inches of soil
by disking or other suitable means, Operate machinery on the contour, When
using a hydroseeder, apply lime and fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 5.03, Surface Roughening.
Complete seedbed preparation by breasting up large clods and raking into a
smooth, uniform surface (slope less than 3:1) Fill in or level depressions than
can collect water, Broadcast seed info a freshly loosened seedbed that has not
been sealed by rainfall.
Note Well: See Landscaping Plan for oddltlonal specifications.
Table 6.11s - Seeding No. 4CP for;
Well -Drained Sondy looms to Dry Sands, Coastal Poln; Low to Medium -Core Lawns
Seeding mixture
Species - Centipedegrass - Rate - 10-20 Ib/ocre (seed) or 33 bu/acre (sprigs)
Seeding dotes - Mar. - June, (Sprigg'r-,g can be done through July where water is
available for irrigoilon.)
Soil amendments - Apply lime and fe0lizer according to soil test, or apply 300
Ib/ocre 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 2ft apart. Place sprigs about 2 ft. apart
in the row with one end of or above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs into the top 1 1/2 inches of
soil with a disk set straight so that sprig: are not brought back toward the
surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly- 20 b/ccre nitrogen in sprin
g with
no
phosphorus, Centipedegrass cannot tolerate high pH or excess fertilizer.
Table 6.111, - Seeding No. 5CP for: Well-Droined Sandy Looms to Dry Sands; Low
Maintenance
Seeding din mixture
Species Rote (lb/acre)
Pensacola Bohiogross 50
Sericeo lespedeza 30
Common Bermudograss 10
German millet 10
Seeding notes
1. Where a neat appearance is desired, omit, sericea
2. Use common Bermudograss only on isoiated sites where it cannot become a pest.
Bermudograss may be replaced with 5 Ib/acre centipedgross.
Seeding dates - Apr, 1 - July 15
Soil amendments - Apply lime ano fertilizer according to soil tests, or apply
3,000 lb/acre ground agricultural limestone and 500 Ib/ocre 10-10-10 fertilizer.
Mulch
Apply 4,000 Ib/ocre grain straw or equivalent cover of another suitoole mulch.
Anchor by tacking with ospholt, roving and netting or by crimping with a mulch
anchoring tool. A disk with blades se': nearly straight can be used as a mulch
anchoring tool,
Maintenance - Refertilize the followingApr, with 50 Ib ocre nitrogen Repeat
/ 9 P
as growth requires. May be moved c a only one year. Where o neat appearance is
9 q Y PF Y Y
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 Bermudograss - Rate - 40-80 (1/2 Ib/1,000 ft )
Seeding dates - Coastal Plain; Apr - July
Soil amendments - Apply lime and fertilizer accordin
g to soil tests or apply
3,000 Ib/ocre ground agricultural limestone and 500 lb/acre 10-10-11) 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 allowea 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 Ib/ocre
nitrogen.
NOTE
THIS PLAN TO BE UTILIZED AND
REVIEWED ONLY IN CONJUNCTION
WiTH THE WRITTEN NARRATIVE,
WHiCH iS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
CONTROL PLAN,
REV, NO, I REVISIONS DATE r
Copyright 0. Hanover Design Services, P.A., All rights reserved. Reproduction or use of the contents of this documant, or additions ce deletions to this
document, In whole or port, without written consent of the Land Surveyor or Engineer, !s prohibited, only copies from the original of this oocument,
morked with the original signature and original seal of the Surveyor or Engineer, shoil be considered to be wlfd and true copies.
9 O P Outlet Stabilization Structure
Specification # 6.41 - Construction Specifications
1. Ensure that the subgrade for the filter and riprop followe the required lines
and grades shown in the pion. Compact any fill required In the subgrode to
the density of the surrounding undisturbed material. Low areas in the
subgrade on undisturbed soil may also be filled by increasing the riprop
thickness.
2. The riprop and gravel filter must conform to the specified grading limits
shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly
protected from punching or tearing during installation. Repair any damage by
removing the riprop and placing another piece of filter cloth over the
damaged area, All connecting p P joints should overlap o minimum of I ft. If
the damage is extensive, replace the entire filter cloth.
4. Riprop may be placed by equipment, but take care to avoid damaging the
filter,
5. The minimum thickness of the riprop should be 1.5 times the maximum stone
diameter,
6. Riprop may be field stone or rough quarry stone. It should bs hard, angular,
highly weather -resistant and well graded.
8. Construct the apron on zero grade with no overfoll at the and. Make the top
of the riprop at the downstream and level with the receiving area or slightly
below it.
8. Ensure that the apron is properly aligned with the receiving stream and
length. If a curve 1 needed to fit site
preferably straight throughout its ength e
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 riprap outlet structures after heavy rains to see If any erosion around
or below the riprop 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 o pervious sheet of nylon, polyester, or ethylene
yorn-extra strength (50 lb/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 stokes, use 2 x 4 inch woad (preferred) or equivalent metal with a
minimum length of 3 ft,
4. Space stakes evenly around the perimeter of the inlet a maximum of aft.
apart, and securely drive them into the ground, approximately 18 inches deep.
5. To provide needed stability to the installation, 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 o trench and bockfhl the trench
with at least 4 Inches of crushed stone or 12 inches of compacted soil.
7. Fasten fabric securely to the stakes and frame. Joints must be overlapped to
the next stake.
B. 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 an the down slope side 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 core not to damage or undercut the fabric during
sediment removal.
When the contributing drainage area has been adequately stabilized, remove all
materials and any unstable sediment and dispose of them properly, Bring the
disturbed area to the grade of the drop inlet and smooth and compact It.
Appropriately stabilize oil bore areas around the inlet.
Sediment Basin
Specifications # 6.61 - Construction Specifications
1.Site preparations -Clear, grub and strip topsoil from areas under the
embankment to remove trees, vegetation, roots and other objectionable material.
Delay clearing the pod area until the dam is complete and then remove brush,
trees and other objectionable materials to facilitate sediment cleanout,
Stockpile all topsoil or soil containing organic matter for use on the outer
shell of the embankment to facilitate vegetative establishment. Place temporary
sediment control measures below the basin as needed,
2.Cut-off trench -Excavate a cut-off trench along the centerline of the earth
fill embankment. Cut the trench to stohle soil material, but in no case make it
less than 2 ft, deep. The cut-off trench must extend into both abutments to at
least the elevation of the riser crest. Make the minimum bottom width wide
enough to permit operation of excavation and compaction equipment but in no case
less than 2 ft. Make side slopes of the trench no steeper than 1:1. Compaction
requirements are the some as those for the embankment. Keep the trench dry
during backfilling and compaction operations.
3.Embankment-Take fill material from the approved areas shown on the plans, It
should be clean mineral soil, free of roots, woody vegetation, rocks and other
objectionable material. Scarify areas on which fill is be placed before placing
fill. The fill material must contain sufficient moisture so it can be formed by
hand into a boll without crumbling. If water can be squeezed out of the ball, it
is too wet for proper compaction. Place fill material in 6 to 8-inch
continuous layers over the entire length of the fill area and then compact it.
Compaction may be obtained by routing the construction hauling equipment over
the fill so that h it r f of the entire surface each layer is traversed t I o b a east one
Y'e Y
wheel or tread track of the heavy equipment, or a compactor may be used.
Construct the embankment to an elevation 1OX higher than the design height to
allow for settling,
4.Conduit spillways -Securely attach the riser to the barrel or barrel stub to
make a watertight structural connection. Secure all connections between barrel
sections by approved watertight assemblies. Place the barrel and riser on a
firm smooth foundation of impervious soil. Do not use pervious material such
as sand, gravel, or crushed stone as backfill around the pipe or anti -seep
collars. Place the fill material around the pipe spillway in 4-inch layers and
compact it under and around the pipe to at least the some density as the
adjacent embankment. Core must be token not to raise the pipe from firm contact
with its foundation when compacting under the pipe haunches.
Place a minimum depth of 2ft. of hand -compacted backfill over the pipe spillway
before crossing it with construction equipment. Anchor the riser in place by
concrete or other satisfactory means to prevent flotation. In no case should the
pipe conduit be installed by cutting a trench through the dam after the
embankment is complete,
5.Emergency spillway -Install the emergency spillway in undisturbed soil. The
achievement of planned elevations, grade, design width, and entrance and exit
channel slopes are critical to the successful operation of emergency spillway.
6.inlets-Discharge water into the basin in a manner to prevent erosion. Use
diversions with outlet protection to divert sediment -laden water to the upper
end of the pool area to Improve basin trap efficiency (References: Runoff
Control Measures and Outlet Protection).
7.Erosion control -Construct the structure so that the disturbed area is
minimized. Divert surface water away from bore areas Complete the embankm
ent
before h cleared. b e 1 e area Is c ea ed. Stabilize the s illwo embankment and all
P Y
other disturbed areas above the crest of the principalspillway Imme
diately
after construction (References: Surface Stabilization).
8.Sofety-Sediment basins may attract children and can be dangerous. Avoid steep
side slopes, and fence and mark basins with warning signs if trespassing Is
likely. Follow all state and local requirements.
Maintenance
Check sediment basins after periods of significant runoff. Remove sediment and
restore the basin to its original dimensions when sediment accumulates to one-
half the design depth.
Check the embankment, spillways, and outlet for erosion damage, and inspect the
embankment for piping and settlement. Make all necessary repairs immediately.
Remove all trash and other debris from the riser and pool area.
EROSION & SEDIMENT CONTROL DETAILS and SPECIFICATIONS
OCEAN GATE PLAZA at WESTGATE
LOCATED IN THE TOWN OF LELAND TOWN CREEK TOWNSHIP
BRUNSWICK COUNTY NORTH CAROLINA
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HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WiLMINGTON N.C. 28401
PHONE: [phone] CM
Dote:
10- 07- 05
Scale:
1 "= 30,
Drawn:
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Project No:
6309-rood4
Sheet No:
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Ocean Gate Plaza.pdf: 12:43:05 11/22/2005

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EXHIBIT MAP SHOWING PROJECT METES & BOUNDS
100 50 0 100 200
Scale in feet: 1 "= 100'
PRELIMINARY PLAN
NOT FOR RECORDATION OR CONVEYANCE
CopyrlgM1t p, Hanover Design Servtcsr, P.A, AN ►lghts reserved. Reproduethn or use of the contents.of this document or oddltlons or deletions to this
document In whole or part without written consent of the Land Swwyor or Engheer, As prohNoed Only cw,otee from the wlghel of thle dorwment
marked with the oryhal signature and &*hot eed of the %rveyor or Engheer, shah be conskWred to be waNd end tmro eophm
30.41'
89' 10'57' W
25.58'
N 79'45'35" W
18.46'
74 31'23" W
OCEAN GATE PLAZA at WESTGATE
LOCATED IN TOWN OF LELAND
BRUNSWICK COUNTY, NORTH CAROLINA
SCALE: 1 "= 100'
DATE: 10-24-05
OWNER / DEVELOPER:
OCEAN GATE, LLC
PO BOX 3167
WILMINGTON; NC 28106; (.91n)-791-1196
NOV 317 2005
BY''S�
HANOVER DESIGNSERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 28401
PHONE [phone]
6309—roodtract—dh