SW6191201_Plan (Set)_20200210

Approval of this Plat/Plan does tee capacity or ewa er cap city.
Utilities Notes ZOt gudrIonl water -cap t
Jhve opm t may require tiona improvements to the existing
approval. --
All utilities and drainage easements are to be It r%e�d in a Public Dedlc ted Utility or Drainage Easement
w s
capacity may n�_��ailoble. JThis d I a idi
water system qndlor wastewatqr- systpm to et future water and waste water demands prior to a _ ___ \
a preliminary pat, construction Tan �ndlor n
CDI
0 p en t, Town of Angie
0 refer t roved construct pans r ize locations. Minimum Build* g Set a
i7� Min Zoned -6 ck
IZP 1: 20'
Line: 5'
to Comer Lot by Street: I')
F r
LO Q
A,,dr?
q3
Rea Line:
11\b� ell 11�
15
uo-A
1505 FYMA FLOOD HAZARD A TEMEN T
shownn this plat are no
cc), 4,"ctasted t in the FEMA Flood
Hazard "Z ne AE" as,01h wn in
1500 0 40
0 FEMA map No. 37. 68 �?�
Effecti Date: 10103I06
X t le
Z"-
7n el
no
c
a/ d e
Set
IT
0yr_c,
�v
C-)
. Nxm;�\
r__ WV
PR _$VV
0
NOTE.
TE:
00 'M
-iw Cb \ p- 306 A IQ! x 70' Sig ft Tria gle
--Z Z3 Z3 e
C) h5 I be place t a// C�d 0 C3 KD 'eXo
Section J, hose 2 -03 03 reet =tions as
e' VICINITY MAP 1, ,
Benton lace 1�1�1 ctlz wn
0
No Scale
Plot (ablnet Slide 5 OD
J ­,ce-%
I V11ey A, AltmoN,
LEGEND:o
Lines Surveyed Telephone 'D B 9 42, Pag 1
Te Pedestal 10,962 P\P
sq. ft.
Lines Not Surveyed \13 Qi// / e�
Monhol
Tie or Adjoining Lines WV Water Meter 6 --/------ �_ 11 R-30 01 . r
Right of Way Lines FH Fir ill Nancy A. Williams �/J V
Pines t 9 Hydrant L=
6
p or _5 a Esm t. Daniel G. Willid 939,79 C),
ti
E(PIDS Existing Iron e !�6sement 65. ,,,Common
ECM Existing ConcreteMo"m nt R .01'14 65.0, We t1an ds 7 819
C�W lRight-of-Wo D B J452,OpenL 0-- 2�89 N 81
EPK Existing P.K. Nail Cen terlin e N L, 5. - L sq. ft. n1,
Preliminary Subdivision Plan
L vnn Ridge Subdivision
Town of Angier Black River Township
Harnett County North Carolina
Scale: I " = 100' Date: 8-22-19
Currently Zoned: R-6 (Angier ETJ)
PIN: 0684-42-8059, 0684-41-8996, 0684-41-JIOJ
PID: 040684 001J, 040684 0013 26, 040684 00271
0 100 200
GRAPHIC SCALE
PREPARED 8 Y
S TA NCIL & A SSO CIA TES
PROFESSIONAL LAND SURVEYOR, P.A. C-083I
98 Depot Street, P.O. Box 730, Angier, N.C. 27501
[phone] [phone] (FAX)
stoncilsurvey@gmaff com
Developer
Lynn Ridge of Angier, LLC
10305 Penny Road Raleigh, NO 27606 919-868-3586
DOT Comments 12-5-19
911 Comments 1-6-2020
Town Comments 1-10-2020
PKS P.K. Nail Set lot Cab* et Wesley wn I rot). 1-1 8
1 65.0 4
EMN Existing MAG Nail D.B.Plat
Book M B 65.0 0 __1_1 .- 0. 625 A
3 0:
P.B.,ok 7,15 MNS MAG Nail Set rppo. D 8 48J, age 2 sq. rt. . . . 15'
7
Plat
of M 109
lk Maps D 0
/SS Iron Stoke Set B. M. 8� @0 -6 WV
PIN arc, 48 715- s
CSS Cotton Spindle Set 00 48.5' (6D9 21 15U 00
oqlque,_� ro Fire Hyd. Ay
P 15�
ECS E,,= Cc �(,,n Spindle Number 67506
S, Acres 27----- q. ft. Fiber Optics N ',Z,'
fN. RRS sq� f I r N 0' 10,214
ELS Existing 41ghtwood Stake Ft. square feet
PP Power P61e �Cq� 8 5. sq. ft.
m 6 Poin t 10,224 tX
Compute
Xddres, '----QHE Overhead Elect n tr,, 00 20'
iJ 799
Electric
es S�. ft. ___000
N. C. G. S. North Carolinadti, AUTO -FLUSH 4_- --16,812 10,640 q. ft.
HYDRANT 4b,6' ft sq. ft.
NAD__27 North Americ0 a S ey sq,
D 3 ;____N am 5 '-Commo E) R1W
NA orth_A_m Datum
of 927 Tracy Esc //a �7. 11 .7
0 198J
American Datum D B 19J7, Page PP
NOTES: — I D -Open -- N
• Iron Stakes set at a// pr corners 67* _D , - I ­­ q - 9 0� XPJ Rood
00 Space
unless noted other�e. 0=t0 3
__N�f I
12,592 ft.
\I--/- 1 698 -0.6J8 Ac. c) (6
sq. ft. Q,' Q Typical Sign asement
4�
• A7wc_s defer ;Linedeby. coordinate method. 7,150 1465 9q.
All distance dim n
slons are Horizontal hose 1 Simon McLaQb sq. ft. ft. No Scale
Q1)
B ton Selina McLamb sq. 5.01 — -
,around distances unless other lso-�icoted. 874
?I Point 5.0 7O.-L (b 41 13 No
s ft. 228... _15,OJO wptla A 10' x 170' Sight Triangle takes
P15t_�Gbinet "F, Pe 782D D B J631, Page 6 6 103.5 precedence_'c�,� sign easeme
153,0'
-sq. ft. t-:L
Th I la a prell*,Minary an only. GI C) 8a, 7
4 N3 8,159 V)
13,849 sq. ft.
-GtTd is no-t--;nten-6�d for sales or f6c-o-r—dati6n. 10, all 6.4, L 4- sq. ft.
V/ Q) sq. -60-- 1 -393, M ­­­_ ­­­­ -
Due to the geforded
,Z?�?Id ngtrurg,-of this plot, -5t,70 U-0- U I,--,-,---,---
)e d 2 3 r We t1on ds Note
,It doe,�i_.not Conform't���S.047-JO as omen z
[IR14 45.0' 0 7 89-2626- 29-6' IeAar4� and _SUb_ie C_t-�
Any impact to include,,, but not limited to,
110r--NHn___-J 7/ b g W/ e,
lots shown ma ormay n-557-represent actuoJI lot
layout. Refer subdivi plo-Ts-Yor final -1-1 HO 40-7 prior inspection, permitting aapproval
lot dimemslons and ocreagre-s. 2J, IJO P bo, P
q Ln 8 sq, ft by the Army Corps of Engineers,-__a�r
10,825
sq. ft. 11�1 1) 0 ent
0' DrainageDENR cn�lor NC D WQ.
0.
294
sq. ft.
0 10\1 0 19 1;1
7 7,794
ON 0 8 rn GJO 8,086 sq. ft.
Course
Bearing
Distance
L-I
S 31*55'30" E
45.64'
L-2
S 33'54'21 " E
52.55'
L-3
S 35'31'54" E
5 1. BJ'
L-4
S 36'564J" E
4 7. 75'
L-5
5 36 *564J " E
5.70'
L-6
5 38'32'43" E
5 1. J9,
L-7
5 40'1,348" E
41.56'
L-8
5 40*1,3'48" E
1. 66'
L-9
S 42*01'10" E
55.76'
L-10
S 43'2J44 E
27.50'
L-11
S 727 522 W
149. 18'
L-72
N 51 33 29" W
76.75
L-73
S 88*17'17" W
9.45'
L-14
S 66*5020" W
55.55'
L- 15
N 62*27'28" W
62.63'
L-16
S 58 *17'10 " W
40.14'
L-17
N 77*51'29" W
61.62'
L-18
N 71'4444" W
92.75'
L-19
N J6*44'74" W
21.59'
L-20
S 81'29'38" W
36.76'
L-21
N 64'37'14" W
L-ZZ
N 56JJ,38" W
108.88
L-23
N 4548,34 " W
66.56'
L-24
S 85'59'IJ" W
32. 1
L-25
N 71 *1456 " W
104.04'
L-26
S 49*23'57" W
31.01'
L-27
N 53 *38J4 " W
24.32'
L-28
N OJ*22J8" E
15.62'
L-29
N 75'32'55" W
153. 16'
L-30
N 264326" W
59.64'
1 073 sq, ft,
Wetlands 7 17545wetlands
L-31 N 27 *454,9" W 9J. J7'
0 s ft. 105.5' ft. L-J2 N
cc- Z_ 165.4' 71.9' 70.5' 40'19'48" W 117. 62'
-8 104.9' 1 0 e t1an ds L-J,3 N 68*23'30" W 248,61'
0 10. 55 P �&. I r
0.
­20 253
sq.
ft.
AqPhase 2 SW y S­ M.M.I. sq. ft,
a- PVC .0 J)roi ­-S-ite Dalb, an
533) ui 122
Benton Point 2 LhTd� Co d Note
I Out 29171 8� PVC _gL bb D B J744,'Page 57Q, D B J744, Page 574, DB J746, Poge,673 and Map Number 2019-J40 -5-
65.0 Ir _::�
Plat Cabinet "F, 1311de 50 Rachel L 15,788
AVh.1t C.6 optk q. Property h wn here`b—,not I ded In a watershed district.
r1l ­ C_ r.�ernenr --sq. D B JJ89, Po�"geO S 0
51 01
75 VIA 11�'roperty sh wn hereon is locate in Meduim Density Residential L d Use.
P C "D Slide 9A
5,
98, �­ 6 No lot sh hereon shall ect access to SR 1504.
Larry Curly and Mat� LLC .4,296 -----------
V_ �0 Ac. N t (T"overs4) In Su livision
sq. ft. -16 692 1
D B 20 Page 44 1- M - 291.24 W PVC S, ft. c. Op en ace B.tt— - 28 93 ' 1 * 278 A Net Required 20.
r)116 6.
3y _
4@2 J g"3
3 7.286 Ac. In Traverse Provided Op Space (2J.07.) fo 2 e
QJ htt�;
9,12,319 4.122 Ac. In Proposed P W Engineering Design .
50 g V
>_,11 Cp
t sq
1-1, 5� 4-- J 8,758 . ft.
pol. ft. 01 ft Lots pykinne w wn , Angier Municipal Sewer or u Water 2.4 L/
sq. t. lol-­size 6�
Maximum lot size q. ft
9,295 e J, 1JO
bi Averc e lot Size = 77 444 S ft.
\A ft. 44� Minim
0, h m lot width R141 on\Cul—de—sa 40.0
Minim m lot width Rl� = &0. 00'
sq. ft. 12,415 co
11�1 U6 Appro imately 868 near feet k7 Lynnridge Dr e D
ee
8, J-96 �otely 1230 ineor feet in Meadow Vista Lane
Common Open Space AUTI 11ro UO .91 Ap#
sq. ft, <; 39 11,25-1 Approximately 147 linear fket in White Hart Court
Nl"v/- .0,
1* 11 A c* Traverse HYDRANT sq, ft.
"I \toly 417 ear ft in \Ashley Oaks Curt
7, 91 Approximate
-sq ft. 61% Approximate) ear f tin �Vden Glen C urt
- _� _IV_ 1 0,
20,796 12,000 0) Approximately 163 lin or feet In moss Oaks C, U t
♦ sq. ft. sq. ft. 7,165 6 L=Zd.
t�,Ir \ApproximatelyJ052 linear feq Total in Develop ent
7 1 987---
noch
ngineers , P.A.
CONSULTING ENGINEERS & SURVEYORS
1403 NC Highway 50 South - Benson, NC 27504
Phone: [phone] Fax: [phone]
E-mail: [e-mail]
NC Him License #C-2061
S. L) wn here n are ff) be 9 Public edicate R/ vv.
H construct* 7 shalle in occtordan e with wn of Angier, Harnett County and/or
-74 8,445 8 NO DOT Standards a applicable.
vy Hands P sq. ft.
0 1 1 1
17,642 All lots shall b served by To of Angler Municipal Water and Sewer. Any utilities not located
AUTO 10,5 5� U
sq. ft. HYDRANT 150 sq, ft. in the � 0 lity Easement sha// 1have a public de icatdnde,dicoted on the recorded plots.
Tft. h0, �'o. 31 9 All Drainage ea t are t be p manen & publi� maintenance of a// said drainage ea er ts
16 6, 4_ (�) 01 .1.1 shall be resp nsibili of t Homtowners Association an shall be enforced by restrictivet,
36 4 'JO L_ U, i d � =en �ants.
t 8, 824 8' V1, 00 Refer to approved co struct n plans for a// final utility on,\dr
16,201 b sq. L, 6 CP olnage locations.
q. ft. C-16. ZO ,-Q i0o &,Iult - \ Developer sh /Z -'on to t o 4// Town of Angi r, Horne �n 'd n d10 r N
\1� 01X_ 8,41 11 0 @sq. Count
V 9 0 ft - as a licable
12" soil and e sion regulations t
t ` �±
The hom e w ers a soc/ar/o shall b respon ible for 01� g all the Open Space, streat
16 r61 16,492 any or 0 drainage
- ag I Yain n _k trees. and
ft. d n easemen s acros any to or open space. Street --Trees, I-­p­&r-perMAY NOT be removed.
a...:.
Roll dwo AUTO -RUSHY 90 2' L 't Station No UNPEI�MITTED disturbon e is permitted within thsi� JO f Blueline stream buffer as shown hereon.
io C)
HYDRANT 21 01 U,//U Hydl ?t fights h // b installed qier-B-egula tio� ��=22- dth an ts and Street e 6 er Town wn pf-An
0
1 f IN 245.1' sq. ft. a I e K17 n
V % f
Yvonne r G ry Public Utility Easement,-, A at lines z�a// be d signe4dso d seal d by 0111censed engineer
2'-6" — �Tvn of A ier ring the perr��tting a d const ction phase. This is for planning
re tren� only. All water lines tha serve fire hydrant shall e
fire
meet flow req*ements`�
B 2447, Pa e 644--- 61�1' 8,888 a// b
�7-976 X 0, sq. ft.
_4
M Number J 17,188 VQI no ss than 6 eter and
♦V_� 6 10
2'-6" ROLLED TYPE GUTTER 24 e'walks shall bo�s* s an fire
per\ Town OX Angier Standards and Specifications-
♦7 :7,
11,177 sq. t. V
8,264 01
- \ 'a-. I 15J,3
HHYDRAN \ %
Sq. ft, ft.
GENERAL NO TES. . 1 4 \IX
16,116 ZN 3 50' Right -of- ay J
1. CONTRACTOR SHALL VERIFY THE LOCH sq. 146 10, StreetStreet
t & Tree, Utilit
4'-0- '�l
5'-0" 4'-O"Orainage Ysm
O\, ALL EXIS NG
2 S Tree,
UTILITIES, AND SHALL BE RESPONSIBLE FOR ANY D A Drainag 5
N 182 7' Wetland PaT�ement
RESULTING FROM HIS ACTIVITIES. CALL UTILITY L ID -,i Isidewalk
�1� 0 V J /I
SERVICE 48 HOURS PRIOR TO EXCAVATION. 155.5'cn 0 11 -4 4 1112"
2. ALL CONSTRUCTION AND MATERIALS SHALL BE A CC ORL:� 114 114" lit ft
THE TOWN OF ANGIER AND/OR NCDOT STANDA A E�C A L-13 LIffer
N \CE W1 TH
J. TOPOGRAPHICAL INFORMATION AS PER NO LIDA D TA. Greek 2" 3- .5 B Superpove s halt Mix
P CIFIC \8" ABC, Type B Curb & Gutter
4. NO CONSTRUCTION SHALL BE STARTED PRIOR TO GRADING PERA�ff\ 9" STBC, Type A or 2'-6')�7
3 1-1/< S-9.5xsupe ave spholt ix
BEING OBTAINED FROM HARNETT COUNTY EROSION CONTkTOLX IQ VIn, �, -9--R 4
_-T I D\\k? 978, )
V I - VP AT 90 ROAD cp?twn NT
e 4 1-4— 1---
of To
TO ca t
LHBR-927 P

sT
LU
Z
J
ri
O
0
L
w
O
D
Z
Z
J
r
O
0
16
V
A)
0
Q
VICINITY A11AP
No Scale
-� -a TEMPORARY DIVERSION BERM (TDB
(7 DAY STABILIZATION TIME FRAME
-•-•-_-•--•-_-•-•- TEMPORARY SILT FENCE (TSF)
D sonoon D LIMITS OF DISTURBED AREA
TOTAL DISTURBED AREA=19.8 ACRES
100 EXISTING CONTOUR
100 FINISH GRADE CONTOUR
CATCH BASIN DRAINAGE AREA
me TEMP. SILT FENCE OUTLET (TSFO)
REMP. ROCK CHECK DAM (TRCD)
Phase 1
Ben ton Poin t
Plat Cabinet "F". Slide 782D
AV
^---,.1E74PORARY SKIMMER BASIN 11 W/BAFFLES \ 3
DA=1.2AC. 0S
ik to \ TOTAL DRAINAGE AREA=2IAC. �, ASS
r 1 Q10=(0.3)(7.2IN/HR}(2.1AC.)=4.5CFS PP
VOL REQ'D=1,60 F/AC*(1.2AC)=2,16QGF
SURFACE AREA REQ'D=325SF/CFS*(4.5CF5)-- 1,463SF TEMP. ROCK CHECK W R
CO TOP L=50', TOP W=30', D=2' ` Sec t%On Jam, Ph aSE 1 r � � \ DRAINAGE AREA-0.7
(2:1 SIDE SLOPES - 7 DAY STA8IUZATION TIME FRAME TYP.) Ben ton Place �� DA=0.5 AC.
\ 7-�- s�'CP�nD� 1'500SF Plat Cabinet "D'; Slide 199A/�� :< _' ��'' WEIR LN GT -
\ / ( / \ SKIMMER SIZEWEIR -- 1.5' ` ^B :,\ VOLR REQUIRE 2.5'
\ / ` YREQUIRED=3,fi00AGf(0.5AC)-1 SOOCF
SKIMMER ORIFICE DVAMETER=1" ` / w.ti 3 \ 3t5 UPSTREAM SIDE QF CHE DAM
DEWMERING TIME: 2.6 DAYS 1 \ 00-
/ fQIE: CLEAN BASIN WHEN 50% FULL DURING CONSTRUCTION. SILT FENCE
WH * p
Sect 3, Phase UPSTREAM AREAS ARE STABLE AGAINST EROSION AND PERMISSIOHN HI AS
\ l ll Ben n Place BEEN OBTAINED FROM NCDEQ. REMOVE TEMP. BASIN INSTALL PER ENT oUt� PPS' TEMP.
AND SEED ALL DISTURBED- PER SEED SPECS.
l Plat Cabinet "E", Slide 50FZS ` \ cr / •ae /
\ _ _- _- \� i - �CE
awl I ------- �.. �, �, . � .•;.��.�� :.� W„v _� ; •r.--
Q11----------- ---- Common Ex G CONC. WASH OUT de �
0 / ------ f t „6fd3 h_,." a• ^ \., �i NPDES PERMIT BOX G
._ _ 4 �.=9?��>.�;_.,usE •CB� ,_^u. ,.�,t,. � �+ , cJg' Q �\
R/Q\i
�/
t
_ O f , l ..� --/f `! / ,._ Ex. dire H
Fiber ,
Z� TEMP. ROCK CHECK DAM W R
DRAINAGE ARFA=0.5 AC.
A 5 AC.
010=1.4CFS
'3r
WEIR LENGTH-2.0 VOL REQUIRED--3,600CF ACi(0.5AC)-1,6000E
,.
�g EX VATS 15'X40'X3'DEEP STORAGE ON
2. , 1 , W _ ^i+1Q'-73s„-'COmrklOn G'"i P U SIDE OF CHECK DAM
_ 0 OJ PP
1 _ _. peen ti , - d� /
_ _r
;,. 67 „" '4 / 3 3 i t Space:_ dt0 1, 4 c�\�d
_ to
--- •s.. OUTLET PRO N {� ,
..1,.,�,/,.� _:..', /'. +_ f ,FT -,I -`a � _. --_--' r'I ) hf.�� �� .,n ,.., ,..;•- i3 s� � •4aa 5d ''I
J,..
I"
\qe \
0 I
tS p \ Ex. Sanitary S@wer Manhole
Rim = 303.05 \
Inv in = 291.78 f PVC \ ''
Inv Out = 291.71 \8 PVC
Phase 2
Ben ton Point
Plat Cabinet "F'; Slide SODALL
INSTALL FORCE MAIN \ "� rM
IN CUL-DE-
OPEN cur METHOD. T\
SEE PAVEMENT�,
REPAIR DETAIL 1 h
•�.. � �' t;../ "" � � h s., r we _,..,_: ���� � v'�,
SEEDING SPECIFICATIONS u ,� . c -'� •''
SEEDBED PREPARATION
THOROUGHLY CULTIVATE LAWN AREAS BY DISCING TO A DEPTH OF 6" AND
RAKING THE SURFACE SMOOTH TO REQUIRED GRADES. APPLY 4,000 LBS. OF O f :4.- ...,,.
AGRICULTURAL LIME PER ACRE AND 1,000 LBS. OF 10-10-10 OR EQUIVALENT cy `;� `fCommon Open S ^e
FERTILIZER PER ACRE. ace p Space ti
TEMPORARY SEEDING
WHERE TEMPORARY SEEDING IS REQUIRED PRIOR TO SEEDING OF PERMANENT
LAWNS OR FILL SLOPES, PROCEED AS FOLLOWS: !' �'� `;; '`I y`✓ '� `
AUG. 15TH-MAR. 1ST SOW RYE GRAIN AT THE RATE OF r/
120 LBS. PER ACRE ..
MAR. 1ST-AUG. 15TH SOW GRAIN MILLET AT THE RATE ^:}l
OF 40 LBS. PER ACRE.
PERMANENT SEEDING rj
SEASON VARIETY RATE(}I BS/ACRE)
AUG 15 - NOV 1ST KOREAN LESPEDEZA 50
OR KOBE LESPEDEZA 50
ti
AND TALL FESCUE 60 '
NOV 15 - MARCH 1ST TALL FESCUE 120
AND ABRUZZI RYE 25
MARCH 1 - APRIL 15 TALL FESCUE 120 ,
APRIL 15 - JUNE 30 HULLED COMMON BERMUDA 12 ;
JUNE 30 - AUG 15 TALL FESCUE 60 --`
AND BROWNTOP MILLET 25
MULCHING
IMMEDIATELY AFTER SEED AREA SOWN, MULCH THE ENTIRE AREA EVENLY WITH
A LAYER OF WHEAT STRAW TO PROTECT AREA FROM EROSION. MULCH TO BE
APPLIED AT A RATE OF 75-100 LBS. PER 1000 SQUARE FEET.
SECURING MULCH: Yvonne Y. Gregory �
THE MULCH SHALL BE HELD IN PLACE BY EMULSIFIED ASPHALT BINDER ON D B 2447, Page 644
SLOPES 2 TO 1 OR STEEPER, OR AS REQUIRED. APPLY ASPHALT AT 0.10 Map Number 2007-976
GALLON PER SQUARE YARD. IN HEAVY TRAFFIC AREAS, USE TYPE "RS" OR
"CRS" TO MINIMIZE REMOVAL OF TACK COAT. SYNTHETIC BINDERS MAY BE /
TURER TO ANCHOR THE MULCH
USED AS RECOMMENDED BY THE MANUFAC
TEMPORARY CHANNEL LININGS IF REQUIRED SHALL BE INSTALLED IN AREAS AS
SHOWN ON PLANS, OR AS REQUIRED TO PREVENT EROSION. LININGS AREA TO
BE LEFT IN PLACE THROUGHOUT PERMANENT SEEDING PROCEDURE.
MAINTENANCE
I. TEMPORARY SEEDING:
RESEED AND MULCH AREAS WHERE SEEDLING EMERGENCE IS POOR, OR
WHERE EROSION OCCURS, AS SOON AS POSSIBLE. DO NOT MOW.
PROTECT FROM TRAFFIC AS MUCH AS POSSIBLE.
Il. PERMANENT SEEDING:
GENERALLY, A STAND OF VEGETATION CANNOT BE DETERMINED TO BE
FULLY ESTABLISHED UNTIL SOIL COVER HAS BEEN MAINTAINED FOR ONE
FULL YEAR FROM PLANTING. INSPECT SEEDED AREAS FOR FAILURE AND
"JUTE NET" TEMP.
MAKE NECESSARY REPAIRS AND RESEEDINGS WITHIN THE SAME SEASON, IF
SWALE LINER AS
POSSIBLE.
SHOWN
RESEEDING --IF A STAND HAS INADEQUATE A UATE COVER RE-EVALUATE CHOICE
OF PLANT MATERIALS I LS AND QUANTITIES OF LIME AND FERTILIZER.
?' 2 :• 1
1
RE-ESTABLISH THE STAND AFTER SEEDBED PREPARATION OR OVER -SEED
THE STAND. CONSIDER SEEDING TEMPORARY, ANNUAL SPECIES IF THE
X5 4, 5 1
TIME OF YEAR IS NOT APPROPRIATE FOR PERMANENT SEEDING.
SEE PER
NOTE: Pursuant to G.S. 113A-57(2), the angle for graded slopes and fills
PERMANENT SWALE "A" PROJECT
SPECS
shall be no greater than the angle that can be retained by vegetative cover
NTS
or other adequate erosion -control devices or structures. In any event, slopes
left exposed will, within 14 calendar days of completion of any phase of
grading be planted or otherwise provided with temporary or permanent ground
SWALE CALCULATION TABLE
cover devices or structures sufficient to restrain erosion. Pursuant to G.S.
113A-57(3), provisions for permanent ground cover sufficient to restrain
erosion must be accomplished for all disturbed areas within 14 working days
or 90 calendar days (whichever is shorter) following completion of construction
or development. \ l
VEGETATION MANTAINANCE:
IF A STAND HAS INADEQUATE COVER, RE-EVALUATE CHOICE OF PLANT
MATERIALS AND QUANTITIES OF LIME AND FERTILIZER. RE-ESTABLISH THE
STAND AFTER SEEDBED PREPARATION OR OVER -SEED THE STAND. CONSIDER
SEEDING TEMPORARY, ANNUAL SPECIES IF THE TIME OF THE YEAR IS NOT Q
APPROPRIATE FOR PERMANENT SEEDING.
,�WetJanclxs` ;
r
�C
fflllw,sol�
TOTAL DRAINAGE AREA=2.9AC.
410=(0.3)(7.21N/HR)(2.9AC.)=6 CFS s
VOL REQ'D=1,80DCF/AC*(2.9Aq)=5,220CF
SURFACE AREA REQ'D=325SF/ *(6.3CFS)=2,048S'F`
TOP L=70', TOP W=35', D=3'f ^- ^
(2:1 SIDE SLOPES - 7 DAY UZATION TIME FRAME TYP.) ^�
SURFACE AREA PROMDED=Z459SF -
VOL PROVIDED=5,604CF
WEIR WIDTH=V y-
SKIMMER SIZE 1.5' y-
SKIMMER ORIFICE DIAMETER=4-
DEWATERING TIME: 2.8 DAYS ✓ f f y�
SEE NOTE O TSB#1 1 1
"JUTE NE ' TEMP.
SWALE LINTER AS
SHOWN I
• 1
5A 15
6'
SEE PER
PERMANENT SWALE "B" PROJECT
NTS SPECS
LOT
Q1O(CFS)
SWALE SLOPE
n
NORMAL DEPTH
(FT)
VELOCITY
(FT/S)
SHEAR STRESS
REQUIRED (PSF)
SHEAR STRESS
PROVIDED (PSF)
SWALE TYPE
4/5
1.2
2.5%
0.03
0.14
1.9
0.22
0.45
A
8/9
4.0
0.9%
0.03
0.38
2.0
0.21
0.45
A
11 /12
6.0
0.7%
0.03
0.41
2.0
0.18
0.45
B
14/15
3.2
0.5%
0.03
0.39
1.6
0.12
0.45
A
16/17
2.9
1.5%
0.03
0.22
2.0
0.21
0.45
B
19/20
3.2
0.9%
0.03
0.33
1.9
0.19
0.45
A
22/23
1.2
2.4%
0.03
0.15
1.8
0.22
0.45
A
OF
Y.
I
10
-V(P-
^ 1
-Wetlands-
CO � t3 V10=4.9fps
' ID G
CL Qfuli=.8.tcfs
Z I-: Vfull=4.6fps
4
'
OUTLET P EG �N 2
_^
a 04 CLASS 1
Qfufl ,
_yf?�tE 3 7fpsl
v
Lo=4xD=Bit
O Z CZ D50=3'
' /
f,
DEPTH=12'
WW1=3XDO=4.W
-1
1t
W2=1.25XW1=6'
_ � :_, � 11
i
=,3" --��-
-'"`•�
- - -
•]TEMPORARY SKIMMER BASIN W BAFFLS
DA=2SAC.
_ kkP4{♦=12'
W1=3XDO=3.75'
W2=1.25XW1=5'
TOTAL DRAINAGE AREA=2.5AC.
010=(0.3)(7.21N/HR)(2.5AC.)=5.4CFS\•
VOL REQ'D=1,8000F/AC*(2.5AC)--4500C1�
SURFACE AREA REQ'D=325SF/CFSR(5 4CFS)-1,`55SF
TOP L=60', TOP W 35', 0=3
^
(2:1 SIDE SLOPES - 7 DAY STABIUZATION TIME FRAME TYP,)
-^-
SURFACE AREA PROVIDED=2,100SF
VOL PROVIDED=4,734CF
OUTLET PROTECTION J3
WEIR WIDTH-6'
SKIMMER SIZE 1.5'
�- - Q/0-4.Ocfs
y� VI0=4.2fps
SKIMMER ORIFICE DU+METER=1.25'
DEWATERING TIME: 3.5 NAYS
SEE NOTE O TSUJI
Qfull=4.6cfs
31�
G Vfult=3.7fps
^`ands ;. DO=1.25'
?` ZONE=1
CLASS=A
^ ^. La=4XDO=5ft
^ ' D50=3'
lEM SKIMMER BASIN #3 W BAFFES
`^ DEPTH=12'
DA=2.7AC.
` W1=3XDD=3.75'
TOTAL DRAINAGE AREA=2.7AC.
W2= 25XW7=5
Q10=(0.3)(7.21N/HR)(27AC.)=5.8CFS
VOL REQ'D=1,800CF/AC*(2.7AC)=4,86OCF
-": OUTLET PROTECTION
I4 Lindsey Cobb
SURFACE AREA REQO--325SF/CFS*(5.8CFS)=1,885SF
l Rachel Lilly Y
TOP L=65', TOP W=35', D=3'
410=6.Ocfs
D 8 3389, Page 760 (2:1 SIDE SLOPES - 7 DAY STABILIZATION TIME FRAME TYP.)
ID",
V1O=4.2fps
P C Slide 9A
SURFACE AREA PROVIDED=2,275SF
Qfull=4.6cfs
VOL PROVKD=5,169CF
Vfull=3.7fps
WEIR WIDTH-4
v .. DO=1.25'
SKIMMER SIZE Le
t U _ ZONE=1
s {. CLASS�4
OUTLET PROTECTION #5
SKIMMER ORIFICE DIAMETER=1.25'
DEWATERING TIME 3.8 DAYS
Lo=4XDO=5ft
DA=T.tac
_ D50=3"
Q10=3.2efs
SEE NOTE O TSB¥t
DEPTH=12'
V10=4.Ofps
I Wt=3XD0=3.75'
Qfull=4.6cfs
_ W2=1 25XW1=5'
VfWi 25fPs
ZONE=1
=A
. n,-��� _
_
Lo-_4X�-5ft
_^ v^
D50=3'
DEPTH=12'
^
W1=3XDO=3.75'
i
W2=1.25XW1=5'
TEMPORARY SKIMMER BASIN #4 W BAFFLES
0 1
OUTLET PROTECTION 6
D TOTAI_ DDRRAL'C
AINAGE AREA=2.9AC.
=1.Oac
Q10=2.9cfs
410=(0.3)(7.21N%HR)(2.9AC.)=6.3CFS
,.
V10=3.fps
Qfull=4.6cfa
VOL REW D=1,800CF/AC*(2.9AC)=5,22OCF
SURFACE AREA REQ'D=325SF/CFS*(6.3CFS)=2,048SF
_
f
Wuli=3.7fps
TOP L=70', TOP W=W. D=3'
DO=1.2W
(2:1 SIDE SLOPES - 7 DAY STABIUZATION TIME FRAME TYP.)
ZONE=1
-A
SURFACE AREA PROVIDED=2,450SF
CLASS
VOL PROVIDED=5,604CF
`^N
^�
La=4XD0=5ft
WEIR WIDTH=6'
\
D50--3'
SKIMMER SIZE: 1.5'
DEPTH=12'
SKIMMER ORIFICE DIAMETER=1.5'
8 - ,
Wt=3XDD=3.75'
DEWATERINO TIME 2.8 DAYS
_Q --. X
i
W2=1.25XW1=5'
SEE NOTE O TS0l1
,
TR D
OUTLET PROTECTION 7
Juc
Q10=3.2cfs
`
` V10=4.Dfps
\ ;
Qfull=4.6cfs
Vfuli=3.7fps
20
DO=1.25'
ig
CLinns-a
La=4XD0=5ft
DEPTH=12'
W1=3XDO=3.75'
W2=7.25XW1=5'
CONSTRUCTION SEQUENCE _
1) INSTALL THE TEMPORARY CONSTRUCTION ENTRANCE.
2) INSTALL EROSION CONTROL MEASURES AS SHOWN ON PLANS.
3) COMPLETE INSTALLATION OF SITE DRAINAGE NETWORKS AND SITE SWALES
WITH ASSOCIATED EROSION CONTROL PROTECTION BEFORE BEGINNING SITE
GRADING.
4) STRIP TOPSOIL.
5) GRADE SITE.
6) GRASS AREAS THAT WILL NOT BE: DISTURBED.
7) INSTALL UTILITIES.
7) PLACE BASE -COURSE
8) SEED AND MULCH ALL AREAS TO PROVIDE PERMANENT GROUNDCOVER
WITHIN 14 WORKING DAYS FOLLOWING COMPLETION OF ANY PHASE OF
GRADING, AND WITHIN 14 WORKING DAYS OR 90 CALENDAR DAYS, WHICHEVER
PERIOD IS SHORTER, FOLLOWING COMPLETION OF CONSTRUCTION OR
DEVELOPMENT.
9) MAINTAIN ALL TEMPORARY MEASURES UNTIL PERMANENT GROUND COVER IS
ESTABLISHED.
10) NO SEDIMENT OR EROSION CONTROL MEASURES ARE TO BE REMOVED
WITHOUT THE APPROVAL OF AN NCDEQ INSPECTOR:
NOTIFICATION OF COMBINED SELF -MONITORING AND SELF -INSPECTION FORM:
THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE THAT PERSONS
RESPONSIBLE FOR LAND -DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH I PHASE OF THE
PROJECT TO MAKE SURE THAT THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING
FOLLOWED. RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS TOOK EFFECT OCTOBER 1,
2010.
TO SIMPLIFY DOCUMENTATION OF SELF -INSPECTION REPORTS AND NPDES SELF -MONITORING REPORTS,
DWQ AND DEMLR DEVELOPED A COMBINED FORM. THE SELF -INSPECTION PROGRAM IS SEPARATE FROM
THE WEEKLY SELF -MONITORING PROGRAM OF THE NPDES STORMWATER PERMIT FOR CONSTRUCTION
ACTIVITIES. THE FOCUS OF THE SELF -INSPECTION REPORT IS THE INSTALLATION AND MAINTENANCE OF
EROSION AND SEDIMENTATION CONTROL MEAS
URES ACCORDING TO THE APPROVED PLAN. THE
:
INSPECTIONS SHOULD BE CONDUCTED AFTER EACH PHASE OF THE PROJECT, AND CONTINUED UNTIL
PERMANENT GROUND COVER IS ESTABLISHED. THE FORM CAN BE ACCESSED.AT:
HTTP://PORTAL.NCOENR.ORG/WEB/LR/EROSION
IF YOU HAVE QUESTIONS OR CANNOT ACCESS THE FORM, PLEASE CONTACT THE FAYETTEVILLE REGIONAL
OFFICE AT [phone].
NOTE. A SEPARATE EROSION CONTROL PERMIT WILL BE REQUIRED FOR EACH INDIVIDUAL LOT PRIOR TO
LAND DISTURBANCE.
NOTE: NO SURFACE WATERS, WETLANDS, OR FLOOD ZONES ARE TO BE DISTURBED DURING
CONSTRUCTION.
PURSUANT TO G.S. 143-215.1 ALL PERIMETER DIKES, SWALES,
DITCHES, PERIMETER SLOPES AND ALL SLOPES GREATER THAN 3
HORIZONTAL TO 1 VERTICAL (3:1) SHALL BE PROVIDED
TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER
AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7
CALENDAR DAYS FROM THE LAST LAND DISTURBING ACTIVITY.
1) Ground Stabilization*
Site Area
Stabilization
Stabilization Time
Description
Time Frame
Frame Exceptions
• Perimeter dikes,
swales, ditches
7 days
None
and slopes
• High Quality
Water (HQW)
7 days
None
Zones
If slopes are 10' or
• Slopes steeper
7 days
less in length and are
than 3:1
not steeper than 2:1,
14 days are allowed.
• Slopes 3:2 or
7-days for slopes
hatter
14 days
greater than 50 feet
in length
• All other areas
None
(except for
with slopes flatter
14 days
perimeters and
than 4:1
H W Zones
"Extensions of time may be approved by the permitting authority
based on weather or other site -specific conditions that make compliance
impracticable" (Section IL3(2)(b))
NOTE: WETLANDS DELINEATED BY:
ADAMS SOIL CONSULTING
1676 MITCHELL ROAD
ANGIER, NC 27501
NC LICENSED SOIL SCIENTIST
LSS #1247
_
r 9'• ' 2 2
V10=5.Ofps
O V
? 1�
'c3 ,
Qfull=8.9cfs
Wull=7.3fps
ZONE5'
=1.
ZONE1
CLASS=A
_ y 1
La=4XDO=5fL
___ - ,
\ �
D50=3
DEPTH=12'
W1=3XDO=3.75'
Wetlands
W2=1.25XW1=5'
✓y,�^r.. ,� u
,.1 ` ,,,, s
..•i,
TEMPORARY SIMMER BASIN IS W BAFFLES
DA=2Z9AC.
TOTAL DRAINAGE AREA=2.9AC.
/ t ,�
Q10=(0.3)(7.21N/HR)(2.9AC.)=6.3CFS
VOL REQ'D=1,80OCF/AC*(2.9AC)=5,22OCF
SURVEYED BY
SURFACE AREA REQ'D=325SF/CFS*{6.3CF5}=2.046SF
74P L=70', TOP W=35', D
S TA NCIL & A SSOCIA
TES
Clara S. Young
9
=3'
SURFACE AREA PROVIDED=2,450SF2:1 SIDE SLOPES - 7 DAY LIZATION TIME FRAME TYP.)
PROFESSIONAL LAND SURVEYOR, P.A.
C-0831
DB978 Pae414
g
YOL PROVIDED=5f04CF
WEIR WIDTH=6' '
98 Depot Box t Street, P.O. B730, Angier,
p g
N. C. 27501
SKIMMER SIZE: 1.5'
SKIMMER ORIFICE DIAMETER=1.5'
[phone] [phone]
(FAX)
DEWATERING TIME 2.8 DAYS
SEE NOTE O M%j
stan cilsurvey©gmaii. com
Developer
Montague Development, Inc.
10305 Penny Road Raleigh, NC 27606
919-362-7336
GRAPHIC SCALE
100 0 50 100 200
400
( IN FEET )
I inch - 100 ft.
O
•
�o
4.4
✓
N
5110
r
00
ol
N u
W
U•�a`��
O
Mw�°w
bi)�
U i
Uoa
W
O
1¢-
z ll
02
O
w
0
_ 2
0
�
LLJ
>
o0
¢ CN
U
U N
Q I
o
z
O
z
�
m
0 ¢
m ¢
m
0
75
Of
a
z °
LLJ
le
ILL
z
O
(5 W
Lj
�w
0
z
w
W
v
}
z
0
�
C
An
z
w
O
Ca
w
�
d
O
a
N
O
N
I
co
O
I
N
O
ts"
ZU
z
>
C:)~�
� ryO
-�>v
O OIf) \1W
Q Cn �
p ��¢
-u �..m=
C.0
J
w
a CD c4
W G (
LL-
w 0 -N
Z wZ
5 c��z
O 1i1
�L0
uW z0J
W %Z-OQ
a rz
a>
�
z
w
_
0
z
Goa
G
Q
a
W
W
z
z
w
C)
W
W
2-1
0
cm
W
G
J
m
G
�'
o
L)
O
0
rA
1�1
a
�
Q
0
a�
5
U
7.
S.
G
E
a
v
0
EE PROJECT:~
y0

VICINI TY MAP
No Scale
100 EXISTING CONTOUR
too FINISH GRADE CONTOUR
CATCH BASIN DRAINAGE AREA
Phase 2
Ben ton Point
Plat Cabinet "F". Slide 809A
LU
z
z
0
(D
Lr)
0
z
z
C>
C)
0'
CL
X
V yv
11000'
Clara S. Young
D B 978, Page 414
in trot
E A
Conmkig Engnms S
1403 NC Hwy 50 South
Berwti NC Z75041
[phone]
CL
2
4
LU
LU
z
LU
A
0
2:
LU
0
(D
on
•
OP)
0
z -0
'j 00 4-
0 V (18 3
in
gp�
c)
0
Cn
-0
U
Cd 00
z ?fi Iz-1
E
ZCn
oo
S
75
E
46i
Et
ensfy-Dtiabon-Frequency Data 5-Xe ti) + 0.5(End Section Codon-ring to FiltSlope) =1-5
Tfrne 6-; HW(4* Gortrded) + (112fte Dian-etef + jfQ(Gd`A),&(2"q)k
5 rnin. If) nin. 15 min- 30 ruin I hr
7.22 6.13 525 371 2A1 H=hf+hm
819 7.01 6.03 1 4.32 224 ff
_4
9.96 7.71 &64 1 4+8 317 hM E,22Ke,(y)D
j
h1tensit", ofifty l
Duration
low'.
25'ff.
50 yr.
STORM DRAINAGE
-PIPE SCHEDULE
Pipe
Beg. hv+
ft,
End trw
End@
Len.
DZ
Slope
Material
W'
Rat. C
D.A. per CS
Total DA,
010
025
050
cWt
(ft)
in.
( %)
(SF)
(acres )
(ds)
(cfs)
(cfs)
WS)
-
PIA
292,55
24"NV
292.41
CB4A
18
24
0.8
RCP
0,013
0.30
257004
5.90
12.8
14.5
15.9
19.9
P1
292,41
CB1
29219
CB2
27
24
0.8
RGP
0-013
0.33
IW44
8.30
19-5
22.1
24-2
204
P2
292-19
CB2
292.05
FESI
i8
24
08
RCP
0.013
0.33
17424
6.70
20.8
23.6
215.8
199
P3
295.1I
r-63
294.9a
CP3A
27
15
0.5
RCP
0 013
6.40
13068
0.30
0.9
1.0
1-1
4.5
P4
294-90
CP34
294..88
FES2
20
I5
0.5
RCP
0-013
0.40
4356
a 40
12
13
1.4
4.6
P5
291-96
CB5
291.82
CB&
1 27
1 15
0.5
RCP
0.013
0,40
1 52272
1 1.20
1 3.5
1 3.9
1 4,3
1
P6
291.22
CB6
291.72
FES3
1 20
1 15
1 0.5
RCP
0.013
MG
1 17424
1 1,60
1 4.6
1 5.2
1 5.7
1 46
P7
289,,03
cK
288.83
GB8
1 40
1 15
1 0.6
RCP
0,013
1 040
1 B7120
1 2.00
5.8
1 6.6
1 T2
4.fi
73
FES4
20
15
0.5
Rr- P
0.013
OAG
1 43,%
1 2,10
6.1
1 62
1 7.5
4.
P9
287.56
CQ9
287,43
GBIG
27
15
0.5
RCP
0.013
0.40
1 43560
1 1,00
2.9
1 3.3
1 3.6
45
P10
287-43
CRIG
287.23
FES5
20
15
0,5
RCP
0-013
0.40
1 4356
1 110
12
1 3-6
1 19
4+6
P1 f
28613
CB11
280.60
CR12
27
1 15
1 0-5
RCP
1 0,013
040
1 39204
1 0.90
2.6
1 2.9
1 3.2
4-5
P12
2196,60
CB12
286.50
FESS
1 20
1 15
1 0,5
RCP
1 0.013.
1 0,40
1 143%
1 1.23
16
1 4.0
1 4.4
46
P13
295.71
CB13
286.55
CB14
1 32
1 15
1 05
RCP
0,013
040
435W
1.00
2-9
1 3.3
1 3, f,
46
P14
285.55
CB14
285.45
FES7
20
is
0.5
W
IAA
1 3-2
1 3.6
1 3-9
4.6
P15
2,94.80
GB15
28400
1 FEW
1 69
j 15
1 1.2 1€MCP
0.013
GAG
1 17424
1 0.40
1 1-2
1 1-3-T
1A
1 7.0
. .. .... .. .. . ...
Project
Lynn Ridge
Locafi.Gn
Harnett Courdy, North Carolina
Project No,
6007
Date
-r4,2018
Na%mnbL
... .... .. . .... Repat�:d Byi
Fleet Temple
:Area (acres)
H = Head Loss Due To Friction (ft)
Hetao Loss Dile To Mimr Lossels, (k).
-.-Ittensity
anlft Fil£til,�'.Ss Coeffident .... ....
........
K,- Arrnrpnats I n-m Cnpffir iprl
Pipe Leqqh (ftj Cd,=
HiN = Headmiter
Diameter ((in) ... 'PJV= Tailwater
HEADWATER CALCULAnONS
I CWfd
owe( �fd
Controlling
Headnter
mea&Aer
Elevation
T.G. Elevation
Over -
topping
Pipe
Cd
HIN
Tw
H
Ke
Irn
H
HW
PIA
0.6
29426
3.77
O.
1.5
039
0,44
296,62
cult
296,62
29TOG
no
P1
0,13
295-07
2,89
020
1,5
0.90
1AD
29618
Ckkiet
29610
296.35
to
P2
0,6
295,08
1,00
0,15
1.5
1,02
1,17
29422
1 Wet
295,08
296,35
na
P3
0.6
295.76
0.66
0,00
1.5
G.Oi
0,02
295.66
Wet
295.76
2-%.61
no
P4
0.6
295-64
0-63
0,01
1.5
0-02
OM
295.53
Met
295,64
298.61
no
PS
0.6
292,93
124
0.00
1-5
1 0.19
026
1 29332
1 OL4L-t
29332
295A6
w
P6
1 0.6
293,06
0.63
0.10
1,5
1 0,33
GA3
29238
kkt
293.06
295A6
nG
P7
0,6
290B1
168
0.32
1,5
1 052
0,B4
291,35
Cait f
29
P6
0,8
290.51
0.63
0
290.51
292.88
no
P4
1 0.6
288,42
0.91
OD5
1 1,5
1 0.2
1 0.18
28&52
Outfe-t
209.52
2-91-06
no
P10
1 0.6
28&34
OM
0,05
1 1-5
1 016
1 0,20
288.16
291.06
no
Pill
OB
28T65
0.99
0.04
1 1-5
1 0,10
1 O.
28734
CqL-t
287 74
1 290-23
1 no
P12
0,6
287-59
0,63
0,06
11.5
020
026
257.38
tr*-A
297,59
1 290.23
1 no
P13
0 L,
286,57
1 0,91
0D8
1!5
0,13
1 0,19
286.68
Odlet
286.615
289,21
no
P14
OB
MA6
1 0-63
005
1 1-5
0A6
1 020
28628
f et
286.A6
289M
no
0,6
205-46
1 063
0-02
1 1-5
0,02
1 0:04
284.67
Wet
29546
IMPERVIOUS CALCULATIONS
1378171 SQ. FT. SUBDIVISION
6685 SQ. FT. SURFACE WATER (DITCH)
TOTAL PROJECT AREA= 1 378171-6685= 1371486 SQ. FT,
1371486 X 0.24=329157 SF TOTAL IMPERVIOUS ALLOWED
329157 MAX ALLOWED
-32031 SF SIDEWALKS
-107865SF ROAD
189261SF FOR LOTS/77 LOTS
=2457SF/LOT=189189SF
SURVEYED BY
STANCIL & ASSOCIA TES
PROFESSIONAL LAND SURVEYOR, P.A. C-08JI
98 Depot Street, P.O. Box 730, Angier, N.C. 27501
[phone] [phone] (FAX)
s tan cilsurveyggm ail. coin
Developer
Montague Development, Inc.
10305 Penny Road Raleigh, NC 27606 919-362-7336
GRAPHIC SCALE
100 0 50 100 200 400
( IN FEET )
I inch = 100 ft
000�
6i
0 -
CD
CD
Z
02
N-
R
0
w
< 0
co
-i Z
<
0
it
U3
>
LU
t-- E;
< C-4
Uj
0�'-'
0"'4
w I
O
0
<
<
<
M <
m
ry
LU 0-
Z
z r)
i�:
LU
�-'
0
LL
Z
0
LL
OW
< Li
LLJ
0
W
Z
w
0
Q
0
LLJ
>
<
IL
Cf)
LLJ
O
LIJ
O
to
CD
CN
CD
CD
I
C14
O
-
P
eoo�
Cn
Cu
n
Lij
0 z
*0
wUj
0 F-
<0(0
ry
ry LLI 0
0 >-
LLJ C.)
LLI
M
>
0
0
0
M
:2 0 F-
0 p LLJ
>- a- -r
ct�
0
OaV LLJ
0Lf') 0
.2
0
C) U z
< ry
LLJ Z o W
0 a- z tr) I
0
n --1 <
X C) <
0
ry
CU
O
EE PROJECT: 500�7 cD
w
S-4
0
OF 16 )

DESIGN CRITERIA
AGGREGATE SIZE - USE 2-3 INCH WASHED STONE.
DIMENSIONS OF GRAVEL PAD:
THICKNESS: 61NCHES MINIMUM
WIDTH: 12-FEET MINIMUM OR FULL WIDTH AT ALL POINTS OF
THE VEHICULAR ENTRANCE AND EXIT
AREA, WHICHEVER IF GREATER
LENGTH: 50-FEET MINIMUM
LOCATION - LOCATE CONSTRUCTION ENTRANCES AND EXITS TO LIMIT
SEDIMENT FROM LEAVING THE SiTE AND TO PROVIDE FOR MAXIMUM
UTILITY BY ALL CONSTRUCTION VEHICLES. AVOID STEEP GRADES,
�p so ,Pv4,
AND ENTRANCES AT CURVES IN PUBLIC ROADS.
4O
WASHING - iF CONDITIONS AT THE SITE ARE SUCH THAT MOST OF THE
�� •. ".;.:.;.::; . ; ,
MUD AND SEDIMENT ARE NOT REMOVED BY VEHICLES TRAVELING
Q�
OVER THE GRAVEL, THE TIRES SHOULD BE WASHED. WASHING
.: ,,.,`.; , . •t ..`"°:.:..:
SHOULD BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE
^' "• ••:'THAT
DRAINS INTO A SEDIMENT TRAP OR OTHER SUITABLE DISPOSAL
s" Alta. ` ''' , '' *..• " 01
AREA. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE
CONVENIENT AND EFFECTIVE.
2-3" COURSE
CONSTRUCTION SPECIFICATIONS
AGGREGATE
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION,
ROOTS, AND OTHER OBJECTIONABLE MATERIAL AND PROPERLY
EXISTING SLOPE FOR VEHICULAR TRAFFIC
GRADE IT.
PAVEMENT
EE MAINTAIN BERM &VALLEY
DG
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS
TO PREVENT SEDIMENT LADEN
SHOWN ON THE PLANS, AND SMOOTH IT.
WATER FROM LEAVING
ITE
3. PROVIDE DRAINAGE TO CARRY WATER TO SEDIMENT TRAP OR
12" 10"
OTHER SUITABLE OUTLET.
--
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY
24" 6» MIN
ILTER FABRIC
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 STRUCUTRE USED TO TRAP SEDIMENT AND
TEMPORARY CONSTRUCTION ENTRANCE CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL
OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO
(NOT TO SCALE) PUBLIC ROADWAYS.
CONSTRUCTION SPECIFICATIONS
STORM PIPE
-
PLACE RIPRAP SO THAT IT FORMS A DENSE,
WELL -GRADED MASS OF STONE WITH A MINIMUM OF
FABRIC
FABRIC
BEGIN FILTER IC ���
VOIDS. THE DESIRED DISTRIBUTION OF STONES
� END OF Pl
RIP RAP APRON
THROUGHOUT THE MASS MAY BE OBTAINED BY
THICKNESS AS -
ON77NUE FILTER FABRIC
SELECTIVE LOADING AT THE QUARRY, AND
PER PLAN
BEYOND RIP RAP APRON
CONTROLLED DUMPING DURING FINAL PLACEMENT.
PLACE RIPRAP TO ITS FULL THICKNESS IN ONE
RIP RAP GRAVEL
SIZED & PLACED
OPERATION. DO NOT PLACE RIPRAP BY DUMPING
AS PER PLAN
, '
THROUGH CHUTES OR OTHER METHODS THAT
FE*S,-\
i
CAUSE SEGREGATION OF STONE SIZES. TAKE CARE
NOT TO DISLODGE THE UNDERLYING BASE OR
%
FILTER WHEN PLACING STONES.
STORM PIPE �
/ �
W2
MAINTENANCE
RIPRAP SHOULD BE INSPECTED PERIODICALLY AND
AFTER HEAVY RAINFALLS FOR SCOUR OR
WI
DISLODGED STONES. CONTROL OF WEED AND
(3-Do)
" "
BRUSH GROWTH MAY BE NEEDED IN SOME
La
LOCATIONS. IMMEDIATELY MAKE ALL NEEDED
(Apron Length)
REPAIRS TO PREVENT FURTHER DAMAGE.
R1P RAP APRON STABILIZATION DETAIL
(NOT TO SCALE)
.' .
r` 4
Filter Cloth
J ,-S
4' to 6'
Cross -Section View
CHECK DAM WITH WEIR
(NOT TO SCALE)
CONSTRUCTION
1.PLACE STRUCTURAL STONE (CLASS B) TO THE LINES AND DIMENSIONS SHOWN ON
THE PLAN ON A FILTER FABRIC FOUNDATION. THE CREST WIDTH OF THE DAM
SHOULD BE A MINIMUM OF 2 FEET.
2.KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW THE END WHERE
THE DAM ABUTS THE CHANNEL BANKS.
3.PLACE SEDIMENT CONTROL STONE (#5 OR #57) ON THE UPSTREAM SIDE OF THE
DAM THAT IS A MINIMUM OF 1 FOOT THICK.
4.PROVIDE AN APRON THAT IS 3 TIMES THE HEIGHT OF THE DAM. THE APRON WIDTH
IS AT LEAST 4 FEET LONG, UNDERCUT THE APRON SO THAT THE TOP OF THE
APRON IS FLUSH WITH THE SURROUNDING GRADE.
5.EXTEND THE STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP WATER
FROM CUTTING AROUND THE ENDS OF THE CHECK DAM.
6.EXCAVATE SEDIMENT STORAGE AREA TO THE DIMENSIONS SHOWN ON THE PLAN.
MAINTENANCE.
INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (J INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE
CHANNEL WHEN NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION
FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE
IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONAL
MEASURES CAN BE TAKEN SUCH AS, INSTALLING A PROTECTIVE RIPRAP LINER IN
THAT PORTION OF THE CHANNEL.
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 DAM AS NEEDED TO MAINTAIN DESIGN HEIGHT AND
CROSS SECTION.
UPSTREAM END OF OVERFLOW
UPSTREAM END OF STORM DRAiN
iI_II STORM DRAIN 11=III-"-
"-III=1il Ii=III-" 1f3 PIPE
i
�l g DIAMETER
'Hill ij
f I-
I�III"
I _
11� 1I °> 3 j4» EXTERIOR PLYWOOD
3/4" EXTERIOR PLYWOOD -Ili-_ "=IIj-I1111 1T- II -III
' l
__
=III i- 1 I
�JII-
BURY BOTTOM
OF PLYWOOD PLYWOOD INLET PROTECTION
ALL PARTIALLY COMPLETED STORM DRAINS, UP
TO 24" PIPE SIZE, SHALL BE PROTECTED AT
THE END OF EACH DAY IN ACCORDANCE WITH
STEEL FENCE POST UPSTREAM END OF THESE DETAILS.
(TYPICAL) STORM DRAIN
ZZIII-IIL- lid" UPSTREAM END OF
It- STORM DRAIN OVERFLOW
J
Eiji i 1/3 PIPE
u n u Ih DIAMETER
Ill! ii I
a
WASHED STONE FILTER ll IIIII) 4 a .�
ACROSS PIPE INLET 11 aJ WASHED STONE FILTER
ACROSS PIPE INLET
(I
HARDWARE CLOTH
III_ !�Il--HI=III ILI�I1=1Ih=III -
-'r=1Il--IIi�{mill Ill IIL- '�
lli,�llll �1I- �I �flilll
Il1=Il1I III il11-7 I II-111i�ll-III Illir HARDWARE CLOTH
~III1 r=Ii EI
LI II -111Ell
U U U
STONE FILTER INLET PROTECTION
STANDARD PIPE INLET PROTECTION (PLYWOOD & STONE)
a4•
steel
Poe
aa•
I
Flgure6.62a Hatdateii ofaeedimentfer".
Re 6W
Practice stmWw ds and Spedf-do-
Filter
fabric
150-iSection
View
Filter
f�r� aid b Natural
m
SILT FENCE DETAIL
(NOT TO SCALE)
Naturgroura
6AU
t
CONSTRUCTION
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA
STRENGTH SYNTHE77C FILTER FABRICS
2. ENSURE THAT 77-IE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE
GROUND SURFACE. (HIGHER FENCES MAY IMPOUND
VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
J. 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 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE
UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT TO THT BOTTOM OF THE TRENCH.
FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON 7HE UPSLOPE SiDE OF THE FENCE POST. WIRE
OR PLAS77C ZiP 77ES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART.
SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOE NOT REQUIRE WIRE MESH
SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS WIRE OR PLASTIC
ZiP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED
LINE OF POSTS AND UPSLOPE FROM THE BARRIER (FIGURE 6.620).
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SiDE OF THE TRENCH.
9. BACKFiLL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH
COMPACTION OF THE BACKFILL IS CRi77CAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXIS77NG TREES
11. NO MEASURES ARE TO BE REMOVED UN77L DENR APPROVAL.
INSTALLATION SPECIFICA77ONS
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE MIDDLE OF
THE FENCE. CHECK WITH A LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART iN CRITICAL AREAS AND 6'FEET APART ON STANDARD
APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND AS CLOSE AS
POSSIBLE TO THE FABRIC, ENABLING POSTS TO SUPPORT THE FABRIC FROM UPSTREAM WATER
PRESSURE.
4. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH 7HREE TiES, ALL SPACED WITHIN THE TOP 8 INCHES
OF FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES 7HROUGH THE FABRIC, Wl774 EACH
PUNCTURE AT LEAST i INCH VER77CALLY APART. ALSO, EACH 77E SHOULD BE POSITIONED TO HANG
ON A POST NIPPLE WHEN 77GHTENED TO PREVENT SAGGING
6. WRAP APPROXIMA TEL Y 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE W TH 3 77ES
Z NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEWA77ONS BEFORE
COMPACTION
9. COMPACTION IS VITALLY IMPORTANT FOR EFFEC77VE RESULTS. COMPACT THE SOiL IMMEDIATELY
NEXT TO 774E SILT FENCE FABRIC WITH THE FRONT WHEEL OF THE TRACTOR, SKiD STEER, OR
ROLLER EXERTING AT LEASY 60 POUNDS PER SQUARE INCH. COMPACT THE UPSTREAM SIDE FIRST,
AND THEN EACH SIDE TWICE FOR A TOTAL OF 4 ]RIPS
MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY.
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFEC77VE,
REPLACE iT PROMPTLY.
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 CONTRIBU77NG DRAINAGE AREA HAS BEEN PROPERLY
c Ye Flu 17r-n
First Chamber
Second Chamber
25%of surface area 25%of surface area
Outlet zone
25% of surface area
inlet zone,
259/b of surface area
5'Crest Width
x
Inflow
Structure
Skimmer
V
Dewatering
Riprap
s s,
Device
or Slope Drain
Earthen
embankment
-
Emergency
with stabilized
side slopes
Spillway
Baffles
Compacted soil 22
min s
\O\N
18 min
i-- 6' typical
Figure 6.20a Temporary earthen diversion dike.
CONSTRUCTION SPECIFICATIONS
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER
OBJECTIONAL MATERIAL.
2. ENSURE THAT THE MINIMUM CONSYRUCTED CROSS SECTION MEETS ALL DESIGN
REQUIREMENTS.
3, ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE
DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE
REGRADING AND CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL
REMAIN IN PLACE LESS THAN 30 WORKING DAYS.
MAINTENANCE
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL.
IMMEDIATELY REMOVE SEDIMENT FROM THE FLOWAREA AND REPAIR THE DIVERSION
RIDGE.
CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED TO AVOID GULLY FORMATION.
WHEN THE AREA ABOE THE TEMPORARY DIVISERSION IS PERMANENTLY STABILIZED,
REMOVE THE DIVERSION AND FILL AND STABLIZED THE CHANNEL TO BLEND WITH THE
NATURAL SURFACE.
TEMPORARY DIVERSION DITCH
(NOT TO SCALE)
Arm Assambly
•C' Enclosure
Entry
PERSPECTIVE VIEW wmunit
,WC End PVC Elbow PvVent Schedule 40
Cap Pipe PVC Pipe
Water Surface
PVC End
Cap
Schedule 40
PVC Tea PVC Pipe PVC Pipe
}•Hoke in Y PVC Tea orifice
underside M.Able Plate
Hose
s
Bottom Surface
END VIEW FRONT VIEW
Plan View
Inflow YJ
structw^e
6.20.1 1
a
• Dewateriag--Atlmv the maximum rea mnabiedetondon periodbefore the
basin is completely dowatered (at least 24 hours).
• Inflow rate --Reduce d,e mHow velocity and divert all sedmanafreo
runoff.
Emvgenry
spillway
Average > Area"
Width W L
• Armor basin water safe. at Baffles
top of prinsital ilwov elevation
Inflow Baffles r Freeboard Embankment
CONS7RUCT10NN SPECIFICA77ONS structure
1 Grade the basin so that the bottom is level front to back and side to
ide.
. Install the coir fiber baffles immediately upon excavation of the basins.
n
1 n
Extend 9 gauge wire to basin side or install T-past to anchor
3. install posts cross the width of the sediment trap (Practice 6.62,
S�,„� Sedtkn
Drape baffle material overwire strand and
baffle to side of basin and secure to vertical post
Sediment Fence).
i
storage- View
secure with plastic ties at posts and on wire every 12'
4. Steel posts should be driven to a depth of 24 inches and spaced O
Figure s."cExaampleofasediment basin wthaakmmarmost and emergency spilvay.Fro. Pennsylvania
maximum of 4 feet apart. The top of the fabric should be a minimum of 6
ernalo, am sediment Pollution Control Manual, March, 20as.
-+--4`Max.
inches higher than the invert of the spillway. Tops of baffles should be a
minimum of 2 inches lower than the top of the earthen embankment.
�,-•'
. Install at least three rows of baffles between the inlet and outlet
&64.6 P_
discharge point. Basins less than 20 feet in length may use 2 baffles.
9 Gauge Min High -a"�►'.
Attach a 9 gauge high tension wire strand to the steel posts at a
ties
SKIMMER SEDIMENT BASIN
Tension Wire Strand YMIN,
Variable Depth
of 6 inches above the spillway elevation with plastic or wire
fasteners to prevent sagging. if the temporary sediment basin will be
Shall SeSecuredconverted
to a permanent stormwater basin of a greater depth, the baffle
To Post To Support
1
Secure bottom of baffle to ground with
eight should be based on the pool depth during use as a temporary
sediment basin.
CONSTRUCTION SPECIFICATIONS
Baffle Material
1 ; ; 1 rstaples at 12" maximum spacing.
't I'""
Extend 9 gauge minimum high tension wire strand to side of basin or
'nstall steel T-posts to anchor baffle to side of basin and secure to
1. Clear, rub, and strip the area under the embankment of ail vegetation and root mat.
9 P
9. Erosion control -Construct the structure so that the disturbed area is minimized. Divert
surface water away from the bare areas. Complete the embankment before the area is
Baffle Material
erticol end posts as shown in Figure 6.65b.
e the coir fiber mat over the wire strand mounted at a height of 6
. Drop 9
Remove all surface soil containing high amounts of organic matter and stockpile or dispose of it
property. Haul all objectionable material to the designated disposal area. Place temporary
cleared. Stabilize the emergency spillway embankment and all other disturbed areas
above the crest the principal spillway immediately after construction(References:
Baffle Material
inches above the spillway elevation. Secure the coir fiber mat to the wire
sediment control measures below basin as needed.
Surface Stabilization).
/��/^''*��-��•
strand with plastic ties or wire fasteners. Anchor the matting to the sides
and floor of the basin with 12 inch wire staples,approximately roximatel 1 ft o
pP 1` part,
Ethat fill material for the embankment is free of roots, woody vegetation, organic
Z Ensure
10. Install porous baffles as specified in Practicel6.65, Porous Baffles.
P p
long the .bottom and side slopes of the basin.
matter, and other objectionable material. Place the fill in lifts not to exceed 9 inches, and
. Do not splice the fabric, but use a continuous piece across the basin
machine compact it. Over fill the embankment 6 inches to allow for settlement.
11. After all the sediment -producing areas have been permanently stabilized, remove the
If the temporary sediment basin will be
11 Gauge
0. Adjustments may be required in fire stapling requirements to in
J Y
conditions.
3. Shape the basin to the specified dimensions. Prevent the skimming device from settling
structure and all the unstable sediment. Smooth the area to blend with the adjoining
converted to a permanent stormwater basin
Landscaping Staple
p p
ndividual site
into the mud by excavating a shallow pit under the skimmer or providing a low support under
areas and stabilize property. (References: Surface Stabilization).
of greater depth, the baffle height should be
the skimmer of stone or timber.
based on the pool depth during Use as a
p g
I a , 1 i 1 3 t > 1. .. 1 1 _ I t'
I _w .
) A i
MAINTENANCE
4. Place the barrel (typically 4-inch Schedule 40 PVC pipe) on a firm, smooth foundation of
Do such as sand, or crushed stone as backfiil
MAINTENANCE
temporary sediment basin.
p
�J
impervious soil. not use pervious material gravel,
around the pipe. Place the fill material around the pipe spillway in 4-inch layers and compact it
INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH
RAINFALL EVENT AND REPAIR
Inspect baffles at least once a week and after each rainfall. Make an
p y
under and around the pipe to at least the same density as the adjacent embankment. Care
SIGNIFICANT ONE-HALF INCH OR GREATER
( )
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL
required repairs immediately.
must be taken not to raise the pipe from the firm contact with its foundation when compacting
DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE
Note: Install three (3) coir fiber baffles in basins
_
i "`� Steel Post
; i T-ON Depth
Be sure to maintain access to the baffles. Should the fabric of a baffle
under the pipe haunches.
FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT
EXCAVATE THE SEDIMENT FROM THE
at drainage outlets with a spacing of 1 /4 the
collapse, tear, decompose, or become ineffective, replace it promptly.
Place a minimum depth of 2 feet of compacted backfill over the pipe spillway before
UNDERNEATH IT CAN BE EXCAVATED.
basin length. Two (2) coir Tiber baffles can be
Baffle Material should be secured to the bottom
Remove sediment deposits when it reaches half full, to provide adequate
crossing it with construction equipment. In no case should the pipe conduit be installed by
cutting a trench through the dam after the embankment is complete.
ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE
VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE
installed in the basins less than 20 ft in length
and sides of basin using 12"landscape staples
storage volume for the next rain and to reduce pressure on .the baffles.
SKIMMER.
with a spacing of 113 the basin length.
Take care to avoid damaging the baffles during cleanout, and replace if
damaged during cleanout operations. Sediment depth should never exceed
5. Assemble the skimmer following the manufactures instructions, or as designed.
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER
half the designed storage depth.
6. Lay the assembled skimmer on the bottom of the basin with the flexible joint at the inlet
iS FLOWING UNDERNEATH OR AROUND THEM.
POROUS BAFFLES DETAIL
FIGURE 6.65b
After the contributing drainage area has been properly stabilized, remove all
of the barrel pipe. Attach the flexible joint to the barrel pipe and position the skimmer over the
excavated pit or support. Be sure to attach rope to the skimmer and anchor it to the side of
IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE
WITH A PLUMBER'S SNAKE OR BY
baffle materials and unstable sediment deposits, bang the area to grade,
the basin. This will be used to pull the skimmer to the side for maintenance.
REMOVED AND THE OBSTRUCTION CLEARED;
FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE
(NOT TO SCALE)
and stabilize it.
7. Earthen spillways -Install the spillway in undisturbed soil to the greatest extent possible.
REPOSITIONING THE SKIMMER.
The achievement of planned elevations, grade, design width, and entrance and exit channel
slopes are critical to the successful operation of the spillway. The spillway should be lined with
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED
laminated plastic or impermeable geotextile fabric. The fabric must be wide and long enough to
REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK
cover the bottom and sides and extend onto the top of the dam for anchoring in a trench. The
THE EMBANKMENT,SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
edges may be secured with 8-inch staples or pins. The fabric must belong enough to extend
down the slope and exit onto the stable ground. The width of the fabric must be one piece, not
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE SKIMMER AND
joined or spliced; otherwise water can get under the fabric. If the length of the fabric is
POOL AREAS.
insufficient for the entire length of the spillway, multiple sections, spanning the complete width,
may be used. The upper section(s) should overlap the lower section(s) so that water cannot
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL
flow under the fabric. Secure the upper edge and side of the fabric in a trench with staples or
PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER
pins. (Adapted from "A Manual for Designing, installing and Maintaining Skimmer Sediment
FROM PLUGGING WITH ICE.
Basins." February, 1999. J.W. Faircloth & Son).
8. Inlets -Discharge water into the basin in a manner to prevent erosion. Use temporary
slope drains or 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).
•
rn
Q
0
zo
00
00
G N O
Qaf�
W5 o
T
z5���
L
© ,
[�Z
U
iw � ,-; Z
z p W
Z 0
011
rr
V
W
QLULU
2
Q 2
Wo
Z
U
cV
O
Q I
O
>
3
=
o
Q)
an
E
O
U
-oo
O
m
m
G)
��
Z0
LU I-_
O
Q
c`
LL
-
o
zrn
(D
W
LV
U
LU
v
Ud
o
W
}
o
z
a
U)
Ca
v
m
O
0
U
N
aa)
�I I I I i I Ig
0
J
J
= 0
Lu
LY
LJ
Z
_J
J
� (O
Q CO
0�
t
Q
N
ry WO
LU
z
�wzc.)
,.>v
©
0Z
LLJ
LID d
z "5; 0 I
r-) _
LLJ
O 0 L0 LfJ
Cc�
0
0-0ZLUZ
(n ry
O
J
_J
C) O Q
O
JJ (1) =
�OQ
J - Er
a
a
0
c
0
E
0
-a
a
EE PROJECT: 5007 ~
LLI
S 9
OF 16

GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCGO1 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
g Y g1
may not apply depending on site conditions and the delegated authority having jurisdiction.
i � •
Required Ground Stabilization
Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales ditches and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50 In
p
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes swales
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
10 days for Falls lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
round stabilization shall be converted to permanent round stabilization as soon as
g p g
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below
• Temporary grass seed covered with straw or
• Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during.
construction, selecting from the NC DWR List of Approved PAMS/Flocculants .
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. identify leaks and repair as soon as feasible or remove leaking equipment from th
e
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bringused fuels lubricants coolants hydraulic fluids and other petroleum products
, Y p
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
)
rece tacle on site to contain construction and domestic wastes.
receptacle)
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to reventoverflow. Clean u immediately if
pY p p t Y
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. if 50 foot
offset is not attainable provide relocation of portable toilet behind silt fence or lace
,p p p
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
i ,ems
• I A i-
�
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewateri r r' ng o storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets n a n ets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals drums or bagged materials direct) on the round.
gg Y g
NCG01 GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE: 04/01/19
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect
(during normal
Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days an which no rainfall occurred shall be recorded as
'zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event > 1.0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDOs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event > 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
_
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to clean up or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
if the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event > 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, item (2)(a) of this permit.
_
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
-
soon as possible.____
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART iII
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC measures.
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
PART 11, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
• Within 24 hours, an oral or electronic notification.
deposition in a
• Within 7colendar days, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
• If the stream is named on the NC 303(d).list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
• Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
• A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
• Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
• Within 7 calendar days, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
• Within 24 hours, an oral or electronic notification.
with the conditions
• Within 7 calendar days, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(1)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(1)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGOI SELF -INSPECTION, RECO:E�DKEEPING AND I\.EPORTING
EFFECTIVE: 04/01 / 1 9
Figure 6.17e Channel Installation and Slope installation; Washington State Ecology Department
rim•. �
l i T
Longitudinal anchor *.. Terminal slope and
g P
trench 1, channel anchor trench
6"
Stake at 3"-5'
intervals - a,
p9
01
w
r4 ot°ft+fr
Gslot at 25'
°p intervals
Initial channelF07 ro Intermittent
anchor trench check slot
a"
NOTE:
1. Check lots o be constructed e h s t onstruet per manufacturers specifications.
2. Staking or stapling layout per manufacturers specifications.
Slope surface shall be smooth before If there is a berm at the top of
placement for proper soil contact, slope, anchor upslope of the berm.
%;
Stapling pattern as Min. 2„ overla .` '�' Anchor in 6"x6" min. Trench
per manufacturers and staple at 12" intervals.
recommendations.
Min. 6" overlap.
Stople overlaps
max. 5" spacing.
Do not stretch blankets/matting tight -allow Bring material down to a level area,
turn the end under 4 and staple at 12'
the rolls to conform to any irregularities. intervals.
For slopes less than 31-10, rolls Lime, fertilize, and seed before installation. Planting
may be placed in horizontal strips. of shrubs, trees, etc, should occur of ter installation.
Figure 6.17d Temporary Channel Liners; Washington State Department of Ecology
J Excavate channel to design
h4
Overlap 6" min. grade and crass -section
Design depth
? Longitudinal
I anchor trench
Overcut channel 2" to allbw` t Ig a Il i,ttAr�: Ar I
during seedbed preparation'
f 6"
Typical installation
with erosion control
blankets or turf
reinforcement mats
6" 6„
Intermittent check slot Longitudinal anchor trench
Shingle -lap spliced ends or begin new
roll in an intermittent check slot
Prepare soil and apply seed befog
installing blankets, mats or of
temporary channel liner. syst" r
SEE PLANS FOR MATTING TYPE
NoLwol 6r ,. otnd
x
�9 ;k
r i "r
4
tip
Yv
v�
lk
10;s
q
a"
Filtzr Bzrm NC
DCIIT #5., #57
��s
k3�
shwa sto�z
mr
I
1•
IBC CT
td7 0-11 8.R(prop
tJII5W2G St�11._
ROCK DOUGHNUT INLET PROTECTION
(NOT TO SCALE)
MAXIMUM PLACEMENT OF POST USING HOGWIRE WITH
APPROVED EROSION CONTROL FABRICS TO BE 10 FEET.
MAXIMUM PLACEMENT OF POST WITHOUT HOG WIRE USING
APPROVED EROSION CONTROL FABRICS TO BE
6 FEET TO 8 FEET APART.
POST METAL T-POST 5 FEET OR 6 FEET IN HEIGHT SILT -FENCE
DEPENDING ON FiLL SLOPE.. OVER HOG WIRE
FABRIC 36 INCHES IN WIDTH (MUST MEET ENGINEERS
SPECIFICATIONS FOR EROSION CONTROL)
CONSTRUCTION SPECIFICATIONS
1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER
EXCAVATION AND DISPOSAL OF SPOIL.
2. INSTALL THE CLASS B OR CLASS 1 RIPRAP IN A SEMI -CIRCLE
AROUND THE PIPE INLET. THE STONE SHOULD BE BUILT UP HIGHER
ON EACH END WHERE IT TIES INTO THE EMBANKMENT. THE MINIMUM
CREST WIDTH OF THE RIPRAP SHOULD BE 3 FEET, WITH A MINIMUM
BOTTOM WIDTH OF 11 FEET. THE MINIMUM HEIGHT SHOULD BE 2
FEET, BUT ALSO 1 FOOT LOWER THAN THE SHOULDER OF THE
EMBANKMENT OR DIVERSIONS.
3. A 1 FOOT THICK LAYER OF NCDOT #5 OR #57 STONE SHOULD BE
PLACED ON THE OUTSIDE SLOPE OF THE RIPRAP
4. THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED
AROUND THE OUTSIDE OF THE STONE HORSESHOE 18 INCHES
BELOW NATURAL GRADE.
5, WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN
STABILIZED, FILL DEPRESSION AND ESTABLISH FINAL GRADING
ELEVATIONS, COMPACT AREA PROPERLY, AND STABILIZE WITH
GROUND COVER.
MAINTENANCE
INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND
AFTER EACH SIGNIFICANT (112 INCH OR GREATER) RAINFALL EVENT
AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE
SEDIMENT STORAGE AREA 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. ANY RIPRAP DISPLACED
FROM THE STONE HORSESHOE MUST BE REPLACED IMMEDIATELY.
AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN
PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE
UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE
ADJOINING AREAS AND PROVIDE PERMANENT GROUND COVER.
VARIES (SEE PLAN)
SiLT-FENCE
OVER HOG WIRE
STONE #4 WASHED STONE TO BE PLACED 12 INCHES /a s 1g11.1. my-y w1
DEEP AT SILT FENCE TOP VIEW
HOG WIRE 4%.4O W��"'TvAI
l?!IMS'C'
SILT FENCE-11� --Tf METAL FENCE POST METAL
1
SEDIMENT f
CONTROL STONE
CROSS SECTION
NOTES:
1. Design velocities exceeding 2 ft/sec require temporary blankets, mats or similar liners to protect
seed and soil until vegetation becomes established.
2. Grass -lined channels with design velocities exceeding 6 ft/sec should include turf reinforcement
mats
Maintenance
1. Inspect Rolled Erosion Control Products at least weekly and after each
significant (1/2 inch or greater) rain fall event repair immediately.
2. Good contact with the ground must be maintained, and erosion must not
occur beneath the RECP.
3. Any areas of the RECP that are damaged or not in close contact with the
ground shall be repaired and stapled.
4. If erosion occurs due to poorly Controlled drainage, the problem shall be
fixed and the eroded area protected.
5. Monitor and repair the RECP as necessary until ground cover is
established.
NCb0T #5 or #f
washed stone
CONSTRUCTION SPECIFICATIONS
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING
THE INLET.
2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND
SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND THE
PERIMETER OF THE INLET, A MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WiTH WIRE MESH HARDWARE CLOTH.
SECURE THE WIRE MESH TO THE STEEL POSTS AT THE TOP,
MIDDLE, AND BOTTOM. PLACING A 2-FOOT FLAP OF THE WIRE
MESH UNDER THE GRAVEL FOR ANCHORING IS RECOMMENDED.
4. PLACE LEAN GRAVEL (NCDOT #5 OR #57 STONE) ON A 2:1 SLOPE
WITH A HEIGHT OF 16 INCHES AROUND THE WIRE, AND SMOOTH
TO AN EVEN GRADE.
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN
STABILIZED, REMOVE ACCUMULATED SEDIMENT, AND
ESTABLISH FINAL GRADING ELEVATION.
6. COMPACT THE AREA PROPERLY AND STABILIZE IT WITH
GROUNDCOVER.
,P!'!'Yr!'!i'!"4i'Y•i'W'i!`Y4'4'4�'�i: `,VFi1YC!'YF4Y'IY4'Y4' `♦'4'!V'11PY'
�414l14f4'!!4!4l1i�+4�4l1+f+414141f1t41141f14i44414�!<44ft4s4i4lfff4ll4i4f4f144444ff4�i4!llflff44f144
♦4!i if ! t!l+i+{!lti/ !4!i♦+ffil4li+14!!i�{!1!{1t
11lMl1t14lNii4!!i1lNM !lN4H+1!liilliiiil4{iii
flMtlf+44i lH4f{44f4lf{!{I 1!li1+{Nfi4HiiilllNti li
�01149fi4f•44f49i414!•14i41f4444444a44!!4l+14,, rMNFON a'ii7!!`l4l/f1444f441f!ll44f14+1414441ff44+lf14144f41�
f4144ff4f4{l1444l1If4414/44/44464f144f4l14441fi ;af Y•Y+�@'�Y.3P0.71a+toys aFj�'fdrd-+A•41414144!!!!l114f�1441444�f41tff4l/f4ff4f4t
°!+l44+itflff414144l1fi4t414444+tfi4i,! ti E:o
r14i1414�4!l4fi1444�f1444,Yt144f44{4+ , ° ♦ y .Y ��+ �'sPoW�3'ajlk'�y y� �c�'�'r"t�f� r ° ;4 a,Y �f�ialQ+1f4�1�41f1�t�I h�4ol�4�it1f �+
1,4 ii.l4.i.!#.•:1.i.4A.l.•;iIAG tir„/Y..{,.r�Y.ffiY.,84Y. t'9xY/YY'g„(Y�. �q�:.,iS qer. :YA: iYilr.t Y.iisa.i.f.•!.!l.l.i�l4A
r
i
•
TEMPORARY STONE NUTLET
FOR SILT PENCE
ware cloth
enings)
STEEL
r#5 0R #57
ED STONE
ti
f `ti'S
MAINTENANCE
INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
(1/2 INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF
ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
SUBSEQUENT RAINS. TAKE ARE NOT TO DAMAGE OR UNDERCUT THE
WIRE MESH DURING SEDIMENT REMOVAL. REPLACE STONE AS
NEEDED.
HARDWARE CLOTH & GRAVEL PROTECTION
(NOT TO SCALE)
11:�
' e �
W
LL1
i Z
Z
W
e, f $*i T,tee` C)
J
`e
f
'� O
t
r
1 .�
/l%I € w
/ o
o
s
�
>/ r- �
00
5
U
00 g
�Z00
00 inU
r� rn
M v U
�WWJYw o
;3 Yn S~r N
a�
� U
Vr..qo
on
aU
�z ow
Cr
0�
U
0
0
U
W
O
�C
O
J
to
W N
E- Z
U z
� 4
o
Udl
Lu
Q
©
>�
a
a
Z
O
c'
Z
O
CD
F-
to
y
I
00
U
Of
LLLI a-
Z
Lu
LL
O
Z
o
O
0W
LiU
W
W
CL
2
Z
�
>- LIJ
o
Z:o
ca
>
a
U
A
ID
ID
N
[p
Q7
0
U
0
0
p
co
to
~;
Cb
N
fY
Cb
0
�-
0
c
:i
a�
a)
Z
06
-c
C.)
J
c-
tY
Lu ry
a- LLJ
Z z
0>-
i c- o
w
O�
Qp-0
o r�N
W u-
� W O
>
Z ©ZU
.>i�
3: OZZ
M
0 0 LLI
�1.0
O O LL0yij
0
P 0 c)Z
(L rY
��I<
w Z0Ld
n-J
© Zr7Q
v
E
0
EE PROJECT: 5007 \ '-
E�1J