SW8000918_APPROVED PLANS_20001207

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. I 5W VZD?�g
DOC TYPE ❑ CURRENT PERMIT
APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATEfZZD/a2()2
YYYYMMDD

LOCATION MAP I
LIMITS OF
DISTURBANCE
14.8 acres 8
SILT FENCING TO BE PLACED ---��
JUST OUTSIDE WETLANDS LINE SF
N/F W1Lk-,N D,f LE ch
Get �
SEE SHEET 2 FOR
OUTLET STRUCTURE DETAIL
10 CY CL II RIPRAP
1.5' DEEP
sr '
SILT FENCING TO BE PLACED
ALONG LIMITS OF DISTURBANCE
13
..
POND DISCHARGE AREA
TO BE FLAT AT ELEV. = 39.6
65 CY CL 11 RIPRAP
1 FT DEEP
1 L
t
PROb1DF I,IINIMUM 80 CY COPHI_ E T PACKAGL COMPAN`i
- _ RIPRAP ILLWAY PROTECTION
PLACE FITTER FABRIC UNDER STONE
04i E�� ����■ � _ _ _ S 27' 3T_ 30" W _ 1561.75 FT _ _ _ r
r �� r r •rrw•�.ew� r r r r r �wrw+we,. r r - _- r ' r.w w r ��-� s r-
- ar.
.�� 5 s i _�=�� IRON SET
_ - --�
0 L0 15 AREA IS �16T�COVERED CJNDER--.._
-_ ..._ . r
�pN J z ` �. THIS ERR CONTROL DO NOT - I _ I
P.W.
i r --BIS17 M LOT %-_SEPAKA_7r------
_11
s �� EROSION TitOL� FOR LOT 5 IIIJSL ____... O r-- ;-.- 1 o p LOT 20 A6 IS NOT COVERED UNDER /
_ 6F t
_ - _ 9 o
I f
� ...- � 1} ,1 BE APPR oR To 1CAMIItIEt�AIE�T _r _. r f - -� -
C� �` p * ANY ACTT IN LATE-ARE75. - -- 1HIs ON CONTROL PAW. DO NOT r
fir_ } / _ ��- r '` "` t\ DISTURB YAWN LOT 20. SEPARATE
z, .t . - I Y _ t �' Z t ER061pN TROL PLAN FOR LOT 20 MUST
0 I _k� BE APPRO PRIOR TO COMMENCEMENT PF
_ f Z
SA S�s 2 rn �- u J - - ` AN ACTIVITY IN LOT 20 AREA.
TORMWATER /
RETENTION / ,
DETENTION POND f / Z J /'s _0 I
SEE SHEET 2 SILT FENCING TO BE PLA ED
FOR POND DETAIL T ' �� r r ALONG LIMITS OF DISTURB CE
L1,5 EMERGENCY OVERFLOW SWALE
O ` FOR STORMWATER RELIEF OF
PUBLIC ROADWAY. SEE SHEET ECP 2 i' '
3g 3a '♦ �s _ 4RApjrA7�- FOR TYPICAL SWALE CROSS SECTION r .20 1
DE roR c 07' EA I _s� ? i i 1
i `^..{,f 3 r . , \ lam 'T C9-_.__ i : , i '•.r f '
/ BB
� ` �1
♦ r♦ . ♦______„__ -`�y� EIFf�i�iF�iEfw�!r�■ "A� + TOTAL AREA of
♦ _ -�
�.� ^�: ``. _ -' ♦ ' - - _ _ i rr � ! I /. OF TRACT = 29.03 acres
8 1/ %
5 CY CL 11 RIPRAP * Bonn 1■1♦i1r�111 1, o `- - SF -- -
1 FT DEEP I; * 'AT 11P IS NOT UNDER ��,'�� ,'r • \
= I i * THIS CONTROL DO NOT O / Pf ,
a IP ►
NOT TO SCALE
i l L O r DI. YYITHIN LOT SEPARATE __- ♦♦♦ 1 1 S v 4� C?
r , EIEOSI TROT PLAN LOT 18 MUS _____ �s
r J �.
D TEMPORARY SEDIMENT TRAP 1
V a � BI: PRIOR Tn CEMENT � Yv� T ____. - ♦� - _- --___ ____�__ _ J��r _
Y ACTIVITY iN T 19 AREA i DISTURBED AREA DRAINING TO TRAP 0 95 ACRES
\ LOT 18 AREA IS QT COVERED UNDER * I / ♦ i . ' MIN. TRAP VOL ffi 1,800 CF/ACRE DISTURBED AREA
�S EROSION TROL PLAN. DO NOT ` . �� _ ` MIN. TRAP VOL. 1,710 CIF
DI TUI S TFIiN LOT 8. SEPARATE _. L ^^ I
ERO�aliNQL PLAN LOT- a MUST P a' * zc'' E V rl % \ s- / �: -�. \ ;. / (SEDIMENT MUST BE REMOVED TWICE A YEAR)
1 1 LOT 1a NOT COVERED UNDER ■
_ 1 `�0■ �- MINIMUM WEIR LENGTH 4 FT
l� �a BE APPItOV'ID PRIOR 110 MENCEIIR;i+1T OF •, THIS CONTROL PLAN. DO NOT - - �� •� 1 MAXIMUM DEPTH - 5 FT
41
41
e,
41
G 1 ANY ACTIVITY IN LO 18 AREA �; DISTUR8 YYITM LOT I& SEPARATE- - ! �.
CONTROL PLAN FOR 1'.S MUST / _ - \. �zV� "� r, 1
r( \ BE OVER PRIOR TO CEMENT OF,` MINIMUM SURFACE AREA - 855 SF
U # I ANY ACTIVITY INW 16 AREA I 1 c- r a 04
r' T t t
QTp r CONSTRUCTION SCHEDULE - I
�QT 1 T�IRE�4 lS INi1.11N_ \ 1.8 i /
S 00 -09 NOT > H \� i -`� ` 1 C �' /1 / / r SILT FENCING TO PI ACFJ " I
! / �`' (- J / I r,_. JUST OUTSIDE WE1t.ANll:S' LINE
i- c i
� �. T 7. sEPAl1ATE-- - - - r - 1
_ 4� Q
1. Dbtnln approval of !'Ian and any necessary permits, and hold
+- � EX. AT // I 1,Y I y ( ► a pre -construction conference pr I or to comment I ng any work.
W civil. FOR -1'r ir4li5F _ 7 _
iE ORrW eOMM�r1ENT OF � - - _� - EASEMENT �� I G.
1 ANY A TIVITY LOT 17 AREA. -- - - - - _ - - - - - - - _ - - - _ _ _ _ _ _ IP IP �. /
2. Flag work limits and stake -out roadway and Sediment Basin
- �_ y \ - T and swa t es for preliminary grading. i
` LD� \- ��� w7F 3. Install Gravel Construction Entrances. i
�-'- - �� - 9 ` � �4j� ` F 4. Ins to l l Ted I men Bus h and s I It fenc i rig as shown on P Ian pr i or
�_ \ 20'bE I - - - - - - to clrurI g and g ubbI g sIte.
- 2D'DE� - 3C)- ti n I
r -- - N
�/^5' ~ ~~ \ \ l I, ��� -� - - S other sediment con tr ,2 t ill -or
t 1 ce h w
- / y - - - LJ�=1-�-
T_ Ti 1, r; r __ _ -
-__ � - l �. r � -� Construct swales rtempnrnry divers>ons, sediment trg3s, and any
S ' ; - - - " ; I�Ar Fart_ s s o n> prior to rough grading
a' \ ;! I - __... F r roadways and site, stockpiling material and topsoil as necessary.
;, ���� i I' , �� y 1 D �� -- - ��?,F - - _:�-- 6: Install utl l ltles In roadway, establish flrial road grades
and stabilize road with stone base course,
\ l\ / \ \\ e�rQ rii 7. FInat grade, Install non-munIcIpat utIt1t1es as needed, and {
1 r1,iO Q vegetatively stabilize areas where building construction is i
F� --� ,\ I I , % - `\_--- _ \ -•... �Gbh not Imminent. All erosion and sediment control Practices are to ue
' � Insected week
pty and of ter any rainfall, and repaErv4 as
IP I l ' f \` \ d /A` / necessary,
STORM DRAIN DESIGN COMPU M PON ,
LOCA TION RUNOFF PIPS' DC: FiC;:N
TIME OF CONC. MIN, r.
FROM TO Q.A. PIPE TNT. DlSCH. ELEV. ELEV. , Sr_01'E � C , �. AP• VEL.
MCA INLET FLOW DESIGN
POINT POINT ACRES (L) (I) Q INL. OUTL. MIN% IN, c.F.s. fp.s.
TIME TIME TIME
......
1.A
1.8
0.95
8.21
194
5
-
31.0
4.2
58.3
38.80
38.20
.00'i
79.9
4.8
1.6
1.GG
0.85
0.43
20
5
-
5.0
7.2
3.1
42.40
42.30
J0,150 '$
7.4
3.8
1.8
1.0
0
7.31
193
5
-
27.8
4.4
52.8
39.40
J&80
.0031 43
80, 1
4,2
1. C
1. D
0
7.31
165
5
-
25.0
4.6
52.8
39.90
39.40
.0030 { 48
79:1
4.2
1.D
1.E
0.20
7.31
227
5
-
21.3
4.9
52.8
40.60
39.70
.0031 48
79.9
4.2
1.E
1.N
0.25
2,84
35
5
16.3
5.5
20.5
41.4C
41.20
.G058 30
31.2
4,2
1.N
1.0
0.10
1.49
36
5
-
15.7
5.5
10.8
42.10
41.90
.0055 24
17.0
3.4
1.0
1. P
0.10
0.07
35
5
-
5.0
7.2
0.5
43,20
43.00
.0058 18
8.0
0.3
1,0
1. Q
0.20
1.35
215
5
-
12.1
6.0
9.8
42.80
42.10
.0032 24
12.9
3.1
i.Q
1.R
0.15
1,21
35
5
-
11.5
6.1
8.8
43.00
42.80
.0058 24
17.2
2,8
1. R
1. S
0.10
0.07
86
5
-
5.0
Z 2
0.5
43. 80
43.50
.0035 18
6.2
0.3
1. R
1. T
0.30
0. 36
60
5
-
6.1
7.0
2.6
43.20
43.00
.0034 18
6.1
1.5
1. T
1. U
0.50
0.22
67
5
-
5.0
7.2
1.6
43.40
43.20
.0030 18
5.7
0,9
1. R
1. V
0.45
0.68
71
5
-
10.3
6.3
4.9
43.30
43.00
.0042 24
14.7
1.6
1. V
1. W
0.85
0.50
171
5
-
7.5
6.7
3.6
43.90
43.30
.0035 18
6.2
2.0
1, W
1. X
0.35
0,16
149
5
5.0
7.2
1.1
44. 40
43.90
.0034 18
6.1
0.6
1. E
1. F
0.10
4.33
132
5
-
19.1
5.2
31.3
47.00
40.60
.0030 48
79.2
2.5
1, F
1.13
0.10
2.56
35
5
-
18.5
5.2
18.4
41.15
41,00
.0042 30
26.7
3.8
1. G
1. H
0.20
2.49
46
5
-
17.7
5.3
I Z 9
41.30
41.15
.003J 30
23.6
3.7
i.H
1.1
0.25
2.35
36
5
-
17.1
5.4
16.9
41.40
41.30
.0028 30
2 1. 8
3.4
1.1
1. J
0.20
0.42
345
5
-
9.1
6.4
3.0
42. 50
41.40
.003? 24
12. 9
1.0
1. J
1. L
0.10
0,14
184
5
-
6.1
7.0
1.0
43.10
42.50
.0033 18
6. 0
0.6
1.L
1.M
0.10
0.07
64
5
-
5.0
7.2
0.5
43.30
43.10
.0031 18
5.::'
0,3
1.J
1.K
0.20
0.14
48
5
-
5.0
Z2
1.0
43.70
43.50
.0042 18
6. '1
0,6
1.F
1. Y
0.15
1.71
170
5
-
9.5
6,4
12.3
41.50
41.00
.0029 36
36. '
1.7
1. Y
1. Z
0.15
0.11
35
5
-
5.0
Z 2
0.8
42.80
42.60
.0050 18
8. U
0.4
1. Y
1-AA
0.25
1.50
169
5
-
6.7
6.9
10.8
42. 10
41.50
.0035 24
13.5
3.4
I.AA
1.88
3.30
1.3.2
100
5
-
5.0
7.2
9.5
42.40
42.10
.0030 24
124
3.0
1.1
1. CC
1.00
1.75
162
5
-
14.4
5.7
12.7
41.90
41.40
.0037 30
226
2.6
1. CC
1.00
0.70
1.27
166
5
-
11,7
6.1
9.0
42.40
41.90
.0030 24
12.4
2.9
1.00
1. EE
0.80
0.90
223
5
-
Z 9
6.7
6.5
43.10
42.40
.0031 24
12.7
2.1
1, EE
1. FF
1.00
0.50
177
5
-
5.0
7.2
3.6
43.70
43.10
.003.1 18
6.1
2.1
1,N
1.HH
2,60
1.17
40
5
-
5.0
7.2
6.5
42.10
41.90
.0050 24
16.0
2.7
2.A
2.8
1 POND OUTLET
1 130
1 -
1 51.0 1
40.00
39,60
1 .00JO
(2)-36
73.2
3.6
PLANNED ER❑SI❑N AND SEDIMENT CONTROL PRACTICES
O1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
tPractice 6,06
Shutt be Installed at the entrances to the project
from an existing roadway, Drainage should be away from
the road and erosion 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 Pitt slopes shall be 3€1 or flatter except
Where specifically Indicated. Care shall be taken during
Land grading activities not to damage existing trees that
are identified as 'to be preserved'.
SF 3. SEDIMENT FENCE
Practice 6.62
Sediment fencing should be Installed as shown on the
Plan, to delineate and protect wetlands and specified 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, or as directed by Engineer
or Pender County Erosion Control personnel,
GC 4. GRASS -LINED CHANNELS
Practice 6.30
All overflow swales to be graded to design
configuration, seeded, and stab lllzed If necessary with
temporary straw -net liners to collect and convey site water
to the Sediment Basin as shown on Plan. After final project
stabilization, swales to be re -graded and cleaned of
siltation as needed to establish original contours for
stormwater conveyance.
` _~ `w IP ��� / t 11
/ \ \ i, / '\ / 9. Upon completion of construction, the roadway Is to be paved
s 1�� `���`11♦ O \ j \ * and a I. l areas permanent ly vege tot l ve ly s tah ( l l zed, After
/SON �� 1.F t I -fr i \ \/ �+ vY" s i to stab I l I zat I on, temporary measures are to be removed and
SET ♦�. f , �' the Sed I meat Basin c i vaned -to Its or i g I no l ties i gn contours,
�
I \ ']�' �J + :,; if necessary, and riser structure or I faces opened, so os to I
► .` 1.E 1.G Ip 20' DE j ( \ \ \\ j \ function as a stormwa'ter management i wats €^ qua t I ty
f re tendon pond,
��� SILT FENCING TO BE PLACED
► / f \\ / ,qi .ALONG LIMITS OF DISTURBANCE
CIE.I.iv111 R. fvi(3H�_EY AF�I.) � � IP 1.N � G�-'"7r / � / •� 2 ' �7r' �-11 MAINTENANCE - `
Ir CNAN E PLAN 1
IR1N1, . Iv1. NC3RfiIS l \�� 1.H IP !' I! r \ .
►
071 14
LOT 1 AREA %1NOTL UNDIDISTUitB OT 14. SEPA
EROSION DONTROLI PLAN LOT 14
BE PRIOR TO E]
l Y AC7IVItY IN LO 14 AREA.
! I f
1 I'
% \ 1
i -:77
0-9EE PLACED
ALONG LIMITS OF DISTURBANCE
@F�
5, OU1Lti STABILIZATION �- � -
Practice 6.41 `J
Riprop aprons will be located at the downstream end of w `� 'l!� ♦ SF
-� ---- - __�__✓L_�_,_ -_�-' ,� \ ��
all d1scharge pipes to prevent scour. Moo ~` ~
6. Frr�nct€ceT6. BOROAD STABILIZATION 7EN MARK M in
In � f 1.M
'upon reaching Final grade and after utilities have been 4� 53' �� �� �1 'QS 5�- - IP �L `
Installed, roadway areas are to be stablllzed by ptacIn s
sub-l;-ise course of approved 4' mart stone or 6' ABC, cisshown\ E
In tlrr typical street cross-section detalL on the Plan, to • 17
reduce erosion and dust during the remainder of building S. 11-7
cons t,'uct I on: j --/ I
101
IP 7. INLET PROTECTIONPracPUBLIC ROAD 1 •�••�lost
46
'storm sewer Inlet barriers of silt fencing or block and •,
grave l I n let protect I on are to be constructed to he 1p
prevEit sediment from entering the storm sewer system.
ST 8 1E'IH �?ARY SEDIMENT TRAP
IP
A All measures to Toe Inspected weekly and after any rainfall
, \ '• c-vent an,, ncedr -I r �•.,.I a .ir 'rmedlat+ ly:
O•,/M� 1 \\ l '� 2. Sediment Basin to be [leaned out when the level of sediment
reaches 3. 2' be (ow or 1 face o er, I np. R I ser, structure to be
1 E f r 11f.i IF,f: P .,9=,11A ijD cleaned IF excess water above design surrace no longer I
drains property.
n /i 3. Sediment to be removed from any swnles when they are t J a approx l maty ty 50% f t l l ed or sediment Level Ts within 1' of
\ top of swale bank,
I V t Sediment to be removed frog behind any Slit Fence and
\ !J L ! !� I r : O I n let protect I on dev I ces whe ; I -t beccr.Ls 0, 5' deep, Fencing €
8 I 7 I J 1 �J and Inlet pratectson to ba repaiced as needed to malntain ,
burr- I er:
�� 12 I'M ter'
\ i
5: ra l : Sweden' ar vas sha t t be rer-t I I t zed, mu i ehed, arJ.1 re -seeded I
as necessary, accord I ny to ;per- ! F i ca t I or,s €-ov I ded, -to
j / I maintain a suitable vegetn?ive cover:
�. 6. Construction entrance to be maintained in such a manner a to
I L O ]` 1 I Q � prevent mud or sediment fron leaving the construction siteI` Periodic topdressirg with 2-Inch stone may be required,
\ I Inspect after each rainfall and Immediately remove all
objectionable materials sptlled, washed, or tracked onto
public roadways.
7, Inspect temporary sediment traps after each period of significant
;' rainfall. Remove sediment and restore the trap to lts original
/1 ! dimenslons when the sedlnent has accumulated to 1!2 the design
4 +• F
Jl y.J �,. depth of the trap. Place the sediment that Is removed In the
` 1.FF rr w i1 H D designated disposal area and replace the contaminated part of the
/ 20' DE + +� rA_ E14Vi;'JHIAEIiT�I; grave l foc i ng: Check the structure for damage from erosion or
I +r �e piping: Period lcally check the depth of the spillway to ensure it
/ t � 1 fit ' �`I�' I�i� I s a m i n i mum of 1. 5 ft bellow the low pain nt of the embankment,
OF 1'iATft QiJAL! �'/ p � Immediately fill any settlement of the embankment to slightly above
design grade. Any riprap disptaced from the spillway must be
r r,,_ ~c 2cx( replaced IminedIately. After atl sediment producing areas have
/,� f been permanently stablllzed, remove the structure and all unstable
!! I I sediment. Smooth the area to blend with the adjoining areas and
"., :' FBTtTsil N0, , '�Y �i stabilize properly,
/ r r
20' DE
1.V �` I r' 1.0
IP
VEGETATIVE PLAN -
�/ IEM�'s�;:�tZY SEDIMENT TRAP 2
(jl$TURC?ED AREA DRAINING TO TRAP s 1.7 ACRE$ 1 Permanent vegetation to be estab t i shed in accordance with
'North Carolina Eroslon and Sediment Control Planning and
MIN. TRAP VOL = 1.800 CF'/ACRE DISTURBED AREA Design Manual', Sect s on 6, 11, latest version. See Sheet 3.
MIN. TEZAP VOL - 3,060 CIF
(SEDIMENT MUST BE REMOVED TWICE A YEAR)
MINIMUM WEIR LENGTH _ 6 FT :��--� � RECEIVED
MAXIMUM DEPTH - 5 FT �vX j
MINIMUM SURFACE AREA = 1,530 SF
} OCT 2 T 2000
60 30 0 60 120 1' 180
DWQ
PROJ#
SCALE IN FEET 1 " = 60
NOTE -
THIS PLAN TO BE UTILIZED AND
NOTE WELL: ANY AREAS ON SITE WITHOUT ACTIVITY IN A 15 DAY PERIOD REVIEWED ONLY IN CONJUNCTION
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIFICATIONS. WITH THE WRITTEN NARRATIVE,
ANY AREAS ON SITE WITHOUT ACTIVITY IN A 30-DAY PERIOD WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIFICATIONS. CONTROL PLAN.
NOTE. ALL BUILDING ROOF DRAINS MUST 8E L `�
Prac Ice 6,60
y DIRECTED INTO THE STORAf DRAINAGE ctlLLFCiIarT
`, . d i nent traps are to be Installed as Indicated on plan 6' MINIMUM SYSTEM OR INTt7 THE S7REET/PARKING LOT:
at t :e downstream end of swales as shown. THICKNESS�� si
rJ® 2"-3" COARSE_
9, �Jil .-NT BASIN AGGREGATE
Fr•,;ciIce 6.61 GRAVEL CONSTRUCTION
NOTE: SEE NARRATIVE ENTRANCE, WIDTH
1, Ie Sediment Basin is to be constructed first (see FOR MORE DETAIL 12'MINIMUM AS REQUIRED
Ccnst--uctIan Schedu(e) and Is the prlmaryy Practice to
p•eve,,t sediment from leaving the site, Detalled design and
s�Ill4ay conflguratlons are specified In the CALCULATIONS AS
5v-ct,on of the narrative The PVC outlet Is to be blocked
2
REVISED PER COMMENTS FROM NCDENR / DIVISION OF WATER QUALI I f
1
REVISED PER COMMENTS FROM NCDENR / LAND QUALITY SECTION
REV. NO,
REVISIONS
during sed I mentat I an function Lor not Installed) until
e,} i € r - watershed is permanent l stab I l I zed and pond 15 r ENIRMCE/EW CaPNOt R Ninon Deelge Sovkm% RA, Atf riots resenad Reproduction or use or the conimts of this doavment or cddrw•,s w ddz s fa t,M 1
r onvc. rted to permanent stormwa er management detention I on / Ciw doovment; ih wrote OF ycrk withwrt srfttwr conerrt of the tmd Sur.., or tnyrrser, to probbited. arty c w. fi- rm the or h,a' or this
iw morked sfth the afykrd tlpwtws and "Ind ssd of the Su ,ivw ar Enphser• shag be cmetdered to be vdld and Lue dates.
reteh�tlon function.
Practice 6.06
EROSION & SEDIMENT CONTROL and WATER QUALITY PLAN Date:
H"PSTEAD CENTER
LOCATED IN TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
i A
`,��111rrere�flrf,' �
�H CRp!
SSr�ti�!'
_ L
•Q
ttf SEAR.
t� 025483 -
i�R}
OWNER: WILLIAM R. HOWARD
8104 BALD EAGLE LANE
WILMINGTON, NC 28411
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 28401
PHONE: [phone]
9-1-00
Scal e:
1" =60'
Drawn:
I
HSR
Checked:
HSR 1
Project No:
6723ecp 1 HSR
Sheet No:
Of: _�_

L
Z
OCA PON MAP
SURFACE AREA 0 EL= 40.0 = 27,787
SURFACE AREA 0 EL= 42.2 = 36,233
3: I DRY SIDE SLOPE -
STEEPER SLOPES ARE
REQUIRED TO BE
ARMOURED WITH RIP -RAP,
10 FT MAINTENANCE -�
ACCESS WITH SLOPE
FLATTER THAN 5:1
OUTLET STRUCTURE
SEE DETAIL THIS SHEET
10 CY CL 11 RIPRAP
1.5 FT DEEP
AV77-SEEP COLLAR
SEE DE TAIL
(2) 130 LF `
CL III RCP' S
FLARED END
SEC77ONS
I EMERGENCY
/ l 5 -__-SPILLWAY SPILLWAY EL= 45.0
Vm w+lt--w CY --
STONE SPILL YW11Y`----.
�(`�PROIEC77ON r Y
�{ 1I f{ W= 70' , Depth= 1.5'
0 - PLACE FILTER FABRIC
t:` UNDER STONE
Storm wotelr Retelntiia
Detea#din Pant!
BOUd ELEVA7I0N= 315
5 36
37
0
NOTE: PORTABLE PUMP TO BE USED TO
DRAIN POND W CASE OF EMERGENCY.
} PUMP TO BE PLACED ON TOPi_,TLET
BERM
j INTH SCREEN ATTACHED TO HINLET AND
jf COVERED WITH STONE. HOSE TO DRAIN
DIRECTLY INTO POND OUTLET,STCTURE.
( - 1 �
FOREBAY BOTTOM ELEV. = 33.0 (�
FOREBAY OVERFLOW'
/SPILLWAY ELEV. = 40.0 ,
7
POND DETAIL
SCALE: 1 " = 30'
2' X 4' FRAME AROUND
CREST OF OVERFLOW
STAKED 2" X 4'
1.5' MAXIMUM HEIGHT
WOODEN FRAME
3' LENGTH
SEE NARRATIVE FOR
MINIMUM
MORE DETAIL AND
3' SPACING
ALTERNATE METHODS,
GATHER EXCESS
FILTER FABRIC
TT
AT CORNERS
EXTENSION
MI
FABRIC 1' MIN/
INTO TRENCH4'CRUSHED
STONE OR12'
COMPACTED SOIL
,)
JFA
O
FILTER FABRIC;
PERVIOUS SHEET OF
NYLON, POLYESTER, OR
DROP INLET
ETHYLENE YARN, EXTRA
WITH GRATE
STRENGTH ( 50 PSI MIN.)
WITH ULTRAVIOLET RAY
IN14181TORS AND STABIUIERS
ISOMETRIC _VIEW
IP BRIC
INLET INSET PRO�C3DN
-,DROP
NTS
PRACTICE 6.51
'A LE TO rCO�RDINAJET
W AT&T `tt
ri
IE = 39.FROM 36'
FLARED END SEC S
POND OSCHARGE A EA
TO � FLAT A T ELE = 39.6
65%CY CL II RIPRAP
11FT DEEP
c
Lo=19' p c
0
1 7-
� a
O
12' It
IaV11 V111 �
.+g• a a �
o
48' RCP d50 = 3" SIDNE 41
dMAX - 5'
V OUT- 4.7 fps La - 19' w O OUTLET PIPE
APRON THICKNESS - V F
OUTLET PROTECTION DETAIL
OUTFALL INTO POND
NOT TO SCALE OUTLET PROTECTION DETAIL
NOTE: FILTER FABRIC IS TO (.SIDE VIEW)
BE PLACED UNDER ALL STONE
OUTLET PROTECTION. NOT TO SCALE
18'
a
. e
r•"�•r��re�J.
4•
NOT TO SCALE
NOTE: FILTER FABRIC IS TO OP
BE PLACED UNDER ALL STONE
OUTLET PROTECTION.
COMPACTED FILL OR/ --''
GRAVEL, EXTENSION
OF FABRIC AND WIRE - -•:•_
INTO THE TRENCH NOTE: ='='
SEE NARRATIVE
FOR MORE DETAIL.
ISOMETRIC VIEW_ FILTER
FILTER FABRIC FABRIC
EXTENSION OF
BACKFILL FABRIC AND WIRE
MINIMUM 8" INTO THE TRENCH
THICK LAYER WIRE COMPACTED WIRE
OF GRAVEL FILL
8" MINIMUM/ 8" MINIMUM
V_-TRENCH �--f
14" MINIMUM 4" MINIMUM
SF. T� SE.QIIIZ
sF SEDIMENT FENCE SILT FENCE
Practice 6.62
NTS
8" I CONTINUOUS CONCRETE COPING
3/4' If» - jl/ / FRAME do GRATE
FRAME AND GRATE
DEWEY BROS.Na.CH-8N-3A
4" 1 1 1 1OR EQUAL
PRECAST
CONCRETE
CATCH
BASIN
4' j' 4"
6" I 8� 2.-0' I
REINFORCING 4'-0"
SECTION VIEW #4 BARS O 12.00 EW Pla yl
CATCH BASIN DETAIL
NTS
i
,i
i
i
IE - 38.2 i 1
5 CY CL It RIPRAP
1 FT DEEP-
NOTE: ALL BUILEING ROOF DRAINS MUST BE DIRECTED
INTO THE STORM DRAINAGE COLLEC71ON
SYSTEM OR INTO THE STREETAPARKING LOT.
HAMPSTEAD CENTER
Additional Calculation Summary for DWO -
NATER QUALITY CONSIDERATIONS -•
Impervious area calculations, See Project Data Sheet
w No offslte areas drain to pond
TOTAL IMPERVIOUS = 722,447 sf
TOTAL AREA DRAINING TO POND = 1 209,210 sf
w Retention of first V of run-off,
1,209,210 sf total - 722,447 sf impervious = 486,763 green area
SA REQUIRED, (722, 447 x 0" 98 + 486, 763 x O. 20) / 1, 209, 210 = 0. 666, or 66. 6%
At 7.5' depth, 90% TSS removal, from chart - SA factor = 2, 16
1, 209, 210 x O. 01 x 2, 16 = 0. 60 acres = sb, 119 sF SA REQUIRED
At Elev, = 40. 0 SA = 27,787 sf SA PROVI-nD
VOLUME REQUIRED, (722, 447x 0. 98 + 486, 763 x 0. 20) x 1/12 = 67. 113
67,113 ,-r REQUIRED STORAGE
At Elev. = 42.2 70, 375Lt PROv1AED STORAGE
Average head from storage elevation to orifice -
42" 2 - 40, 0 / 2 = 1, 10'
3' PVC drain to draw -down pond,
Orifice equation, Q = CA(2gh)^1/2
Q = 0, 6( 0. 04909) ( 64, 4 X 1. 10) ^ 112
= 0.2479 cfs
T = 267, 547 sec. = 3. 1 days OKAY
FOREBAY REQUIREMENTS -
Minimum capacity = 98,094 X 20% = 19,619 tf
Provided capacity = 19,619 cf
M= 5
GRASS LINED
nominal s= 0.18Z
CAPACITY = 75+cfs ® 2.1 fps
GRASSED CHANNEL
NOT TO SCALE
STD.CURB 4' - 6" 1111. 4'
SECTION
0
I r,-_11014
IV1=YGG
OVERFILL 6"
FOR SETTLEMENT �rti
4' MINIMUM
EMERGENCY �f� •� \\��� \
BYPASS 6" BELOW x,\ 2; 1. SIDE
SETTLED TOP OF DAM //� </\OP M X.
FILTER'
NATURAL 'FABRIC \�
GROUND
SECTION VIEW
3' MINIMUM
WASH5TONE 7
NOTE: THICK ON FACE
SEE NARRATIVE FOR FROM TOE OF DAM 5' MINIMUM
MORE DETAIL. TO WEIR. \
c` TRANSITION SECTION
zz w NCDOT CATCH BASIN -
F J STD.840.02 5' - 0-
a- w
G� Z a PLAN VIEW
w OV
z '.FRAME, GRATE AND HOOD CURB
NORMAL GUTTER FLOW LINE 7
NCDOT STD. 840.03E
1 _ FRAME & GRATE _....
_ OPENING
d I DEPRESSED
GUTTER
PRECAST I
CONCRETE
CATCH
BASIN
a
w i
I
W I OUTLET
I^ I -d 1 �1 PIPE
to
SEE NCDOT STDS.
852.05
840.02
SECTION VIEW 840.03E FRONT SECTION
FOR FURTHER DETAIL
PRECAST CURB INLET
N.T.S.
1
800 CIF / ACRE
2: 1 SIDE
SLOPE MAX.
CROSS SECTION
ST TEMPORARY SEDIMENT TRAP
Practice 6.60
N.T.S.
WETLANDS VEGETATION NOTE:
7HE FOLLOWING SPECIES OF WE71ANDS VEGETATION ARE SUITABLE FOR
PLAN71NG ALONG THE 6: 1 V>=GETA TED SHELF.-
- SAGITTARIA LA77FOUA (COMMON ARROWHEAD)
- SAGITTARIA LANCIFOLIA (DUCK POTATO)
- SAURURUS CERNUUS (LIZARDTAIL)
- PELTANDRA WRGINICA (ARROW ARUM)
IF ONE OR MORE OF THE SUGGESTED SPECIES IS UNAVAILABLE, APPROPRIATE
WETLANDS VEGETATION COMMON TO THE COASTAL NORTH CAROLINA REGION
MAY BE SUBSTITUTED.
NOTE. • t71R1RCE TO BE TEMPORARILY COVERED WTH
MORE AND 57 STONE UN17L SITE IS STABLE
EL=42.2 GRATE' TOP 1
90, ELBOW DO*N
8" 6EL0W OUSEL ¢
(2) - 36 " RCP
OUSEL= MIN. 8 INV= PCIFE ON`
40.0 4O 0 I !NY 40.0
J 1 r
58 6 r2' corn.
or GROUT
1 ' 5014
3" PERFORATED for c EANOUr
PVC W/ GRAVEL
AND FABRIC FIL TER
EL= 38.0 =BASE
PONO BOTTOM
ELEV 32.5 SECTION VIEW
7
4' x 10' Precast Canc.Box,
77NDALL UV0410 OR EQUIVALENT
OUTLET STRUCTURE DETAILS
NOT TO SCALE
-�` La-15' ­00
ti
a o
u°u°o
a u
8"
000ta,o(o,
>I,atlol�l
48" ao°o
48" RCP d5a - 6' STAVE
OVAX - 9'
V OUT- 4.6 fps La - is'
APRON THICKNESS - 1.5'
b r� T TAIL
V-11 IT
NOT TO SCALE
rA K n n tj
Of -3 3/�
FAM S I IGHT
>°11
FRAME 195 LBS.
a
b NOTEI^iRATT.R tORWE TO
SECTION 'A-Ao
BE PLACED UNDER ALL STONE
OUTLET PROTECTION-
q
b
0'-51/4" 1"-1 1/2"
Id-
0'-5 1/4' d-
0'1-3 3/4711
t_
0
t7
o
a
0'-3 3/4'
` 4 k
A
F
a' -0 1 /2"
N
b
SECTION "B-B"
0' -8 1 /4' 1' -4 1/8" 0'
-8 1 /4
o
2'-8 5/8'
PLAN VFW
GRILL
BASIN CASTINGS
NTS
NOT TO SCALE
FOUR STANDARD
2'X3' GRATES
NCDOT OR EQUIVALENT
GRATE
PLAN VIEW
� �
1111:1
ii
aaa..i
r.rttTl�■1���
a
-- �I
LA
Imo--- 2' TYP.
10, -J"
h
a
I
4
PI AN LIFW
5"
E!QND- SUMMA-Y:
OUTLET STRUCTURE DETAILS
1.
FOREBAY VOLUME:
NOT TO SCALE
Volume Required = 98,094 X 20% = 19,619 cf
Volume provided = 19,619 cf
STA`:E WATER QUALITY POND CONSIDERATIONS -
o
Surface Area required = 25,811 sf
o
I
Surface Area provided = 27,787 sf
c
{
Storage Volume required = 66,325 cf
ALL SLOPES °
{
Storage Volume provided = 70,375 cf
11 MAXIMUM #
�
Storage Volume Drawdown Time = 3.1 days
t
l
POND SEDIMENTATION CONSIDERATIONS -
min.
12' ruin. SEE PLAN c
j
3
Storage Volume required = 27,7 X 1800 = 49,860
cf
II
1
Storage Volume provided = 70,375 cf
POND
y volume
OUSEL
20%Foreo
20% of required p
f
storage, typical w
^.� -
u-i
1-
_
a
OUTLET Plf _�
OUTLET
5. PROTECTION
AS ON PLANS
FORMA Y SECTION DETAIL
TYPICAL AT ALL STORM OUTFALLS TO POND
NOT TO SCALE
h�4
VARIES
10'
13.5'
15.0'
(0
16'
I
II
EMBANKMENT TOP= 47.0 SETTLED = 47.25 CONSTRUCTED
P
STATE STORAGE _
10D- AR WSEL= 43.7 EMERGENCY SPILLWAY EL = 45.0 70,375 CF !
0
10-YEAR WSEL= 42.2
w
lil
op o
(2) 36"
,
S
6.
NORMAL WSEL= 40.0 TOP OF 6:1 SHELF
EACH
1
BOTTOM OF 6: 1 SHELF EL= 39.0
BOTTOM
3:1 SWM STRUCTURE EL= 38.0
ANTI --SEEP COLLAR, EL= 37.0
ANTI -SEEP
COLLAR,
IE=40.0
SEE DETAIL
-
T M -
19'
6'
WIDE
6: 1 SHELF
NOTE COLLAR TO BE POURED AFTER I ��
PIPES ARE IN PLACE. V
1 15'
29'
REINFORCING AS NECESSARY.
I f f
I Ij
NOTE:
SEE CONSTRUCTION DRAWINGS FOR DETAILED LOCATIONS AND
ELEVATIONS ON ALL INLETS, CULVERTS, AND OUTLETS.
SEE SHEET 3 OF 3 FOR EROSION CONTROL SPECIFICATIONS FOR THIS PLAN.
DETAILS SHOWN ARE TYPICAL OF INSTALLATIONS REQUIRED BY THE STATE.
THIS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DETAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING T4 ALL
MORE GENERAL NOTES:
1. ALL CONSTRUCTION TO APPLICABLE STATE AND LOCAL CODES.
2. CONTRACTOR TO COORDINATE ANY REQUIRED TRAFFIC CONTROL WITH NCDOT.
3. CARE SHALL RE TAKEN DURING FINAL GRADING TO ENSURE POSITIVE
DRAINAGE AWAY FROM BUILDINGS AND TO RECEIVING STRUCTURES.
4. CONTRACTOR IS RESPONSIBLE FOR COORDINA77ON OF ANY RELOCATIONS,
RE -ALIGNMENTS, DISCONNECTIONS OR CONNEC77ONS OF EXISTING
U7I07IES MTH APPLICABLE AUTHORITIES.
5. CLEARING AND GRUBBING OF SITE TO INCLUDE REMOVAL OF EXIS77NG
CURB, ASPHALT, INLETS, ANO ANY OTHER STRUCTURES INCLUDING TREES,
STUMPS AND DEBRIS EXISTING ON SITE. TREES NOT REQUIRED TO BE
CLEARED FOR CONSTRUCTION SHALL REMAIN UNLESS OTHERWISE OIRECT.M.
30 15 0 30 60 90
SCALE IN FEET 1 " = 30
2
REVISED PER COMMENTS FROM NCDENR DIVISION OF WATER QUALITY
10/26/00
1
REVISED PER COMMENTS FROM NCDENR / LAND QUALITY SECTION
10/16/00
ER EV. NO.
REVISIONS
DATE
E
Cowy"t 1% Hwovr D000 srtHna P.A„ 'w rfphte reerved ReprooUetlon or uw of the contents of this dommw?k a' oddlt)v,s or dvdotlpe to 10
document to chafe or part" wfftut eHthn caneent of the Land Swwyr or Engkm r; tr prahbtted lily capAw hem the orlyr,d of urle dmonaet
marked with 8re wiod Npnat" and arigkwl wd of the Su )4w or Ehgher, shall be a &Nerd to be wild and (me apple&
EMBANKMENT SECTION
NOT TO SCALE
NOTE WELL,
ANY AREAS QN-SITE WITHOUT ACTIVITY IN A 30 DAY PERIOD
SHALL BE TEMPORARILY STABILIZED AS PER THE SPECIFICATIONS.
No geotechnlcal testing has been performed on site. No warranty
Is made for suitability of subgrode, end undercut and any required
replacement with suitable material shall be the responsibility
of the contractor.
SEE SHEET 1 FOR ADDITIONAL DETAILS
EROSION & SEDIMENT CONTROL and WATER QUALITY PLAN
11"PSTEAD CENTER
LOCATED IN TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
��tit ffi
H CARO
O eeeeNe�eee '
isss O-%,r �-
J q4
2 5q 3
J'y ti,�Fy 4.
A `
Ia�z</v0
NOTE:
THIS PLAN TO BE UTILIZED AND
REWEWED ONLY IN CONJUNCTION
WITH THE WRITTEN NARRATIVE,
WHICH IS AN INTEGRAL PART OF
THIS EROSION AND SEDIMENT
CONTROL PLAN.
Date:
9- 1-00
Scale:
1 " = 3O'
prawn: �
1-i.SK
Checked:
LG/?
Projec' 'Jo! f
6Z?Jecp2HSR
H AN OVER DESIGN SERVICES, P.A. S"'} No:
LAND SURVEYORS, ENGINEERS & LAND PLANNERS er�
319 WALNUT STREET
WILMINGTON, N.C. 28401
PHONE: [phone]
Of:
OWNER: WILLIAM R. HOWARD
8104 BALD EAGLE LANE
WILMINGTON, NC 28411

$
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'X
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
facilitate establishment of vegetation and maintenance.
6. Spread a 6-inch course of " ABC" crushed stone evenly over the full width of
the road and smooth to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, install
subsurface drains or geotextile fabric cloth before placing the crushed stone
(Practice 6.81, Subsurface Drain).
8. Vegetate all roadside ditches, cuts, fills and other disturbed areas or
otherwise appropriately stabilize as soon as grading is complete (References:
Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site
sedimentation.
Maintenance
Inspect construction roads and parking areas periodically for condition of
surface. Topdress with new gravel 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 Temporafy Gravel Construction Entrance/Exit
5peclflcatlon # 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 plane 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 construttion 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 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
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 4-5 inches of sell. Soils with a pH of 6 or higher
need not be limed.
Fertilizer- Base application rates on sell tests. When these are not possible,
apply a 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 1s 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 courss 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 6.10a, 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, cultlpacker seeder,
or hydroseeder. Use seeding rates given in Table 6.10a-6.10c. Broadcast seeding
and hyroseeding are appropriate for steep slopes where equipment cannot be
driven. Hand broadcasting is not recommended because of the difficulty in
achieving a uniform distribution. Small grains should be planted no more than 1
inch deep, and grasses and legumes no more than 1/2 inch. Broadcast seed must
be covered by raking or chain dragging, and then lightly firmed with a roller or
cultipocker. Hydroseeded mixtures should include a wood fiber (cellulose) mulch.
MUIrtlDa
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 solls(shoilow, rocky, or high in clay or send), 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(graln), Annual lespedeza (Kobe in Piedmont and Coastal Plain
Rate (lb/acre)- 120
Omit annual lespedeza when duration of temporary cover Is not to extend beyond
June
Seeding dotee-Coastal Plain - Dec. I - 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/acre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades set nearly straight can be used
as a mulch anchoring tool.
Maintenance - Refertilize if growth Is not fully adequate. Reseed, refertillze
and mulch Immediately following erosion or other damage.
Table 6.10b - Temporary Seeding Recommendations for Summer
Seeding mixture
Specles-German millet
Rate(lb/acre)- 40
Seeding dates -Coastal Plain- Apr. 15-Aug. 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 4.000 lb/acre straw. Anchor straw by tacking with asphalt, netting
or a mulch anchoring tool. A disk with blades set nearly straight can be used
as a mulch anchoring tool.
Main tan ance-Refertlllze if growth is not fully adequate. Reseed, refertlRze
and mulch immediately following erosion or other damage.
Table 6.10c - Temporary Seeding Recommendation for Fall
Seeding mixture
Species- Rye(graln)
Rate(lb/ocre) - 120
Seeding dates - Coastal Plain and Piedmont -Aug 15 - Dec, 30
Sell amendments - Follow sell tests or apply 2,000 !b./acre ground agricultural
limestone and t,000 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.
Maintenance- Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March, if it is necessary to extend temporary cover
beyond June 15, overseed with 50 lb/acre Kobe (Piedmont and Coastal Plaln)
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 6.11a), 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 (slit and clay) material to maintain adequate
moisture and nutrient supply (available water capacity of at least .05
Inches water to 1 inch of soil).
- Sufficient pore space to permit root penetration.
- Sufficient depth of soil to provide on adequate root zone. The depth to rock
or impermeable layers such as hardpans should be 12 Inches or more, except on
slopes steeper than 2:1 where the addition of soil is not feasible.
- A favorable pH range for plant growth, usually 6.0-6,5.
- Freedom from large roots, branches, stones, large clods of earth, or trash of
any kind. Clods and stones may be left on slopes steeper than 3:1 if they are
to be hydroseeded.
If any of the above criteria are not met-I.e., if the existing sell Is too
coarse, dense, shallow or acidic to foster vegetation -special amendments are
required. The soil conditioners described below may be beneficial or,
preferably, topsoil may be applied in accordance with Practice 6.04. Topsafling.
Soil Conditioners
In order to improve the structure or drainage choracteristles of a soil, the
following material may be added. These amendments should only be necessary
whern 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.
Sonc -dean and free of toxic materials
Vermicullte-horticultural grade and free of toxic substances.
Rotted manure -stable or cattle manure not containing undue amounts of straw or
othe• bedding materials.
Thor:,ughly rotted sawdust- free of stones and debris, Add 6 lb. Of nitrogen to
each cubic yard.
Slud•je-Treated sewage and Industrial sludges are available in various forms:
thean should be used only In accordance with local. State and Federal
regui atlons.
I Spek ies 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 Noah Corollno Deportment of Agriculture soil
testing laboratory. Directions, sample cartons, and information sheets are
available through county agricultural extension offices or from NCOA. 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 6.1111c through 6.1111v).
Applications rates usually fall into the following ranges:
- Ground agricultural limestone
I 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)
Gross -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.
I
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 hoe not
iii been sealed by rainfall.
1
Table 6.11 s - Seeding No. 4CP for.
Well -Drained Sandy looms to Dry Sands, Coastal Plain; Low to Medium -Care Lawns
Seeding mixture
Species - Centlpedegrass - Rate - 10-20 lb/acre (seed) or 33 bu/acre (sprigs)
Seeding dates - Mor. - June, (Sprigging can be done through July where water is
available for irrigation.)
Soil amendments - Apply lime and fertilizer according to sell 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 a disk set straight so that sprigs are not brought bock toward the
surface.
Mulch - Do not mulch
Maintenance - Fertlllze very sparingly- 20 lb/acre nitrogen in spring with no
phosphorus. Centlpedegross cannot tolerate high pH or excess fertilizer.
Table 6,11t - Seeding No. 5CP for. Well -Drained Sandy Looms to Dry Sands; Low
Maintenance
Seeding mixture
Species Rate (lb/acre)
Pensacola Bahlogross 50
Sericea lespedezo 30
Common Bermudograss 10
German millet 10
Seeding notes
1. Where a neat appearance ie desired, omit serlceo
2. Use common Bermudograss only on Isolated sites where It cannot become a pest
Iiermudograss may be replaced with 5 lb/acre centipedgraee.
Set ling dotes - Apr. 1 - July 15
Sot amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 ib/acre ground agricultural limestone and 500 Ib/ocre 10-10-10 fertilizer.
Mui,:h
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
oncrioring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance - Refertilize the following Apr. with 50 Ib/ocre nitrogen. Repeat
as growth requires. May be moved only once a year. Where a neat appearance is
desired, omit sericeo and now as often as needed.
Table 6.11v - Seeding No. 7CP for. Grass-11ned Channels; Coastal Plain
Seeding Mixture
Species - Common Bermudogress - Rote - 40-80 (1/2 Ib/1,000 ft )
Seeding dates - Coastal Plain; Apr - July
Soil amendments - Apply lime and fertilizer according to soil tests, or apply
3,000 Ib/ocre ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material
to cover the bottom of channels and ditches. The lining should extend above the
highest calculated depth of flow. On channel side slopes above this height, and
In drainages not requiring temporary Innings, apply 4,000 lb/acre grain straw
and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they can
clog drainage devices.
Maintenance -A minimum of 3 weeks Is required for establishment. Inspect and
repair mulch frequently. Refertilize the following Apr, with 50 lb/acre
nitrogen.
Refer to Appendix 0.02 for botanical names
Grass --Lined Channels
Specification # 6.30 - Construction Specifications
1. Remove oil 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 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 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
Dur€ng the establishment period, check grass -lined channels after every
rainfall. After grass Is established, periodically check the channel; check it
after every heavy rainfall event. Immediately make repairs. It Is particularly
lmportont ko check the channel outlet and all road crossings for bank stability
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).
Outlet Stabilization Structure
Specification # 6.41 - Construction Specifications
1. Ensure that the subgrade for the filter and rlprap follows the required lines
and grades shown In the plan. Compact any fill required in the subgrade to
the density of the surrounding undisturbed material. Low areas In the
subgrade on undisturbed soil may also be filled by increasing the rlprap
thickness.
2. The rlprap 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 rlprap and placing another piece of filter cloth over the
damaged area. All connecting joints should overlap a minimum of I ft. if
the damage is extensive, rep+acs the entire filter cloth.
4. Riprop may be placed by equipment, but take care to avoid damaging the
fil ter.
5. The minimum thickness of the riprop should be 1.5 times the maximum stone
diameter,
6. Rpprop may be field stone or rough quarry stone. It should be hard, angular,
highly weather-reslstant 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.
B. Ensure that the apron is properly aligned with the receiving stream and
preferably straight throughout its length. if a curve Is needed to fit site
conditions, place it in the upper section of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation
(Practice 6.10, Temporary Seeding, and 5.11, Permanent Seeding).
Maintenance
Inspect riprop outlet structures ,yfter heavy rains to see if any erosion around
or below the rlprap has taken place or if stones have been dislodged.
Immediately make all needed repairs to prevent further damage.
Fabric Drop Inlet Protectirrn_LT� oror}'
Specillcatlon # 6.51 - Construction Specifications
1. As synthetic fabric, use a pe•vious sheet of nylon, polyester, or ethylene
yam-extro 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 stakes, use 2 x 4 Inch ­aod (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 Into the ground, approximately 18 Inches deep.
5. To provide needed stability t, the installation, frame with 2 x 4-inch wood
strips around the crest of one overflow area at a maximum of 1.5 ft above the
drop inlet crest.
6. Place the bottom 12 Inches of the fabric in a trench and backflll 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.
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 orea as necessary to provide adequate storage
volume for the next rain. Take care not to damage or undercut the fabric during
sediment removal.
When the contributing drainage area has been adequately stabilized, remove all
materials and any unstable sediment and dispose of them property. Bring the
disturbed area to the grade of the drop inlet and smooth and compact it.
Appropriately stabilize all bare areas around the inlet.
Land Grading
Specification # 6.02 - Construction Specifications
1.Conetruct and maintain all erosion and 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 topeolled to a minimum depth of 2 Inches before placing
topsoil (Practice 6.04, Topsofling).
4.Clear and grub areas to be flied to remove trees, vegetation, roots, or other
objectionable material that would affect the planned stability of the fill.
5.Ensure that fill material is tree of brush, rubbish, rocks, logs, stumps,
building debris, and other moierials 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.
7,0o not Incorporate frozen material or soft, mucky, or highly compressible
materials Into fill slopes.
S.Do not place fill on a frozen foundation, due to possible subsidence and
slippage.
9.Keep diversions and other water conveyance measures free of sediment during
all phases of development.
10.1-landle seeps or springs encountered during construction in accordance with
approved methods (Practice 681. Subsurface Drain).
11.Permanently stabilize all graded areas Immediately after final grading is
completed on each area In the grading plan. Apply temporary stabilization
measures on all graded areas when work Is to be Interrupted or delayed for 30
working days or longer.
12.Ensure that topsoil stockplles, borrow areas, and spoil areas are adequately
protected from erosion with temporary and final stabilization measures, Including
sediment fencing and temporary seeding as necessary.
Maintenance
Periodically check off graded areas and the supporting erosion and sedimentation
control practices, especially after heavy rainfalls. Promptly remove all
sediment from diversions and other water -disposal practices. If washouts or
breaks occur, repair them immediately. Prompt maintenance of small eroded areas
before they become stgntflcant gullles is an essential part of an effective
erosion and sedimentation control pion.
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.
CONTRACTOR IS RESPONSIBLE FOR MAINTAINING A COPY OF THIS MANUAL
ON -SITE AND ENSURING THAT ALL SUPERVISORS ARE FAMILIAR KITH THE
STANDARDS AND SPECIRCA71ONS SHOWN IN THE MANUAL AND ON THE PLAN.
SFSediment Fence (Silt Fence)
Specification 6,62 - Construction Specifications
MATERIALS
1.Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yarn, which Is certified by the manufacturer or
supplier as conforming to the requirements shown in Table 6.62b. Synthetic
filter fabric should contain ultraviolet ray inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120 F.
2.Ensure that posts for sediment fences are either 4-inch diameter pine, 2-inch
diameter oak, or 1,33 lb/linear ft steel with a minimum length of 4 ft. Make
sure that steel posts have projections to facilitate fastening the fabric.
3.For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Table 6.62b
Specifications For Sediment Fence Fabric
Physical Property Requirements
Filtering Efficiency - 85X (mm)
Tensile Strength at Standard Strength- 30 lb/Inn In (min)
Extra Strength- 50 Ib/lln in (mm)
Slurry Flow Rate - 0.3 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
the ground surface. (Higher fences may impound volumes of water sufficient to
cause failure of the structure.)
3.Construct the filter fabric from a continuous roll cut to the length of the
barrier to avoid joints. When joints are necessary, securely fasten the filter
cloth only at a support post with overlap to the next post.
4.Support standard strength filter fabric by wire mesh fastened securely to the
up slope side of the posts using heavy duty wire staples at least 1 Inch long,
or tle wires. Extend the wire mesh support to the bottom of the trench.
5.When a wire mesh support fence Is used, space posts a maximum of 8 ft op.-irt.
Support posts should be driven securely into the ground to a minimum of 18
inches.
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 posts and upslope from the barrier (f' jure 6.62a).
S.Backfill the trench with compacted soil or gravel placed over the filter
fabric.
9.Do not attach filter fabric to existing trees.
Maintenance
Inspect sediment fences of least once a week and after each rainfall. Make any
required repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become
Ineffective, replace It promptly. Replace burlap every 60 dot's.
Remove sediment deposits as necessary to provide adequate storage volume for the
next rain and to reduce pressure on the fence. Take care to avoid undermining
the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilize It after the contributing drainage area has been properly
stabilized.
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 objectlonable materlol.
Delay clearing the pool area until the dam €s 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 o cut-off trench along the centerline of the earti
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 equiprent but !;� ra case
less than 2 ft. Make side slopes of the trench no steeper than 1:1. C:ompo.:tlun
requirements are the some as those for the embankment. Keep the trench d y
during backfilling and compaction operations.
3.Fmbankment--Take fill material from the approved areas shown on the plonr. it
should be clean minerol soil, free of roots, woody vegetation, rocks and ogler
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 ball 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 k /ef
the fill so that the entire surface of each layer Is traversed by at least errs
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.Condult spillways -Securely attach the riser to the barrel or barrel stub to
make a watertight structural connection. Secure all connections between bc,.-J
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 backflll around the pipe or anti -seep
collars. Place the fill material around the pipe spillway 1n 4-Inch layers and
compact it under and around the pipe to at least the some density as the
adjacent embankment. Care 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 21t. of hand -compacted backfill over the pipe sp iway
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 spillwoy-install the emergency spillway in undisturbed soil. The
achievement of planned elevations, grade, design width, and entrance and ex::
channel slopes are critical to the successful operation of emergency spillway.
6.Inleta-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 embanF'nent
before the area Is cleared. Stabilize the emergency spillway embankment any all
other disturbed areas above the crest of the principal spillway immediately
after construction (References: Surface Stublllzatlon).
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 orlglnol dimensions when sediment accumulates to one-
half the design depth.
Check the embankment, spillways, and outlet for erosion damage, and Inepe;t the
embankment for piping and settlement. Make all necessary repairs €mmedlatl4y.
Remove ail trash and other debris from the riser and pod area.
NOTE:
DETAILS SHOWN ARE TYPICAL_ OF INSTALLATIONS REQUIRED BY NEW HANOVER COUNTY.
THiS SHEET DOES NOT PURPORT TO SHOW ALL REQUIRED CONSTRUCTION DFTAILS, BUT
RATHER SERVES AS A GUIDE. THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL
COUTY AND STATE CODES AND CONSTRUCTION STANDARDS.
1
MODIFIED PER COMMENTS FROM NCDENR / LAND QUALITY SECTION
10/16/00
REV. NO.
�
REVISIONS
i
DATE
Capyrgtlt R Hanowr Design Swvk*k P.A., All rights nmwrwd. Rprocuetkn or ues of the aaetnts of thM doaim.nt or a0ltlmi .r delatkfu to thfe
downwt, h mWe ar pot without wttter cma.nt of the Lrnd Surwyw or b7 isPrdrmlted Orx
marled with &a orfghd aknature end arfghd and of the Surreyw orErghesr, � be mrraldwwd to be�es rout d and ftWn om* coplim or n+r dotumant.
T m r ry ,5&diment Tr - continued
Protection from piping - Place filter cloth on the foundation below the rlprap
to prevent piping. An alternative would be to excavate a keyway trench across
the riprop foundation and up the sides to the height of the dam.
Weir length and depth - Keep the spillway weir at least 4 ft long and sized to
pass the peak discharge of the 10-yr storm. A maximum flow depth of 1 ft, a
minimum freeboard of 0.5 ft. and maximum side slopes of 2:1 are recommended.
Weir length may be selected from Table 6.60o shown for most site locations In
North Carolina.
Table 6.60a
Design of Spillways Drainage Area Weir Length(1)
(acres)
(ft)
1
4.0
2
6.0
3
8.0
4
10.0
5
12.0
(1) Dlmenslons shown are minimum
Construction Specifications
1. Clear, grub, and strip the area under the embankment of all vegetation and
root mot. 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 objectionable material. Place the rill in
lifts not to exceed 9 Inches and machine compact it. Over fill the embankment 6
inches to allow for settlement.
3. Construct the outlet section in the embankment_ Protect the connection
between the r€prop and the soil from piping by using filter fabric or a keyway
cutoff trench betweee the riprop structure and the soil.
(Place the fitter fabric between the riprap and soil. Extend the
fabric across the spillway foundation and sides to the top of the
dam; or
(Excavate a keyway trench along the centerline of the spillway
foundation extending up the sides to the height of the dam. The
trench should be at least 2 ft deep and 2 ft wide with 1:1 side
slopes.
4. Clear the pond area below the elevation of the crest of the spillway to
facilitate sediment cleanout
5. All cut and fill slopes should be 2:1 or flatter.
6. Ensure that the stone (drainage) section of the embankment has a minimum
bottom width of 3 ft and maximum side slopes of 1:1 that extend to the bottom of
the spillway section.
7. Construct the minimum finished stone spillway bottom width, as shown on the
plans, with 2:1 side slopes extending to the top of the over filled embankment
Keep the thickness of the sides of the spillway outlet structure at a minimum
of 21 Inches. The weir must be level and constructed to grade to assure design
capacity.
8. Material used In the stone section should be a well -graded mixture of stone
with a d50 size of 9 Inches (class B erosion control stone Is recommended) and a
maximum stone size of 14 inches. The stone may be machine placed and the smaller
stones worked into the voids of the larger stones. The stone should be hard,
angular, and highly weather -resistant.
9. Ensure that the stone spillway outlet section extends downstream post the
toe of the embankment until stable conditions are reached and outlet velocity is
acceptable for the receiving stream. Keep the edges of the stone outlet section
flush with the surrounding ground and shape the center to confine the outflow
stream (References: Outlet Protection).
10. Direct emergency bypass to natural, stable areas. Locate bypass outlets so
that flow will not damage the embankment.
11. Stabilize the embankment and all disturbed areas above the sediment pool
and downstream from the trap Immediately after construction (References: Surface
Stabilization).
12. Show the distance from the top of the spillway to the sediment cleanout
level (one-half the design depth) on the plans and mark It In the field.
Maintenance
Inspect temporary sediment traps after each period of significant rainfall.
Remove sediment and restore the trap to Its original dimensions when the
sediment has accumulated to one-half the design depth of the trap. Place the
sediment that is removed in the designated disposal area and replace the
contaminated part of the gravel facing.
Check the structure for damage from erosion or piping. Periodically check the
depth of the spillway to ensure it Is a minimum of 1.5 ft below the tow point of
the embankment. Immediately fill any settlement of the embankment to slightly
above design grade. Any riprop displaced from the spillway must be replaced
immediately.
After all sediment -producing areas have been permanently stabilized, remove the
structure and all unstable sediment. Smooth the area to blend with the adjoining
areas and stabilize properly (References: Surface Stabilization).
1GENERAL EROSION CONTROL SPECIFICATIONS and ADDITIONAL DETAILS for
.9"PSTMW CENTER
LOCATED IN TOPSAIL TOWNSHIP
FENDER COUNTY, NORIN CAROLINA
r �yllittnffryf,
N� •"�� � S S/U ' _ ;
e ( i'a
2 ��t' 017.
: t =
SEAL _
= = •
025483 e -
i
t
j
tiFA 6. .
'3 -I'
l0 /1 00
OWNER: WILLIAM R. HOWARD
8104 BALD EAGLE LANE
WILMINGTON, NC 28411
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 28401
PHONE: (91C) 243-8002
I t
Dote:
91-00
Scale:
AS SHOWN
Drown:
HSR ZZ
Checked:
HSR
Project No:
6723ecp3HSJ�
Sheet No:
i
i!
Of

GENERAL NOTES:
1. Boundary and Topography surveyed in October 1997.
2. This map is not for conveyance, recordation, or sales.
3. No portion of this property is located within a special flood
hazard area according to Flood insurance Rate Map Community
Pcnel #370344 0527 C, revised Sept 1992,
4. Build:,-: layout and dimensions by others.
5. This property is zoned Pender County PD.
6. Water to be private by wells. Sewer to be private by septic.
MORE GENERAL NOTES:
1. ALL CONSTRUCTION TO CONFORM TO APPLICABLE STATE & LOCAL CODES.
2. CONTRACTOR TO COORDINATE ANY REQUIRED TRAFFIC CONTROL WITH NCDOT.
3. CARE SHALL BE TAKEN DURING FINAL GRADING TO ENSURE POS177VE
DRAINAGE AWAY FROM BUILDINGS AND TO RECEIVING STRUCTURES.
4. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ANY RELOCATIONS,
RE -ALIGNMENTS, DISCONNECTIONS OR CONNECTIONS OF EXISTING
JTIL177ES WITH APPLICABLE AUTHORITIES. CONTRACTOR MUST
COORDINATE WITH AT&T FOR. CROSSINGS OF FIBER OPTIC CABLE
DURING INSTALLATION OF STORM DRAINAGE.
5. CLEARING AND GRUBBING OF SiTE TO INCLUDE REMOVAL OF EXISTING
CURB, ASPHALT, INLETS, AND ANY OTHER STRUCTURES INCLUDING TI?t ES,
STUMPS AND DEBRIS EXiS17NC 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 SANITAR,' SEWER AND
WATER MAINS.
b. WHERE VERTICAL CLEARANCE 1S LESS THAN 18" 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
SEINER AND STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON
PIPE FOR A MINIMUM CF 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.
LorA TION MAP
NOT TO SCALE /
STORM DRAiN DESIGN COMPUTATIONS
^_01',PE
LOCA TION
RUNOFF
DESIGN
FROM
TO
D.A.
PIPE
TIME
OF CONC.
MIN.
1NT.
DISCH.
ELEV.
ELi is
SLOPE
DIA.
CAP.
VEL.
INLET
FLOW
DESIGN
POINT
POINT
ACRES
mCA
(L}
(1)
q
lNL.
OU7I
MIN.
1N.
c.Fs.
fp.s.
TIME
TIME
TIME
38, -C
1.A
1.8
0.95
8.21
194
5
-
31.0
4.2
58.3
38.80
.0031
48
79.9
4.8
1.8
1. GG
0.85
0,43
20
5
-
5.0
72
3.1
42.40
42. 3C
.0050
18
7.4
3.8
1.6
1.0
0
7.31
193
5
-
2Z8
4.4
52.8
39.40
38.8,,'
.0031
48.
80.1
4.2
1. C
1.0
0
7.31
165
5
-
25.0
4.6
52.8
39.90
39- 4 ,.
. 0030
48
79.1
4.2
1.D
1.E
0,20
7.31
227
5
-
21.3
4.9
52.8
40.60
39.�-O
003I
48
79.9
4.2
1. E
1. N
0.25
2.84
35
5
-
16.3
5.5
20.5
41.40
11. 26
.0058
30
31.2
4.2
1.N
1.0
0,10
1.49
36
5
-
15.7
5.5
10.8
42.10
41.90
.0056
24
17.0
3.4
1.0
1. P
0,10
0.07
35
5
-
5.0
7.2
0.5
43.20
4.3. E?C.
.0058
18
8.0
0.3
1.0
1. Q
0.20
1.35
215
5
-
12.1
6.0
9.8
42.80
4 2. 1 i_',
.0032
24
12.9
3.1
1.0
1.R
0.15
1.21
35
5
-
11.5
6.1
5.8
43.00
42.8,1
_0058
24
172
2.8
I.R
1.S
0.10
0.07
86
5
-
5.0
7.2
0.5
43.80
43.50
.0035
18
6.2
0.3
1.R
1. T
0.30
0.36
60
5
-
6.1
7.0
2.6
43.20
43. f1)
.0034
18
6.1
1.5
1.T
1.0
0.50
0.22
67
5
-
5.0
72
1.6
43.40
43,20
.0030
18
5.7
0.9
1. R
I, V
0.45
0.68
71
5
-
10.3
6. 3
4.9
43.30
4 J. 0;,'
.0042
24
14.7
1.6
1. V
1. W
0.65
0.50
171
5
-
Z 5
6.7
3.6
43. 90
43. 3t'
.0035
18
6.2
2.0
1.W
1.X
0.35
0.16
149
5
-
5.0
7.2
1.1
44.40
43.9J
.0034
18
6.1
0.6
1.E
1.F
0.10
4.33
132
5
19.1
5.2
31.3
41.00
40.60
.0030
48
79.2
2.5
1.F
1.G
0,10
2.56
35
5
-
18.5
5.2
18.4
41.15
41.00
.0042
30
26.7
3.8
1. G
1. H
0.20
2.49
46
5
-
17.7
5.3
179
41.30
4 1. 1 r;
.0033
30
23.6
3.7
] . H
1.1
0.25
2.35
36
5
-
17.1
5.4
16.9
41.40
41. a'. 7
.0028
30
21.8
3.4
1 J
I'll
0.20
0.42
345
5
-
9.1
6.4
3.0
42.50
41.40
.0032
24
12.8
1.0
1.11
I . L
0.10
0.14
184
5
-
6.1
7.0
1.0
43.10
42.50
.0033
18
6.0
0.6
1.L
1.M
0.10
0.07
64
5
-
5.0
7.2
0.5
43.30
43.10
.0037
18
5.9
0.3
1.J
1.K
0.20
0.14
48
5
_
5.0
7.2
1.0
43.70
43.50
.0042
18
6.8
0.6
i.F
1. Y
0.15
1.71
170
5
-
9.5
6.4
12.3
41.50
41.00
.0029
36
36.1
1.7
1. Y
1. Z
0.15
0.11
35
5
-
5.0
Z 2
0.8
42.80
42.50
.0056
18
8.0
0.4
1. Y
1.AA
0.25
1.50
169
5
-
6.7
6.9
10.8
42.10
41.5)
.0035
24
13.5
3.4
I. AA
1.66
3.30
1.32
100
5
-
5.0
7.2
9.5
42,40
42.10
.0030
24
12.4
3.0
I J
1. cc
1,00
1.75
162
5
--
14.4
5.7
12,7
41.90
41.49
.0031
30
22.8
2.6
1. CC
1. DD
0.70
1.27
166
5
-
11.7
& 1
9.0
42.40
41. 90
.0030
24
12.4
2.9
T . DD
I. EE
0.80
0.90
223
5
-
7.9
6.7
6.5
43.70
42.40
.0031
24
12.7
2.1
I .EE
1. FF
1,00
0.50
177
5
-
5.0
7.2
3.6
43. 70
43.11)
.0034
18
6.1
2.1
I .N
1. HH
2.60
1.17
40
5
-
5.0
7.2
8.5
42.10
41.E 0
.0050
24
16.0
2.7
2.A
2BrOND
OUTLET
130
-
-
-
-
51.0
40.00
39.60
0030
(2)-36
I
73.2
i
3.6
_ -.0
PLANS and PROFILES of
LOCATED IN TOPSAIL TO WNSHIP
FENDER COUNTY, NORTH CAROLINA
I
BENCHMARK LOCATIONS Ai`dD ELF":4 /1 TIONS
LOCATION: ! ELEVATION
1 U.S.G.S. MONUMENT LOCATED JUST SOUTH OF I 4J ✓3
REID ROAD ENTRANCE IN U.S. 17 RIGHT-
-- 4.------
INDEX TO DRAWINGS
SHEET No. DESCRIPTION
DRAWING No.
1 OF 4 COVER SHEET
6723COV
2 OF 4 PLANS and PROFILES
_
3 OF 4 PLANS and PROFILES
-6723PPI
I 6723PP2
LEGEND
_
4 OF 4 PLAN AND DETAILS
6723DETI
E!P
EXISTING IRON PIPE
� � STORM SEWER & CURB INLET
_
ECM
EXISTING CONCRETE
1 OF 2 GRADING PLAN
6723GP1
MONUMENT r
3� �� CONTOUR LINE &ELEVATION
2 OF 2 STORM DRAINAGE UTILITY PLAN --.-..,-
l 6723SD1
L\P
LIGHT POLE
1 OF 3 EROSION and SEDIMENT CONTROL & WATER QUALITY
I 6723ECPI
P P
POWER POLE
2 OF 3 POND DETAIL & EROSION CONTROL DETAILS
} �6723ECP2
G\W
GUY WIRE
3 OF 3 STANDARD EROSION CONTROL SPECIFICATIONS---':
�6723ECP3
S\D
STORM DRAIN
0\H
OVERHEAD POWERLINE
GV
GATE VALVE
��-
FH
FIRE HYDRANT
BO
BLOW OFF
2 REVISED PER COMMENTS FROM NCDENR / DIVISION OF WATER QUALITY
_
10/26/00
1 REVISED PER COMMENTS FROM NCDOT, PENDER COUNTY OFFICE
9/15/00
- _.
.-D
REV. NO. REVISIONS
I A IL�:j
LbpXlyh! � ffanwar DIeJ¢, $erYky4 pA., Aft rjg/rts reeurrvd RepreduaHan ar use p/ the aantente 0/ thla dOe.'wriart, ar oaeRln
,E '� �•'a!%maenf, fo t, Ja
daaan�+t, h ehda ar pQl, •tN,au! wrfflen wnaert} of the Lmd SLrwyw a Figk,es, !a tilted p,l
�Oh Y a4lea hwrr tl,e ar'-rmi
c: 'b docu.n
marked with the hd at,me and lF,d seW o! the SLna
�9 >� arty rx' ar FnQlnes, ehaf! be rnnsidered !o be wdhi and Wa taCae.
f - _-- - -�--'
I .
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 acl.ucl clearances ore less
thar; 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 sho11 be brought to the cttention
of the Dc'siry Erg&,eer he'tar. Eirnc<' �ri,?g with construe'':', 7.
2. NO CON' TRC1CTiGN IS TO RE'GIN BEFORE LOCA 110N OF EAISilNG
U71Ll7i�S HAS L?L:rTN L)ETLfZivflNCD. !FALL "NC C'P�IE--CALL" AT LEAST
48 HOURS DTI=CI?C COMMENCINC CGNS7PVCTiCN.
J. All trees which are not required to be c'::are-' for
constuction sl-,ali be preserved whcrever r �.�.'bl�, unJc c,s
otherwise dit cted.
4. Contractor shall adjust all manholes, vai%e and curb bOA',;-.r to the
final grade upon completion of a// construction. Any boxas
damaged or otherwise disturbed by the Contractor shell be
repaired at the expense of the Contractor.
5. The Contractor is responsible for controlling dust and erosion
during construction at his expense. Roads sholl 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 subgrode, and undercut and any required
replacement with suitable material shall be the responsibility
of the controctor.
7. Extreme core shall be token to ensure minimum separations at all
utility crossings.
8. Contractor to ensure that pavement is placed so as to drain
positively to the curb inlets and catch basins.
9. Contractor is responsible for obtaining all required permits.
10. This plan is for site grading, siting, and storm drainage only.
11. Contractor and Builders are responsible for coordinating Finished Floor
Elevation of all buildings with the Owner.
12. No encumberances in r/w.
13. All roads to be constructed to NCDOT standards
and specifications. All roads to be public.
S
-k�
�{v2
COVER SHEET
RECEIVED
OCT 2 7 2000
DWQ
HAMPSTEAD CENTER
LOCATED IN TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
fib. •.
SEAL -
t 02 83
/O��ffoa
PROD #
OWNER: WILLIAM R. HOWARD
8104 BALD EAGLE LANE
WILMINGTON, NC 28411
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS 319
LI WALNUT STREET
WLM 1MfNGTON, N.C. 28401
PHONE: [phone]
Date:
9-- 1-_-ov
Scoie:
1 " = 200'
Dra wn:_
r=-iSR. i
Checked:
4Sr
Pre y4ct (Jo;
672- oliIR
Sheet No:
1
4

J
7
SWALE
EASSEMENT CY FOR SNTg4MWAE 1ER OVEJ?OREllff OF /
�. PUBLIC ROADWAY SE SHEET CTI 2 1�
FOR TYPICAL SWALE CROSS BECKON.
% I 1 00 QLQ
v (�
45.16 � 30' a re RCP
10•x 70' I 0+70.53 / NNCOOT STD. 84002 /
Cg - 1.H N000T SIGHT I / STA. = 8+20.00
COOT SKI. 84Q02 mlANcus SEE MOREY LANE PLAN / 0/S Id00 LT
/ STA. +9 LT DRAINAGE NEW SHEET 3 FOR / / FOUNTAIN DRIVE
OA LT EASEMENT ADDITIONAL STORM DRAINAGE / 1G = 46.30 / / 40' DRAINAGE
FOUNTAIN DRIVE �4/Nq� IE = 46.3 (36' d 24') / SEMENT
�TG = 46.5Q \ f����t,��� 1¢7.0/LF 36'a Irl RCP d = 4260 (18')
IE 41.30 \" 7 10'+ 70' CB - I.AA
., / ' ��NCDOT 9Gf7 //, T NT71T)T S10 R4002
O/S 18.00 RT
FOUNTAIN DRIVE
TO = 46.30
IE = 42.80
I
uAW
D
I
P
OFLE
too
Fric
$=
4!5t<
55.0
8�g
-
FJOSKNG
z_
a
n
POITI
SETA -1
0N
i -
- -
[
W
Hm
-do
IIC
ER
1915
AU.
-350
S'
_
_K
28.57_.
jam...
--
-
--�
-
----
50.0
-
n
s
-
-
--a-
- -
-
FINISIED
INIMNI
45.0
18'
-
18ftr
-
_
-
40.0
_
-
35.0
-
-
--
-
7n
- -------
----------
TT
I
-
-
-
EI
-
V, d VI NN �
06 .} it to t[; 0"yD to
1 +00 2+00 3+00
LINE TABLE
LINE
BEARING
DISTANCE
1
N48' 54' 42" W
121.58
2
N86' 05' 18" E
178.84
3
N57' 53' 32" W
213.75
CURVE TABLE
CURVE
DELTA
RADIUS
ARC
CHORD
TANGENT
CHORD BRG
1
45' 00' 00"
310.00
243.47
23T26
128.41
N71' 24' 42" W
2
36' 01' 10"
330.00
207.46
204.06
1 107.29
1 S75' 54' 07" E
cC' coo ^ u+
i
4+00 5+00 6+00
7+00
• �,
STATION 0+00.00 THROUGH 9+68.04
FOUNTAIN DRIVE
100.0 LF 24' a 19 RCP
STUB -OUT
PIPE ENO 1.BB
IF = 42.40
PLUG PIPE END d BURY
FOR FUTURE CONNEC71ON
STAKE AND FLAG PIPE END LOCA71ON
r
10+00
2
REVISED PER COMMENTS FROM NCDENR / DIVISION OF WATER QUALITY
10/26/00
1
REVISED PER COMMENTS FROM NCDOT, PENDER COUNTY OFFICE
9/15/00
REV. NO.
REVISIONS
DATE
Cepylght 4 waoowr De•ly1 swNAoee, P.A, Ae debt. .w .. R.prodacwan or ae• or Me m,tMte o/ thle d mt, w- ookff r• a d•'atkne to mi.
mN .tte Me u'ghd aploNn and tcrfgNaf ewe aI Me' . 0 er, ahan be cmNCaeC ttoo'tbe and ew c Aee cI N JocvmnE
NOTES-
1. NO ENCUMSERANCES IN AIR.
2. ALL ROADS TO BE CONSTRUCTED TO NCDOT STANDARDS
AND SPECIFICATIONS ALL ROADS TO BE PUBLIC.
3. ALL DRAINAGE STRUCTURES TO MEET H-20 LOADING
REQUIREMENTS
4. CROSSINGS OF FIBER OPDC CABLE TO BE COORDINATED
WIN AW
5. REQUIRED NCOOT DRIVEWAY ENTRANCE AND ENCROACHMENT
AGREEMENT PERMITS TO BE OBTAINED BY THE CONTRACTOR.
I50 25 0 50 100 150
' SCALE IN FEET, • 1 " = 50'
PLANS & PROFILES
MMPSTEAD CENTER
LOCATED IN TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
``1111nunGq
CARP
N • FOSS/�••9
4 -
s SEAL
025483
S
't"
i
OWNER: WILLIAM R. HOWARD
8104 BALD EAGLE LANE
WILMINGTON, NC 28411
HANOVER DESIGN SERVICES, P.A.
LAND SURIEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 28401
PHONE: [phone]
Date:
9-1-00
Scale:
HORZ: I'= 50'
VERT.: 1 " = 5'
Drawn:
HSR
Checked:
HSR
Project No:
6723pp 1 HIT
Sheet No:
2
0 - 4
i
I

U
u
Lai
w -
_
w
4
n;
C8� lQSEE
C8 - f R NCDOT SID.; �40.02
STA. _; 2+30.15
MNOI�EY LANE PLAN
NEW KS WEFT FOR
1
NCDOT SID. &0.02
2+30.15
STA0/5
0, 1a00 LT
ADDITIONAL SIiJIRRAI DRAINAGE
ra00 RT
REED LANE
4 10' x 70''L. REED LANE
1� NCDOT ywtT
NCDOT TO = 46'70
IE = 43.00
i TG = 46.70
IE = 42.80 -�
t0'x HT
'COOT sc rT
MANGLE30'
2
QQ
r`
AD
LANE
34.D LF 24•a m RCP
, -,"REED
2120 LF 24•a III RCP
� 32.0 LF 24e a m RCP 32.0 LF 18e Cl. m RM
r8e a rIr RCP -
10 O I O O
Ur O O O O
CB r 5
RAD NCDOT STD._01 �_�-
f STA 1 44.51
j OA 18.00 RT',\ \ ~ C8 - 1. r
` REED UNE f + PRECAST BOX 1 10' x 70
'..7C = 4a20 O LF T8 OL 8! RCR ;ni �� ; IE = 43�20 N�TRIANGLE
SEE PRIVATE U71UTY �
j = 4180 1 72.0 LF 24 ` a m RCF' / k FOR AODI710NAL
10' x 70' `` �� _ �5T AINAGE
NCDOT SfGHT ��I i
TRIANGLE
ED - .V
PRECAST X
{{ IE = 43
PRIVATE UITU
IFOR ADDITIONAL
STORLI DRAINAGE,, I ��
IS �.
FA
C8 - 1.0
NCDOT STD. 840.02
STA. = 4+45 53
011S 1800 LT
REED LANE
TC = 46.80
IE = 4210 (24')
!E = 43.00 (18" )
STA 4+94.77 REED LANE
- STA 1+30.61 MOBLEY LANE
CB - 1 P
NCDOT STD. 840.02
STA. = 4+4a53
OA fa00 RT
REED UNE
TC = 46.80
IE - 43.20
NOTES•
1. NO ENCUMBRANCES IN RIV..
2 ALL ROADS TO BE CONSTRUCTED TO NC.00T STANDARDS
AND SPECFICATIQNS ALL ROADS TO BE PUBLIC
3. ALL ORAINAGt: STRUCTURES TO MEET H-20 LOADING
REQUIREMENTS
4. CROSSINGS OF FIBER OP71C CABLE TO BE COORDINA TO
MTN AT&T
a REQLRRED NCDOT DRIVEWAY ENTRANCE AW BKROA90EYT
AGREEMENT PERMf1TS TO BE OBTAINED 9Y IHE CONIRACTOR
-LANE
PROFIL,("
-
60.0
$
`� 014
70
IC
x
POINT i
PQWr
LEV= 51.17_
A = 0+
75
-
g
g
P1R STA
= 0+75
"'
PIN Emy
A.ff. _
all.
-4.00
o
�'
100 Fr
-
K
.
7.50
r
-
f:
55.0
...
-
._
Low
Poo
- 47.2
ri
.,
x
..
LOIN'
NT STA
= 2+3Ot 1
a
.....
-
m
P
STA =
+8265 .*,i
�2
A.D._
.00
50.0
K = 25
00
Q
FTNI
WIEV CLW I
9mr.
ac
col
45.0
DOS
mwty
24
RCP
f
40.0
_
35.0
30.0
-
-
� tf r'� 00 � � LO
cn^ COS COri co^
1 +00 2+00 3+00 4+00
LINE TABLE
LINE
BEARING
DISTANCE
4
NI 40' 22" E
70.53
5
N 40` 09' 37" E
185.77
6
N49' 50' 23" W
25.00
7 N48' 54' 42" W
494.77
CURVE TABLE
CURVEJ
DELTA
I RADIUS
I ARC
I CHORD
I TANGENT CHORD BRG
3
1 26' 29' 16LL
330.00
1 152.56
1 151.20
1 77.67 N26. 54' 59" E
rt
SEE FOUNTAIN DVBVE PUN
NEW SHEET 2 FOR
ADMIlONAL STORM DRAINAGE
STA 0+0000 M06LEY LANE
= STA 6+4a 17 FOUNTAIN DRIVE
32.0 LF 30e a m RCP- 10 x 70 �� - - - n U5U T LANL /
00 L NCdaT SIGHT 0/S 1&00 R TG = 46.70
MANGLE M10BLEY LANE IE = 40.60 (48
IE = 41.00 '
N 1+30.61 MOBLEY'lANE
= STA �+94.77 WED LANE \
\ J3- I.D�
PRECAST BOX TOr
w 20' T�TT ' ACCOM1MfODATE URGER PIPE$'
STA, = 4+ 12.14 1$2.D LF 48\
- 4i III RCP
Fj0
T - _ .\
TV4a45 _ _ - -
Sr DRMAGF-{WALL
00 �1 - �_ jd-
_ _ __-- _SEE PUN vrEw sIrEET -4FOT-
-Q, AMI11SNAL STOIR,11 DRAINAGE
50 25 0 50 100 150
SCALE IN FEET,- 1 " = 50'
CaU) m`�
.CFi
1 � )0)
0+00
1 +00
2+00
STA TTON 0+00.00 THROUGH 4+94.77
REED LANE
STA T70N 0+00. 00 THROUGH 4+27.89
MOBLEY LANE
2
REVISED PER COMMENTS FROM NCDENR / DIVISION OF WATER QUALITY
10/26/00
1
REVISED PER COMMENTS FROM NCDOT, PENDER COUNTY OFFICE
9/15/00
REV. NO.
REVISIONS
DATE
Cgp~t 4 Stara- pwfpr Swriaee, P.A. M .ryhd rewrNa. Reprodactian a uee a1 me anhnte 01 thtr doca wk w oddtlo.e m "Otioni to this
dSca W4 h •+rate er port, etNSaut Wmm ecrnent o/ the turid Srne�ar or En=-W h prohtbtted Only eopTee 8vtn tM wV*16 o1 Iris aocwne"t.
morW wtfh Me ort " 20wbee and a Wid Seat or the Skrne,"r or &Vikiew. ehaa be oamfdaed to be mmW and true ow"
fi
U
3+ 00
PLANS & PROFILES
4+00
t
C'
-t
HAMPSTEAD CENTER
LOCATED IN TOPSAIL TOWNSHIP
PENOER COUNTY, NORTH CAROLINA
♦.o�`�\A CAROB
♦ eN•Ue % i
,' rt f a4t~SS/p��9
SEAL _
i 025463
r
46�GlNE�4'ra
OWNER: WILLIAM R. HOWARD
8104 BALD EAGLE LANE
WILMINGTON, NC 28411
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
WALNUT STREET
WUAINGTON, N.C. 28401
PHONE: [phone]
Dnte:
9 r« 1-- 00
Sca
HORZ: 1"= 50'
VERT.: 1 " = 5'
Drown:
HSR
Checked:
HSR
Pro fact No:
6723pp2HR F
Sheet No:
i
4
Of:

PFE END 1.GG ,' U
i_ IE = 4245
PtU 'PIPE END & Bar
OCR FOR,FU7W UOWCIM
' STAKE AND II1 PIPE END LOCAAON ' i
00
i
24..0 iF//1� a m RCP DE1EN11pY P111m
STUB -0[IT SEE 91EI T ECP 2 FOR
.A*MAGE POND DlUIN51ONS AND DLWILS
!' EASEMENT
' 192.0 LF 48' a N RCP
rr
PRECAST BOX TO
A LARGER PIPES
TG = i49.0 TG aEV. T[J BE
I SET DURING FUTURE. CONSTRUCTION)
.aBD 48" (,)'4
' ' ^ PIPE END 1.A
i
20'DRAWAGE o !E = X20
O EASE ^ % MENT SEE S�IE CP 2 FOR
WIFAu RIP RAP TECIM
)r k
`'/J I W O LF 48" a IN RCP
;10'.ORAINA�E
' EA$Ei11ENT
20'DRAINAGE
EASEMENT /
i
PRECAST BOX
1 ACCOAINODATE GER PIPES
SEE HOMEY LANE' '� l TG = f490 (R ELEV. TO BE -
DURING FUTURE CTION '
NEW SHEET 3 F SET ; 1 ' If = 39.40
ADDIIMAL ST00 rA?GE 20' A rA•� I62 0 LF 48" a N RCP '
EASEMENT
STORM DRAINAGE OU TFALL
SCALE: 1 " = 50'
UPON (XJII RInON OF PROPOSED ENIRANCES
REMOVE EXISTING DR14E AND REPLACE CURB AND
aim PER NCDOT STANDARD
EXISTING DRIVEWAY REMOVAL
SCALE. 1 " = 50'
��
NOTES:
1. ALL AWAG,E CTURES TO MEET
> H- LOADING NREAIE1riTS
2 GS OF FTBER OIPTlG CABLE
TO BE COOROiNATED 107H AT&T
$" CONTINUOUS CONCRETE COPING
3/4" / US
& GRATE
FRAME AND GRATE
DEWEY BR05.No.CH-BN-3A
4" OR EQUAL,
PRECAST j
CONCRETE j ` �
CATCH I ;
BASIN W
z
g
� 4"
4"
6"8" 2' - 0' 8"
REINFORCING 4' -0"
SECTION VIEW #4 BARS 0 12" OC EW PLAN VIEW
CATCH BAM DETA�
NOTE: RTa * USE FOR CATCH BASINS
PRECAST CONCRETE CATCH BASIN IN PRIVATE LOT AREAS.
TO BE SIZED AS NECESSARY
TO ACCOMMODATE LARGER PIPES,
OR MAY BE CONSTRUCTED OF
BLOCK OR BRICK.
MODIFIED
VALLEY CURB
CIL
60' R\W
18' is'
16' 16'
FT. /FT. 3^ I 2 4" /FT.
B" ABC �
MODIFIED MODIFIED
VALLEY CURB (COLLECTOR ROAD 60' R/W) VALLEY CURB
TYPICAL STREET DETAIL
NOT TC SCALE
/L
50- R\W
25' 25'
16' 16'
3:1 1 /2" / FT. V /FT. 3- I 2 1 " /FT. 1 /2" / FT.
.1
8", ABC
MODIFIED MODIFIED
VALLEY CURB (5J'RIW) VALLEY CURB
TYPICAL STREET DETAIL
NOT TO SCALE
32'
30'
3" 1--2
CAL
100' R\W
50'
32'
30'
6' 6'
nM;VALLEY CURB
(INVERTFD PITCH)
(1"o, RIO
ENTRANCE CROSS SECTION
NOT TO SCALE
r-ar DEHEY BROS. NO. CH-SN-JA
of -3 3/1V
>e MINIMUM A 6RAGE WFICHT
FRAME 195 LBS.
GRATE 145 LBS.
SECTION "A -A"
q
b �
0' -5 1/4
;1' -1 1 /2" 0' -5 1 /4'
0'{-3 3/4 B o
I
n
0
1
c _ ` b
L
0'-8 1 /4" 1' -4 1/W" ao SEC]]ON "B—B"
2'-8 5/8" b
PLAN 14EW
GFI.L BMM CASMW
N.T.
MODIFIED
VALLEY CURB
TYPICAL CUL-DE-SAC
60' R\W
NOT TO SCALE
O
I
NCDOT CATCH BASIN
STD.840.02
= 10' TAPER
Z 10
Q
d J
w
J J
w Z V
O
ZQ
NORMAL GUTTER FLOW LINE
TYPICAL OFFSET
CUL-DE-SAC
50' R W
NOT TO SC,'iLE
STORM DRAINAGE OUTFALL
& DETAILS
2
REVISED PER COMMENTS FROM NCOENR / DIVISION OF WATER QUALITY
10/26/00
1
REVISED PER COMMENTS FROM NCDOT, PENDER COUNTY OFnCE
9/15/00
REV. NO.
REVISIONS
DATE
C*jf%lrt R Hmover DwIgn SwvtorR p.rl, AN rights rrowwd Ryrnduot/an or um of the omimfs of this doaumdnt; or addFUM" a•Wetians to thie
doarnwrf, N of or part; rMout wtttwr oanant of the Land gwwp r or Fngbvsw, Is prahbrtsd. O rry cops" rrwn the arigird or tW d..t,
marked rHh tlw orlghd mwgrretin and orphrd esd or the Surw)ar or Englhser, shaA' bs cons
Owed to be wild and true copr*x
1' —O
11
STD.CURB
1' —0" SECTION
3' —1 1 /2"
PLAN VIEW
10' TAPER
FRAME, GRATE AND HOOD CURB
NCDOT STD. 840.038
FRAME & GRATE
1- - .�-----
.��
---
4 L �... —
— OPENING —
— —
FSEDDEPRES
d I
I
I
k I
GUTTER
PRECAST
I
I
CONCRETE
f
CATCH
f I
I E
BASIN
LLJ
ZI.
1
��--
m
a
,d
E I
I .
v1
OU TLET
PIPE
5EQTION VIEW
------
SEE NCDOT STDS.
852.05
840.02
840.03B
FRONT SECTION
FOR FURTHER DETAIL
PRECAST CUR
INLET
N.T.S.
12' 12-
7"6 1/2 -
MODIFIED VALLEY CURB
PLANS & PROFILES
TT A 1 &1"l rVM
LOCATED IN TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
�0 111�
�•'40(% CARpl''%
� 4�FESST��tiy ��
t SEAL _
025M J
C�`:
/D/Z �/0 0
NOT TO SCALE
OWNER: WILLIAM R. HOWARD
8104 BALD EAGLE LANE
WILMINGTON, NC 28411
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WIL
WILAIlNGTON, N.C. 28401
PHONE: [phone]
9-1-00
sole:
HORZ.: 1 " = 50'
VERT.: 1 " = 5'
Drawn:
HSR
Checked:
HSR
Project No;
6723pp 1 HR
sheet 1. r.
4

.s .i...._ L-2, . . 1 __ ..._ ... _ _ .. _ __ _— _.._.. . ' - —
L01
GRADING NOTES KEY
1. CONTRACTOR TO MAKE SMOOTH TRANSITION FROM INVERTED TC — TOP OF CURB
CROWN TO SHEET FLOW IN DESIGNATED AREAS GL — GUTTER LINE
2. CONTRACTOR TO ENSURE POSI TI VE DRAINAGE IN ALL FINISHED FS --- FINISHED SURFACE
AREAS. BW — BACK OF WALK
EP — EDGE OF PA IVEMEN T
J. ALL ROOF DRAINS MUST BE DIRECTED TO STORM DRAINAGE HP — HIGH POINT
COLLECTION SYSTEM OR TO STREET/PARKING LOT.
REV. N0. REVISIONS L4lE
CIL
VARIES
4.5'
1.5'
29.0'
29.0'
1.5'
4.5'
VARIES
FF ELEVATION
.�--' -----. _..._ 3 1 4AY
1-1 L2' TYPE ' A"
/iim%L w=n oirrw
12" ASPHALT
F ELEVATION
y.5 Mpy. ... F.. ..
T —1 vr%
6" ABC STONE
_TYPICAL STREET DETAIL
NOT TO SCALE
ABC STONE CLASS "A" CONCRETE
CURB AND MM SEC77
N.T.S.
12" 6"
WHERE REVERSE CROWN
IS REQUIRED GUTTER SHALL 1 ..R \
SLOPE AWAY AS SHOWN
1-2 PAVING 1 —1 /4"R 6"
1-1 /2,r
A. Aa 12"
a
CLASS •CONCRETE
ABC STONE
FOR REVERSE Ci at►
'10
-FLU
:lE SIDEWALK
RECEIVED
OCT 2 7 2000
DWQ
r 15 . , 40 .,
r
SITE GRADING PLAN
If4MPSTEAD CENTER
LOCATED IN TOPSAIL TOWNSHIP
FENDER COUNTY, NORTH CAROLINA
oH CARO,
Q4 <
SEAS. L
0254$3 =
. 0�eti'%GlNS�4+
PROJ #
OWNER: WILLIAM R. HOWARD
8104 BALD EAGLE LANE
WILMINGTON, NC 28411
Oale:
Scale:
026-00
r " = 30'
Drown:
HSR
Checked:
HSR
Prot No:
6 723gp 1 HSR
HANOVER DESIGN SERVICES, P.A. Sheet"°:
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON. N.C. 28401 '
PHONE: [phone]
Oop~t R tlarowr Dmkm Srvbwt P.A. AM ruts nwmrved ReproolwHon Or uss or tho contents of this dwwrmnt or od0tiorre or ddeUons ttih
doownart h shcls or part. of hoW W*tr+ owrserrt of the land Smn ,w or Engkrsr, i prowtsd oily cq*. fora the wow of th) do<vme:
m&* rich the aipiwf o/grwt� ard r1pbw1 sod of Cho SUrm or or Enpiroer, shill be consfdsred to be clld and 6w c.pf.. —.

Ci
PRECAST BOX
TO = 4 7. 00
i IE-=- -43. f a
'BUILDING14
PAD=47
FF==48:f5 %
B WING
AD=4 7.8
FF=48 5
OB - 1.DO /
PRECAST BOX 10'DRAINAGE
TG = 46.50 / EA5EAIEN�
IE = 42.4
1 ,ram
BUILDMG
• /to
PAD=4,.8
FF=48, 5
164.0 LF 24' CL N RCA
�- BUILDING
20 Tdc
EA E PAD=47.8
- LFF
-
`-
PRECA
TG = 47.30
—
17a0 LF 1s"cx Ar RCP
7_ IE = 4J 70
EAq WENT �~ -`
-- ---
---- NG
-
PAD=
FF=49 0
�~
BUILDING
T-'IV
BUILDING
PAD= .3
,
BUILDING
PAD-4a8
BUILDING
,
FF=49.5
\,
PAD=48.8
8
FF=49.5
`� 149.0 Lp r "a- 11I RCP
BUILDING OV C8 - r.X 20 DRAINAGE \ PRECAST BOX
1�2 \ — _ - - BOX EASEMENT \ TG = 47.00
IE = 4LT90
PAD=4a5 O --� rE -4.40
FF=49.2 O
\
~
CB - 1SHEET 2 FAR STORY
PRECASTT Box SEE PLAN & PROFILE X
B'� DRAINAGE LOCATED IN
= 4OUNTAIN DRIVE NCDOT / \
�1 1 !E ,90 `` PUBLIC RIW`
BUILDING _
PAD=48.5 1 20'DRAINAGE \`
1�------------
EASEMENT
FF 49 2
,__ --
SEE PLAN & PROFILE i ' / BUILDING \ -
SHEET 2 FOR STORM D 12
DRAINAGE LOCATED IN O
' FOUNTAIN DR1VE NCDOT PAD-49.3Ln _ X � PUBLIC R/W FF � O
v R
\euIONG
,1I3
PAD=f8.8
zo'DRAINA �
FF=49.5-" ASEMENT
SEE PLAN k PROFILE
PRECAST Box ce - 1. T SHEET 3 FOR STORM
TO = 47.30 6�O PRECAST BOX DRAINAGE LOCATED IN to
IE = 4.140 ` TO = 47.10 REED LANE NCDOT 1
- - 26' DRAINAGE B Q /ii \ IE = 43.20 PUBLIC R/W r
EASEMENT j
2O'DRAlNAGE / PRECAST BOX
EASEMENT TG = 4Z 10
IE = 4J.30
0
1 0 SEE PLAN i PROFILE } ,
E CDM CD DRAINAGE LOCATED
-f-
REED ,LANE 0"
NCDOT ��
PUBLIC R/W I +
`� REED LANE
CB - I E N E PLAN
FOR USTORM
1
�',- " - ' ------- SEE PLAN � PROFILE i- i
SHEET 3 FOR STORM !
DRAINAGE LOCATED IN DRAINAGE LOCATED IN
REED LANE NCDOT REED LANE NCOOT
PUBLIC R/W PUBLIC R/W
NOTE. ALL BUILDING ROOF DRAINS MUST BE
DIRECTED INTO THE STORM DRAINAGE COLLECTION
SYSTEM OR INTO THE STREET/PARKING LOT.
CB I. S
SEE PLAN & PROFILE
SHEC 3 FOR STORM
DRAINAGE LOCATED IN
REELLANE NCOOT
PUBIC R/W
REV. NO. REVISIONS )ATE
Copy "t 4 Hmo`er Do&* SwVco% P.A.. All rots reserved Rspredratton or aee of the contents of thtr doovmsn4 or addilfons or ds4tlpnr to th4
doorsnen4 it shota or part, want Witten cons"t Of the Land Svr )w or EirPOW, h prohtbtted Only ocpAs ftm the oro a at We doornan4
n—*sd efth the mfphd sknetres and migi el sed or tM &H-ftjar or Enovw,, shdl be ooneNwed to be wdld and true cap)&&
r tr DEN'FY BROS. NO CH-BN-JA
or -0 o-, 1/r d-] 3/e
t; MINIMUM AVERAGE !HEIGHT
FRAME 195 LBS.
b b GRATE 145 LBS.
s; SECNON 'A -A'
4
>5
0'-51/4" 1'-1 1/2' 0'-51/4-
0'-3Ir
3 A4' A - b '
L
e�
o' -e 1 4 0o SECTION AB-B"
/ a
PLAN KEW
NTS
8" CONTINUOUS CONCRETE COPING
3/4- FRAME & GRATE
FRAME AND GRATE
4' DEWEY BROS.No.CH-BN-3A
OR EQUAL,
PRECAST
CONCRETE
CATCH
BASIN
d r
4"
REINFORCING 4 Oy
SECTION VIEW 4 BARS O 12'OC EW PLAN VIEW
CATCH BASIN DETAIL
NTS
i 15 i 30 40 •1
STORM DRAINAGE UTILITY PLAN
H"PSTEAD CENTER
LOCATED IN TOPSAIL TOWNSHIP
FENDER COUNTY, NORTH CAROLINA
OWNER: WILLIAM R. HOWARD
8104 BALD EAGLE LANE
WILMINGTON, NC 28411
--
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 28401
PHONE: [phone]
J
I
Date:
10-26---00
Scale: —
1
Drawn:
HSR
Checked:
HSR
Project No:
6723up 1 HSR
r Sheet No:
2
Of. 2
r r

0
DIMENSION NO TE,•
1. FINAL BUILDING FOOTPRINTS TO BE PROWDED BY ARCHITECT.
CURRENT BUILDING FOOTPRINTS REPRESENT MAXIMUM ALLOWABLE
IMPERVIOUS SURFACE FOR BUILDINGS AND ARE NOT ACTUAL
BUILDING FOOTPRINTS,
REV. NO, REVISIONS L DATE
eappight a, Haro`er Design Srytom P.A., AN rights hser+ed Reprodeetka or use, of Me contents of tWe doovmrt. r additions
anL h or dshrtkre to thb
daawnehah orpart afthart Witten oonaent of the Land SWoeyw orEngine. Isprohbitd. Arty eopMs "m the wvkw of thin eoc �L
mo *d PM tM mlyhof sfgnotve and arig" sea of the 9rynr wwor Engineer, awl be aoneMred to bs �dM and hue eapbf,
RECEIVED
OCT 2 7 20M
DWQ
PROJ #
r 15 r 30 40 •r
PRELIMINARY HORIZONTAL DIMENSIONING
1!"PSTEAD CENTER
LOCATED IN TOPSAIL TOWNSHIP
FENDER COUNTY, NORTH CAROLINA
OWNER: WILLIAM R. HOWARD
8104 BALD EAGLE LANE
WILMINGTON, NC 28411
HANOVER DESIGN SERVICES, P.A.
LAN) SURVEYORS, ENGINEERS & LAND PLANNERS
319 WALNUT STREET
WILMINGTON, N.C. 28401
PHONE: [phone]
Date_
10-26--00
Scale --
Drawn:
HSR
Checked:
_.'ISR
Project. tan:
6723gc 'HSR
Sher No:
Qfi
i