20220308_Mine_Maps

No
HEIDELBERGCEM ENT Group
HAN N AGGREGATES SOUTHEAST, LLC
63
SHEET INDEX:
COVER SHEET I
MINING & EROSION CONTROL PLAN M&ECP-1
ENLARGED PLANS M&ECP-2
RECLAMATION PLAN RP-1
CROSS -SECTIONS & DETAILS X-1, X-2, X-3, X-4, X-5
3825 BARRETT DRIVE
Suite 300
RALEIGH, NC 27609
Phone: [phone] O
HOLLY SPRINGS QUARRY
7000 CASS HOLT ROAD
Holly Springs, NC 27540
Wake County
Phone: (919) 567=9512
VICINITY MAP
�-v4o.A
INV
IL IJ
� a
MINING PERMIT No: 92m 13
PERMIT MODIFICATION
RECEIVEn
MAR 0 8 2022
LAND QUALITY
MINING PROGRAM
NO SCALE
LAT: 36.60700 N
LONG:-78.88200 W
MARCH 2O22
NAj1IX1Y5RRIN0S 0O

MATCH NE �_- \
/ 1 Y Sediment
DUKE
PROGRESS NC. Basin #6 aru
(Existing) j - P 11
3 Z QED \
u- +� w f N/F PS �.
01 _ '<r
o 'X, Lu t Ph
L V)
Lu
Q /
Joe toEu
\ \ Q iar 9 R I
N/F
Sheila M. Stinson &
Theora Irene S. Johnson
N/F Red Rock Disposal LLC
C/O Waste Ind. USA Inc.
X3 a
v
N/F Red Rock Disposal LLC'
C/o waste Ind. USA Inc.
iV FAlice Naomi R9enkins-
l �/ ,
ff lack Rogers & Eva R.IWeldon
lil'i I 4 1< If
0M.3
N/F
lip &� ,
LI S
jonn, tmmTe,..
Nick & Marea
1
erm u i - Il i opoul OS
It ion.
■
30.i
�:
li I
1,j 1 Hanson f/
Pro
See Details
s
Existing k/// ��� DIVERSION
Sheet X 5
5-72° Pipes
CMP A y EDIMEN �� 4 DITCH
Sediment
Basin #7
(Existing)
Ex, 'ng
2-54" RCP
PERMANENT SLOPE
/ DRAIN
_,, -wing Visual
St/ajhz�.
C-3
COB
Ojj• ASIN OB- L
..a. i'; i 3 "Y I ` Ct Y.
�'/ WEST / r. , f/f j ����` , .2pi 1` �7� MMU ! l.in Levi&
I - Q� • "> . Shan
DIVERSION ;P ENT Rl' CC-•,_.w.._} _i' _
�3.-- % ROAD @ 1.0„ �
( // 1;,`:i> s TCH 'ia�y' GRADE I -- PP I--n I a P I an, Sheet X-4�
Proposed 18"PI e with n ra
OVERBURDEN EXT Stl n�q Dirt Road " �I II ;LOPES�.� >E
/ f /
I ACCESS POINT down slo a to basin bottom - ExI stT n .,, i !,��-� 6 I�^ i _ John Emmi e,,
P P P P
9
Existin P Water I 1 \ `\ \ Nick & Maiwa S
' ChannelF Retention i ti Pipe 18' Sediment Trap#1 - r f ' Propane`` -a P,
I (Existing) 330 - 3zo y ` / 11 i o 9u05
l Sediment Trap #4 (Existing) Existin �- Pond #1 , EXISTINC, Tank t \`\\
TENANT`S HOT--.-
(Existin9) �yss0 _ \\ _ / '• Check Dam %- - F� \ MIX ASPHAL ' -A h�!�
I Sediment �. _ .■.� �'
{ SDO# (Existing) oas■� -�. SILT FENCE PLAT Existing I - I
\ Existin i , I , 1
_ 339 stir B ssNI ` Nl' ( \ A a Pipe No.1 1� Basin#4 //�f -- PROP, eo f
(Existing) -_ ' p x TENS 2 42" RCP
E
HGF Pie ans L rI �' /
Existin ,' :� �� �a
CURRENT
_�� ��, I �\PY'O�iei t5` I ll . i
\) � -. �• 1 �/J o ��}}����/l F'�'I��k EXISTING RIP -RAP � �1 \ �"
/ _. 9 `O\W CHANNEL C r D.
RCP Pipe PIT LIMITS m �A� \\�\! / f /` o i0 5 . % Ac
SDO #4� P Sediment Trap #2 f EXISTING GRASS '. ` ! i' i ,'n
/ 330 \, A Rock Exist,n \ "t I SDO#7� n
SDO #3 �� (Existing) / FUTURE PIT LIMITS CHANNEL E tee_ A� 9 I %i
SDO #2 r /-�_ �� "�� Check Dam % ?� i 1-e ��-ri sty ng�
a'y 2: �(Existing) .y'ale ci3OI
Rip -Rap "� DIVERSION £ p '
P P / / fin: ��` N/F
Channel G o . d • DITCH > /% l `
(Existing) p / /. °; }�F Fu1_urta_ x, .:! Ockp.lc �. I i7 ErvllCf�Y/t °
Sediment Trap � /- /. r \ toc I,.p e �� Area \\\c) \ I
r � #3 (Existing) s I � � / / ti' � dd � «
1 , -,may "a. ��� �' Existing o. ." x3
PROPOSED MINE ._ Pl-t _ '.�.. ?pe;^t.�/ $tOC kr)l �e:. i ,.,,� ' RCP Pipe �`�..._� \\/'; •� \. _'� L� ■� j,
LIMITS EXPANSION YF 49 � , o ,
rir, t x3z, , / '. i -- �tr,\\�
1
�j / Ex ,.T, N/F T
i
adimen
Trar #5
j (Existing)
(SDO-6)
WDO-1
DISCHARGE
POINT
Basin
(Exist
y30] rVi n
Future Mine Area
33.h �.. ,i n N V - �:./ -..� On a.i n10_nt Ud`.
_ It
/ t
( Stockpile
o
/��� \ . , _
Rock Dam #1
Isoo-sl Area _ N/F
SA 13,800 ^ i p ,
I i , a, e . f3 (, C. ��i 1� Yueli.•
Lei .zse r t `� Existing' Wan,
�( -xist n
( % V ) x39,.9 Plant °€' '/ Try
a
i�
Pile PROPOSED PIT
F_XPAN9 nN'
/ / fS\ k �, C(K:;-I I t�lle \ �
-
i +'a
err/ ,ice RCP Pip- �`�° j 9, P Y �'l
t
s'E a0 I ram�2`�%
v
3179
1 ,0 •_ , ECP% /
T,
29vIDE ROCK
BAFFLE *40e
1� A ` 9 r� r�• I � I
Ila
1
Rip I F annel -�
3 , sti ng 't' �,.., - �toc pi 11�
8 Natural Gas Line
Hanson
Property
0.86 Ac
Existing
Entrance
With Gate
`�r A ea
Za:l Retention - A \, -�- --- See Enlarged Plans,
,
�� P d� Sheet M&ECP-2
on
\ Future Plan Lofation - f--- - N/F
`-� d Existin VisualBarrierBerm 'N/F Terry R.
`I �t ��,�•, r . , PExirfing) esta �,p� ae`az �j r OB-2 Stabgizedwith vegetation. �eD / �, Betty Bejster
/ \ -ems - - I I t i RCP via. ---_-.z„Zt� ® .. -_. _ � //
Jtadd &
I =
11 I 9 �� Proposed Grass,, �j a r ron LEGEND:
kktt xi sti n Wate
RPondt#2n / Channel rt / Y?,I�l Ii5
1' Existin ✓ � / � I � _ ~'�T � � Permit Boundary
I RCP Existing
iiI 1 � � � � r -_ Property Line
r ,-
---�.� , 3 .� vv 1 I c•+.. - �pe 12' WIDE BAFFLE
I - i� - ,; - _ F Existing Pit
as FFLE �I ,j ng
N/F �� ' vSediment I' % _� Selo / i - d E.
��',� Y
Carolina'✓� Basin #2� 1 ( _ �1FZ `i - / %�� erki ns r Pit Limits
(Existing) �i� U I ExistingVisual Barrier
POLeghri \ft 1 JI \ Berm Stabilized with
\, Company'�. I v vegetation.
\�/--� I
1-
GRAPHIC SCALE:
HORIZONTAL SCALE: I" = 200'
200 0 200 600
REV NO: DESCRIPTION OF REVISION: DATE:
<s> MINE MODIFICATION 3.22
Q MINE MODIFICATION 6.29.21
Q ADDED INSET 2 AND NOTES REVISIONS 12.20.16
n MINE MODIFICATION 11.1.16
�.
Hannan
1=roperty
86.67 AC
a
M
�,� �--
Existing
J -�
NOTES: �� i Pipe No.7
Sediment \I I
Basin #1
(Existing) i Existing
RCP Pipe
1. BASE TOPOGRAPH ' / l�EPI ' J------ 18" RCP '
CONTINENTAL AERIAL SU EYS, INC.j
3356 REGAL DRIVE ��
ALCOA, TN 37701 F'V"' &�
[phone] ley �urt
2 BOUNDARY INFORMATION FROM WAKE COUNTY TAX MAP.
3. EXISTING MINING PERMIT N0. 92-13
HOLLY SPRINGS QUARRY ( \` Existing
7000 CASS HOLT ROAD / i Pipe No.6 =
HOLLY SPRINGS, NC 27540 \18' RCP
[phone]
TOBY LEE, GENERAL MANAGER NC SALES AND OPERATIONS
N/F William & ShaPon Wilson
4• THE INFORMATION SHOWN HAS BEEN COMPILED FROM PREVIOUSLY
N/F Watson Adcock LLC
APPROVED PERMIT RENEWALS AND/OR MODIFICATIONS. \
5 • FOR MORE SPECIFIC DETAILS, SEE PREVIOUSLY APPROVED PLANS. N/F William & Sharon Wilson
6, UNLESS OTHERWISE NOTED, THIS SITE WILL MAINTAIN A N/F Fred & Shirley Burt
50-FOOT UNDISTURBED BUFFER ALONG PERMITTED BOUNDARY. i
7,I ALL SEDIMENT REMOVAL FROM DETENTION PONDS SHALL BE DISPOSED IN AN
AREA DRAINING TO THE PIT OR TO A CONSTRUCTED SEDIMENT REMOVAL DEVICE.
/
cm
k
skins
i
% Eta
ESt
N/F 'y
Brian ►���
Smith & ,
Jamie r1W
M.S.
Terhune
�k\ `�N/F Permitted to be Affected Permitted &
�' �� Raymo Affected Acreage
& Sari Hanson Aggregates Southeast LLC 2016 2022 Total
Judd Holly Springs Quar Modification Modification
j
N/F
' Goldie
GOV M. Judd
a
N/F N/F
N/F Jerry & Kenneth
Jerry & Deborah ' X Marion
Marie Taylor \Taylor Brown
Tailin s/Sediment Ponds
32.8
0.0
32.8
Stockpiles
34.3
17.5
51.8
Wastepiles
26.0
64.1
90.1
Processing/Haul Roads
17.2
0.8
18.0
Mine Excavation
56.8
1.7
58.5
Other Areas Permitted for Disturbance:
Asphalt Plant, etc
11.5
0.0
11.5
Total Area to be Affected
178.6
84.1
262.7
Other: Buffers, Wetlands, etc
107.7
23.8
131.5
Total Mine Permitted Acres
286.32
107.90
1 394.22
Buffer
w
Treeline
Berm - Existing
0
Berm
(to be built based
on overburden supply)
Contour Index
-
Contour intermediate
OStructure
RECEIVED
Road Paved
MAR 08 ZOZZ
Road Access
Body of water LANDQUALITY
MINING PROGRAM,
OSediment
Basin/Trap as noted
Energy Dissipater
Pipe
- �- �-
Diversion Ditch Temporary
Diversion Ditch Permanent
o a+ doe
Drainage Direction
H„ ..,
creek
O
Stockpile Existing
__.
Slope Drain
J
J
N
m
s
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A
o
•c 0m�
O ryryry
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ce,
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ild
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DESIGNED: LAB
DRAWN: LAB
CHECKED: LAB
DATE: NOVEMBER 2014
REGION: SOUTH
LOCATION: HOLLY SPRINGS
HA-HOLLYSPRINGS-M&ECP-1
DWG FILE:
SCALE:
HORIZONTAL:
1' = 200'
VERTICAL:
SHEET NO.:
M&ECP-1
OF:

\\\ LEGEND:
Permit Boundary
_.. __. Property Line ffi
C Existing Pit` -_� \;�J\\ \� \ / \ \ \ �111�� t,
Pit Limits ;'�� A�V� ��
M�
Buffer =� ; � `��V\V A. w0 VVV0RA
\ i 1 r, \� \ \\ \ \ \ >` Q
Treeline ,+�� � �\\�\�\ � �\` � \ -•�� ��\\,��� �1\ \ \ �� \ \ �\� � \ \ / �^� \\
\ Berm - Existing\ �.~� ` \ \\�\\ V \`�\\, \` \\ \ •� 1 r \ \\\ \ / e - 1
I50 UNDISTURBED \) ,�-J
J
Permitted to be Affected Permitted &
Affected Acrea e
NO
`1. BERMS MAY EXPAND DUE TO MINE NEEDS, ANY t}1j Hanson Aggregates Southeast LLC 2016 2022
\\ FUTURE IMPACTS TO WETLANDS OR STREAMS WILL Total
\ \ BE PERMITTED THROUGH THE PROPER AUTHORITIES. HOII Springs QuarryModification Modification
2. FENCING TO BE INSTALLED BEHIND SCREENING Tailings/Sediment Ponds 32.8 0.0 32.8
BERM ALONG PROPERTY WITH EXISTING SOCCER Stockpiles 34.3 17.5 51.8
FIELD TO PROTECT CHILDREN FROM ENTERING THE
vv MINE $ T / / ' Waste Iles 26.0 64.1 90.1
\� \ \I, �� Processing/Haul Roads 17.2 0.8 18.0
(\(l
\ \ \ �` ` i /r�(\ Mine Excavation 56.8 1.7 58.5
~\ t \ Other Areas Permitted for Disturbance: 11.5 0.0
1< Asphalt Plant, etc 11.5
Total Area to be Affected 178.E 84.1 262.7
Other: Buffers, Wetlands, etc 107.7 23.8 131.5
,
\ \
-- Total Mine Permitted Acres 286.32 107.90 394.22
1 Berm \\\\\'\' \ \\ \\\\\\ , ' \ \\ + �' J \ \ j� + J /
(to be built based\�wv�\�yA V \ / /w ♦ V r''. r,,,,`I'I:, sr,l /
\�\�\\� �.�.�:..,.� BUFFER
on overburden supply) \ \ } \ \� J i I
contour Index j �� \� `� �- \ ` (il'. \\, \ �� ((J / / /:
Contour Intermediate ����a_ \\\\� \�\ \.,\� J' 50"WIDE, 8'TALL
Structure v i�� r Ij _\ \\\``\ �� PLANTED \ \ V
Road Paved iil �- ` �)\ \\\\\+` \� �.
�''IC% f ` = \ SCREENING 1 �
l� V I(I�iI fir_-�-� BERM AKE COUNTY
Road Access 1 \�1 \� \� \ j
�il�l iA��/ I v BOARD' OF `� �„ �; ,�� )I // v�v�v\�\� v v
Body of water �� \ \ \/ / \ ` ✓ EDUCATION
Sediment Basin/Trap as noted
IN i
Energy Dissipater
i
Pipe 'A
N:677539.12
_ Diversion Ditch Temporary `~ /\ , . r / �� / \ \\
\ �i - N. 677549.75 N/F E: 2035365.50
? 1 � -'�'�- X RbAQ - - ,�i � � „
p y
Eki'Sting � - -� _ j E:2034436.88 LA RUE M POWELL
Diversion Ditch Permanent �� /� E11t►ance -"� v1\ r .. / ;TOWN /0 OLL 1 r E HE y
-= , VV `} SPRINGS �) /\A
-With Gat \ _/ SPCH
DDrainage Direction SEDIMENT
reoBASIN 27 N: 67 5. 0
E203612(Creek `
\\ I l
\v _ --
stockpile Existing � � � - ��� i � � , ,� � 'i , OB 5 - =-=-_" � ql `
p 9 /�' l ✓ / �i l- N IF J A
slope Drain - \�/!� �� 11 ;� I �� I
N F'
� �_/ � -�� ,
� J\01
-6 BRADY RBTHERE ROBE
OB T \ \ .
v
�.TENBRINK -�
�
)i
��� '� �-
0.
seDIMENT��
��
//
AND 'isj ROBEHA 70hr
NICk
�
• I �I I ! I I) I \\ �, _N.676544,19
J/- NORTH EAS
OB-
676/ � /f
i E.2036089.13 436.75 n
�.
E: 2032605.50 N: 6764
E:2033485.62 \\ N/F
1 --
., -- - i /
i H, ` I F I / \ 13(MENT lip ps
% Sediment J _ Phi &
Basin#6 j �V �� �/ / N
\ _ J -
'; ill Nick &. t�ar`e0
I / }
9 ru I Iliopoulo5'
r r 1 \ Av � (' \� i/ � /�,// tom_/ � s „•�. z � ; � %�' �� N" F AS <: � �� � / i� ��a I �., _,, .,.li veget ion.
�� ��Pil /Z4
�S ME
w y ����\\�� ° Ex, ,n
tt t in ,\\\ ��2-54" RCP
i
xisting Rom` -acr:
�����! o`ert.,
PERMANENT SLOre
s�L z See Details
'r Ceti\- /
DIVERSION e / Sheet X-5
1 r � � � � I I �x sting � / DITCH
Pipes
ill. �I 5-72 LAM
JOB-4 ,- , lam, \ S.� yi 1
N/F/r' \ Mar/aret I.
M Sheila M. Sti nsoli lins
i_ BASIN f \
V - ��
r - v \ I %,� WEST l �:. �2 > �v a� ul& _
`Theora Irene S. johns Shawn Levi
�\ I�
,_:�o� . ,-,:. F / 1 \�w ai ENTRY ROAD 1G.�, � --.-.�
F Red Rock Disposal LLC ( '� ��: Sediment I - „-, �. VERSION �' P j \
\ /i 111 _ 0.9, . c •d GRADE I -Sea m arged r I an , Sheet, X 4
/0 Waste Ind. USA Inca, \ % Existirq Dirt Road /
�n pos Basin #7 OVERBURDEN 1� 3: 1 s%-M N Fy
(Existing) --- Proposed 8"Pipe , with riprap r ° , EXl Stl n sLorE;, - \ o
slope �% _.- \' i I, • ,\�,,,:.-. \ �\ / John,. Emmi
\ J \ \ r ACCESS POINT down slo o basin bottom V _ ... Water g I,1 t'. -_ `� i0
a �\�,'u \ \/ % � % '� � \ .. - I ( ';' I -Nick & Mam�ea ;�-__✓
\ ; " Channel F X Retention
E j i /� f .
r �� , Existing �� C < 11 i o OUh05 1- i
Sediment Trap #1 _�-�-- � �� .., e . ' � f_ P ,opane _ ` p
(Existing)
Sediment Trap #4 . (Existing) . , azo � Pond #1 Ex TING Tank-----
l ( _„ . -- _ - v 330 , o�n� �s nti M X ASPHA � i � ,-----_
Existing) �.. _Check Dam _ \ 11 `
J \ PLAN Existing
Basin#4 -.... SDO# _ g) oa( E3' 4-
PR PI eNo.1 \ Sediment (Existing) `� SILT PENCE-, -, , � �
PNlI II4 ' 'coPOSE \ 2 CF )' • i�� r' `---...
TEivn LT
��;zIIX �
CURRENT o e' �uo.v.r xxras J Property J
r✓ `
- f PIT LIMITS M �\ '/ ,, a,
� y308.8 • ` _
m ` R' E\ STING RIP -RAP
+ i RCP Pipe \ Lee C11 \NNEi_ C o ` \ y 1�5.7r1_-
Sediment Trap #2 © \
EXISTING GRASS =�i e / \ % I /-$DO#7 =
(ExistinA) 330 �\ \\,\ ` \ Rock Exi 5tl n - aeo- } .
FUTURE PIT LIMITS n HANNEL E ' Check Dam I
SDO #2
7 / _ (Existing)
9 Shop 1
Z Rip -Rap �� DIVERSION /� ci.� \ 1 ' ' ' / O • d /`-. DITCH Lr'
;ChannelG ... et- /. r P'd( �`` ..`. FilitUl"' - \ O'm .`."Cock 'lE`
Existin P ✓ _ ---
P
g) Sediment Trap �
�✓V / Area
\ V / #3 Exist' ?f' k.p-
` Existing
Pit Stockpi RCP Pipe
z
�`'PROPOSED MINE P f
d Rock Disposal LLCM\+ LIMITS EXPANSION E" (eR dd rx�
aste Ind. US nc. I \ t ( M 1 �� //
r7 r \\,/ / .3zo / j_ .3];.i ➢ EX A:S �� -N"' Yl it
\ C Future Mine Area
N/F Ali e( O I r �
Jack Ro S _ ✓. 1 \\ _
f /
8.3
JP
Dam#1 U�"' """' �� -. St:oCkpl le ,3z .3/�. �� �\ 1i1 � �h
�;rr \ _ N/ I i
REV N0: DESCRIPTION OF REVISION: DATE: \ (SDO-5) /� ` r ± Area/
\ems\ j II //A1
SA-13,800 �- �. .; '}n 4 ,.., .-h ( `� O �:YUeI l ♦ ��', \� f �� W111,
1!' I 1
< MINE MODIFICATION 3.22 L,> '�` @elev.298 •y - - EXlStlti �,. - ` '\ i ! i`l
a MINE MODIFICATION 6.29.21 / - ? $r .-, , , $ 4 `, - �a \ _ Wan
a ADDED INSET 2 AND NOTES REVISIONS 1 6 Plant �- �`�'. �Ti"dl n tie,) 1 -;B`. Line
_ Gas
Q 2 20 1 :. % �'- I � / Natural
son
Q MINE MODIFICATION 11.1.16 �' \t '�- \ / Cent,P,r/�)/
ADDED FORMER MONITORING WELLS 9-15-08 A%
v c
" -pep' ..-*ter
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im
19
W
DESIGNED: LAB
DRAWN: LAB
CHECKED: LAB
DATE: NOVEMBER 2014
REGION: SOUTH
LOCATION: HOLLY SPRINGS
HA-HOLLYSPRINGS-M&ECP-1
DWG FILE:
SCALE:
HORIZONTAL:
1' = 200'
VERTICAL:
OF:
111

Haul/Access Road Detail Notes
Notes:
1. Haul or Access Roads shall be constructed with a 4'
minimum height safety berm on downgradient side of
road. As field circumstances dictate, a safety berm may
be constructed on both sides of the roadway.
2. In order to control sediment, rock outlets shall be
installed at natural low points in the road alignment and
every 200 linear feet at a minimum. Additional outlets
may be installed as necessary to control discharge.
3. Rock dam shall be constructed of Class B Rip Rap and a 1
foot thick #57 stone filter layer installed on the
upgradient side of the outlet.
4. Maintenance:
a. Inspect Rock outlets weekly and after each significant
(1/2 inch or greater) rainfall event and repair
immediately.
b. Restore outlets to the original design dimensions.
c. Replace #57 stone filter layer as clogging occurs.
COMPACTED SOIL _
SAFETY BERM II-III=1-�
WIDTH VARIES
PROFILE VIEW
ROCK OUTLET IN
NATURAL LOW POINT
IN ROAD ALIGNMENT
(MIN. EVERY 200 LF)
+G FLOW
HAUL OR ACCESS ROAD DETAIL
NO SCALE
SEDIMENT TRAP SC14EDIJLE
Structure
No.
Disturbed Area
(Acres)
Drainage Area
(Acres)
Sediment
Storage -ftA3
Basin Dimensions
L' x W x D' (Average)
Wei
ST-1
up to 0.2
up to 0.2
720
261 x 13'W x 4'D
ST-2
up to 0.2
up to 0.2
720
26'L x 13'W x 4'D
ST-3
up to 0.2
up to 0.2
720
261 x 13'W x 413
ST-4
up to 0.2
up to 0.2
720
261- x 13'W x 413
ST-5
up to 2.6
up to 2.6
9,360
881 x 44'W x 473
ST-6
up to 2.2
up to 2.2
1 7,920
821 x 41' W x 4'D
SEDIMENT TRAP DIMENSIONS
NUMBER
DURATION
SURFACE
WIDTH
SURFACE
LENGTH
SURFACE
ELEVATION
BOTTOM
ELEVATION
WEIR
LENGTH
FABRIC BAFFLE SPACING
INLET
ZONE
1ST & 2ND
CELLS
OUTLET
ZONE
ST 7
.LONG-TERM
53'
106,
277
273.5
12'
ST 8
LONG-TERM
55'
110,
276
272.5
12'
stone Baffles
ST 9
LONG-TERM
49'
98'
277
273.5
10,
cT 10
SHORT-TERM
11'
22'
275
272.5
4'
8'
5'
4'
,T 11
SHORT-TERM
11'
25'
277
273.5
4'
9'
6'
4'
ST 12
SHORT-TERM
16,
42'
273
269.5
4'
15
10'
4'
ST 13
SHORT-TERM
17'
41'
273
269.5
4'
8'
5'
7'
ST 14
LONG-TERM
35'
101'
277
273
8'
Stone Baffles
ST 15
LONG-TERM
35'
105,
302
298.5
10,
ST 16
LONG-TERM
54'
115,
318
314.5
12'
ST 17
SHORT-TERM
10'
20'
322
320
4'
7'
5'
3'
ST 18
SHORT-TERMI
10'
1 20,
322
320
4'
7'
S'
3'
ST 19-
SHORT-TERM
10'
23'
322
320
4'
9'
S'
4'
ST 20
SHORT-TERM
10'
20'
322
320
4
7'
5'
3'
ALL TRAPS DESIGNED FOR 25 YEAR
LIFE -SPANS
12"
MIN.
SEDIMENT
PIT (-50cf) 2 CLASS B 2
RIPRAP
SLOPE
ROCK OUTLET DETAIL
NO SCALE
,111,1 squars
Mound
1._++'
_ 3.1 min �
Hold-down Stakes Each Side Q 10' o.c. -III-III- III -I I I� I J _
Corrugated
Plastic Pipe
as Bend
_ Wye Brench '4
Stabilize - I I I 11-1 I I-III-j 1
OnUet
SECTION
4' min.
level section
PLAN
Construction Specifications
and in and causes washouts.
A common failure of slope drains is caused by water saturating the soil and seeping along the pipe. This creates voids from consolidationp p g a
i e and the soil at
fillip around and under the pipe "haunches"with stable soil material and hand compacting in 6-inch lifts to achieve firm contact between the pp
Proper backfilling p p
all points will eliminate this type of failure.
1. Place slope drains on undisturbed soil or well compacted fill at locations and elevations showfl on the plan.
2. Slightly slope the section of pipe under the dike toward its outlet.
3. Hand tamp the soil under and around the entrance section in lifts not to exceed 6 inches.
4. Ensure that fill over the drain at the top of the slope has minimum dimensions of 1.5 feet depth, 4 feet top width, and 3:1 side slopes.
5. Ensure that all slope drain connections are watertight.
6. Ensure that all fill material is well -compacted. Securely fasten the exposed section of the drain with grommets or stakes spaced no more than 10 feet apart.
7. Extend the drain beyond the toe of the slope, and adequately protect the outlet from erosion.
8. Make the settled, compacted dike ridge no less than 1 feet above the top of the pipe at every point.
9. Immediately stabilize all disturbed areas following construction.
Maintenance
Inspect the slope drain and supporting diversion after every rainfall, and promptly make necessary repairs. When the protected area has been permanently stabilized,
temporary measures may be removed, materials disposed of properly, and all disturbed areas stabilized appropriately.
SLOPE DRAIN DETAIL
N.T.S.
EXISTING HAUL ROAD
NOTE:
CHANNEL SLOPE 6.8% TEMPORARY CHANNEL, TO BE FILLED
AFTER SLOPE ABOVE HAS BEEN STABILIZED
6' 1 6' 1 6' 2' 3' 2'
21" 1
3 THICK
�1 CLASS 1
ii_ SICK #57 STONE
CHANNEL I DETAIL (LOOKING UPSTREAM)
N.T.S.
PROPOSED FLUSH
* Dimension may be less Construction Specifications
for short-term traps 1. Clear, grub, and strip the area under the embankment of all vegetation and root mat. Remove all surface soil containing high amounts of organic
Weir Length class B matter, and stockpile or dispose of it properly. Haul all objectionable material to the designated disposal area.
,,,•/ \� Erosion Top of Berm 1 ONGITUDI NAL SECTION 2• Ensure that fill material for the embankment is free of roots, woody vegetation, organic matter, and other objectionable material. Place the fill in
See Table Control Stone lifts not to exceed 9 inches, and machine compact it. Over fill the embankment 6 inches to allow for settlement.
2 3. Construct the outlet section in the embankment. Protect the connection between the riprap and the soil from piping by using filter fabric or a
keyway cutoff trench between the riprap structure and soil.
E Place the filter fabric between the riprap and the soil. Extend the fabric across the spillway foundation and sides to the top of the dam; or
i I,1 1 _
II II I I 11 I (-
CROSS SECTION AT SPILLWAY
CL DITCH
Oft. 4ft. 5-ft.
SHOULDER
EXISTING GRADE lin./ft
3 -+----_"
\� 1 1 F-3-III-I 1
1/4in./ft.
IL
30' ROADWAY
NOTES:
1) Roadway shoulders and side line ditches shall be vegetated or otherwise stabilized.
2) Roadway must be stabilized (with stone or pavement).
_III
Excavate a keyway trench along the center line of the spillway foundation extending up the sides to the height of the dam. The trench should be
at least 2 feet deep and 2 feet wide with 1:1 side slopes.
-III
4. Clear the pond area below the elevation of the crest of the spillway to facilitate sediment cleanout.
-
-Filter Fabric
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 feet and maximum side slopes of 1:1 that extend
_
to the bottom of the spillway section.
TEMPORARY SEDIMENT TRAP
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.
N . T . S .
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. Discharge inlet 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).
10. Ensure that the stone spillway outlet section extends downstream past the toe of the embankment until stable conditions are reached and outlet
velocity is acceptable for the receiving stream. Keep the edges of the stone outlet section flush with the surrounding ground, and shape the
center to confine the outflow stream (References: Outlet Protection).
CL DITCH
9. Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow will not damage the embankment.
5ft.
4ft.
4ft.
10. Stabilize the embankment and all disturbed areas above the sediment pool and downstream from the trap immediately after construction
(References: Surface Stabilization).
SHOULDER
11. Show the distance from the top of the spillway to the sediment cleanout level (1/2 the design depth) on the plans and mark it in the field.
14. Install porous baffles as specified in Practice 6.65, Porous Baffles.
Maintenance:
EXISTING GRAD
1/4i n. /ft. li n. /ft.
Inspect temporary sediment traps at least weekly and after each significant (1/2 inch or greater) rainfall event and repair immediately. Remove
3 3
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
1
sediment that is removed in the designated disposal area, and replace the part of the gravel facing that is impaired by sediment.
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 feet below the
low point of the embankment. Immediately fill any settlement of the embankment to slightly above design grade. Any riprap displaced from the
- TRAFFIC SURFACE
spillway must be replaced immediately.
8i n. ABC
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.
Notes:
1) Sediment traps are sized for the total drainage area with 1 clean -out per year
2) Weir dimensions are minimum requirements from NCESCPDM (Table 6.60a)
SITE ACCESS ROAD - TYPICAL SECTION
Weir 10 ft. Min.
24 ft. Min.
Front View
Upstream stone or 5 ft. Min.
gravel facing
1 ft. thick
Rock abutment
2 ft. Min.
2 3
1 1
8 ft. Max.
Filter Fabric
Cut -Off Trench -/
2ft. Deep min. 2ft. Wide min. side view
Structure
No.
Disturbed Area
(Acres)
Drainage Area
(Acres)
Sediment
Storage - ftA3
Surface Area
ftA2
Weir
Elevation
Weir
Min. R'idth
ST-1
up to 8,0
up to 8.0
28,800
11.800
298'
10'
SB 11
21.46
23.84
25,150
32,700
325'
27'
N.T.S.
Key f in
2 ft. Min.
i Min.
Spillway
Rock Apron
r,ieer rabric
4 ft. Min.
r1.5 ft. Min.
Construction Specifications
1. CLEAR THE AREAS UNDER THE EMBANKMENT AND STRIP OF ROOTS AND OTHER OBJECTIONABLE MATERIAL. DELAY CLEANING THE RESERVOIR AREA
UNTIL THE DAM IS IN PLACE.
2. COVER THE FOUNDATION AREA INCLUDING THE ABUTMENTS WITH EXTRA -STRENGTH FILTER FABRIC BEFORE BACKFILLING WITH ROCK. IF A CUTOFF
TRENCH IS REQUIRED, EXCAVATE AT CENTER LINE OF DAM, EXTENDING ALL THE WAY UP THE EARTH ABUTMENTS. APPLY FILTER FABRIC UNDER THE
EMBANKMENT THE DAM TO THE DOWNSTREAM EDGE OF THE APRON. OVERLAP FILL MATERIAL A MINIMUM
ROCKFILL EMB T FROM THE UPSTREAM EDGE OF E
OF 1 FOOT AT ALL JOINTS, WITH THE UPSTREAM STRIP LAID OVER THE DOWNSTREAM STRIP.
3. CONSTRUCT THE EMBANKMENT WITH WELL -GRADED ROCK AND GRAVEL TO THE SIZE AND DIMENSIONS SHOWN ON THE DRAWINGS. IT IS IMPORTANT
THAT ROCK ABUTMENTS BE AT LEAST 2 FEET HIGHER THAN THE SPILLWAY CREST AND AT LEAST 1 FOOT HIGHER THAN THE DAM, ALL THE WAY TO
THE DOWNSTREAM TOE, TO PREVENT SCOUR AND EROSION AT THE ABUTMENTS.
4. SEDIMENT -LADEN WATER FROM THE CONSTRUCTION SITE SHOULD BE DIVERTED INTO THE BASIN RESERVOIR AT THE FURTHEST AREA FROM THE DAM..
5. CONSTRUCT THE ROCK DAM BEFORE THE BASIN AREA IS CLEARED TO MINIMIZE SEDIMENT YIELD FROM CONSTRUCTION OF THE BASIN. IMMEDIATELY
STABILIZE ALL AREAS DISTURBED DURING THE CONSTRUCTION OF THE DAM EXCEPT THE SEDIMENT POOL (REFERENCES: SURFACE STABILIZATION).
6. SAFETY --SEDIMENT BASINS SHOULD BE CONSIDERED DANGEROUS BECAUSE THEY ATTRACT CHILDREN. STEEP SIDE SLOPES SHOULD BE AVOIDED.
FENCES WITH WARNING SIGNS MAY BE NEEDED IF TRESPASSING IS LIKELY. ALL STATE AND LOCAL REQUIREMENTS MUST BE FOLLOWED.
7.
MAINTENANCE:
Check sediment basins after each rainfall. Remove sediment and restore original volume when sediment accumulates to about one-half the design
volume. Sediment should be placed above the basin and adequately stabilized.
Check the structure for erosion, piping, and rock displacement weekly and after each significant (M inch or greater) rainstorm and repair immediately.
Remove the structure Ong any unstable sediment immediately after the construction site has been permanently stabilized. Smooth the basin site to
blend with the surrounding area and stabilize. All water and sediment should be removed from the basin prior to dam removal. Sediment should be
placed in designated disp®sal areas and not allowed to flow into streams or drainage ways during structure removal.
CHANNEL
N0.
SIDE SLOPES
BOTTOM WIDTH
MINIMUM
CHANNEL DEPTH
CHANNEL E
3:1
15,
2. 5'
CHANNEL F
3:1
50,
3'
CHANNEL H
3:1
12'
3'
DEPTH VARIES (SEE CHART ABOVE)
3
Maintenance:
Inspect permanent diversion ditches after every rainfall during
the construction operation. Immediately remove an
P Y Y
obstructions from the flow area, and repair the diversion ridge.
Check outlets, and make timely repairs as needed. Maintain WIDTH VARIES
the vegetation in a vigorous, healthy condition at all times.
(SEE CHART ABOVE)
GRASS LINED CHANNEL
N.T.S.
/ I1
3
CHANNEL
N0.
SIDE SLOPES
BOTTOM WIDTH
MINIMUM
CHANNEL DEPTH
STONE SIZE
THICKNESS
CHANNEL C
3:1
10,
1'
CLASS B
30"
CHANNEL G
EXISTING
EXISTING
EXISTING
CLASS 2
42"
CHANNEL J
3;1
12'
1'
CLASS 1
27"
THICKNESS
0 0 0Q
1� tl Of
3
Maintenance:
Inspect permanent diversion ditches after every
rainfall during the construction operation.
immediately remove any obstructions from the flow
area, and repair the diversion ridge. Check
outlets, and make timely repairs as needed.
Maintain the vegetation in a vigorous, healthy
condition at all times.
WIDTH VARIES
(SEE CHART ABOVE)
DEPTH VARIES (SEE CHART ABOVE)
O o0 tl.000_00_p0 y0 O?_tlQ
10" - #57 STONE FILTER LINING
RIP -RAP_ LINED CHANNEL
N.T.S.
N
fl
d
S
0
O
m
Y >00,
01 In
N
d A N
NNN
0
m � Omm
4 '10ZMM
a 90.600
m MA
N. dJX
A m3dlu4
s Mazl-e.
J
F
N
Z
W
7.
Z
n
W
04
Y
o_'a
v)
t9
0
3
(n
LLJa'
Wen
Z
r
Q
d
Z
Z
W
`
r
'
y
}
V
Z
®
J
d
a
Z
J
J
O
=
to
Z
a
X
W
u
MM
P
CL
F
Oil
W
a
W
°a
W
0:
Z
UpJ
LU
m
DESIGNED:
LAB
DRAWN:
LAB
CHECKED:
LAB
DATE: NOVEMBER
2014
REGION:
LOCATION: HOLLY SPRINGS
HA-HOLLYSPRINGS-X-1
DWG FILE:
SCALE:
HORIZONTAL:
AS NOTED
VERTICAL:
AS NOTED
ROCK DAM
N.T.S.
SHEET NO.:
X-1
OF:

GROUND ELEV. 333±
to
F-
H
H
J
350
300
200
150
1 1`
50
C
-50
0+00
GROUND ELEV. 306±
F-
H
H
J
Z
GROUND ELEV. 344±
H
z
H
350
EXISTING
GRADE
315
FINAL
WATER EL.
WEATHERED
ROCK
275 E
PYTSITNr
PIT
ABC
235 B
95 BEN
AREA
ACTIVE MINE
& FUTURE
PIT
155 BENC
115 BENCH
5 BENCH
35
BENCH
-15 FOOT
LEVEL -
NAL FLOOR
ELEV.
-5
BENCH
_...
_-
2+00 4+00 6+00 8+00 10+00 12+00
SECTION A' -A'
1 =200 HORIZONTAL
'111=50' VERTICAL
PLANT WATER POND SILT POND
400 WATER EL. 379± WATER EL. 387± 400
390 390
1
3
1 380
80
1 1
�1 1r
370 370
30
36 J
__.
4+50
0+00 0+50 1+00 1+50
0 4+00
2+00 2+50 300 3 5 EXISTING PLANT WATER & SILT PONDS
SECTION C'-C'
1"=50' HORIZONTAL
111=10 VERTICAL
C'TI T r1r11.111
400 vvr 1I 1u 400
SILT POND
WATE EL. 380±
390 390
1 1
380 380
1
1
370 370
3601 360
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50
EXISTING SILT PONDS
SECTION D'-D'
1"=50' HORIZONTAL
1"=10' VERTICAL
14+00 16+00 16+00 18+00
BENCH
300
(ENCH
250
NCH
GROUND ELEV. 316±
400
350
1 1;
250
_po 200
150 150
100 100
50 50
L
-50
20+00
H
H
J
U
Z
H
GROUND ELEV. 370± H 400
H
J
Z
H
OVERB
RDEN
z
rOVERBUR�DEN
315
FINAL WATER
EL.
FATHERED ROCK
275 BE
EXISTING1-
T
PIT
235 BEN
ABC
-J
155 BENCH
15 BENCH
75
BENCH
35 EENCH
-1E
FOOT LEVE
- FINAL F
OOR ELEV.
-5 BENCH
0+00
NOTE:
ALL BENCH FACES ARE TO BE MINED ON a TO 1 SLOPE WITH
FACE HEIGHTS OF 35 FT AND BENCH WIDTHS OF 1S FEET.
SLOPES EXCAVATED IN UNCONSOLIDATED MATERIALS
(OVERBURDEN) WILL BE LAID BACK ON 2 TO 1 GRADES.
2+00 4+00 6+00 8+00 10+00 12+00
SECTION B'-B'
7'
MINIMUM
VE
QUARRY SIDE BR�RSION- 1 1
1/4" PER FT.
6" SLOPE DRAIN-.
/ 1
2 1L_
2 2
_ 4 4
18" MIN.
TEMPORARY DIVERSION CHANNEL
Qr\RRv
='DE
12' TEMPORARY
DIVERSION CHANNEL
SECTION
2'
7' MIN.
PLAN
VISUAL BARRIER BERM
N.T.S.
1=200' HORIZONTAL
1'r-50' VERTICAL
18" MIN.
L
TEMPORARY DIVERSION CHANNEL
10'
OUTSIDE
4 4
1 1
12' TEMPORARY
DIVERSION CHANNEL
1�
2
BENCH
350
ENCH
300
JCH
250
H
200
150
111
50
%
14+00 16+00
OUTSIDE
1.5 ft. min beynd
ditch bank
�y},p 9 inch. min. below
"0 natural ground level
O pO
O O00 00�000
0 1�00 �0000
Channel width
varies
Plan View of check Dam
1.5 ft. Min
Class B Riprap
12" of NCDOT #5 or #57
washed Stone
2
�1 2 ft. max.
at center
Filter Fabric
Cross -Section view of Check Dam
Length is the distance
such that points A and a
0 O�0�,.00 are of equal elevations
00 00O$
00
A Length B
O
0000
00 0 000
O O 000
0
Spacing for check Dams
Construction Specifications:
1. Place stone to the lines and dimensions shown in the plan on a filter fabric foundation.
2. Keep the center stone section at least 9 inches below natural ground level where the dam abuts the clarinet banks.
3. Extend stone at least 1.5 feet beyond the ditch bank to keep water from cutting around the ends of thed+eck dam.
4, Set spacing between dams to assure that the elevation at the top of the lower dam is the same as tie bw elevation of
the upper dam.
5. Protect the channel after the lowest check dam from heavy flow that could cause erosion
6. Make sure that the channel reach above the most upstream dam is stable
7. Ensure that other areas of the channel, such as culvert entrances below the check dams, are not suoject to damage or
blockage from displaced stones.
Maintenance:
Inspect check dams and channels at least weekly and after each significant (1/2 inch or greater) remits event and repair
immediately. Clean out sediment, straw, limbs, or other debris that could dog the channel when needed.
Anticipate submergence and deposition above the check dam and erosion from high flows around the edgss of the dam.
Correct all damage immediately.
Remove sediment accumulated behind the dams as needed to prevent damage to channel vegetation. alb& -
to drain through the stone check dam, and prevent large flows from carrying sediment over the dam Adds,, - - as needed to maintain design height and cross section.
TEMPORARY ROCK CHECK DAM
N.T.S.
12 Gauge 4 ft.X4 ft. or 2 ft.X 2ft. welded wire
hooked on to preformed channels on metal posts.
Ultraviolet resistant geotextila fabric or
equivalent, secured to wire with metal
clips or wire at 8 in. on centers.
I
Max. sediment storage level is 1/2 height.
Remove sediment when this level is reached
or as directed by the conservation
Inspector.
2 ft.
Sheet drainage only
r. Natural Grade
8 in.Wmetal
Carry 12 inches of fabric into trench,
cover with soil, tamp and backfill, 8
18 in.inches down and 4 inches horizontal.
ry 6 in. of wire
o trench.
osts at 8 ft.
X.
4 '"' Note: Silt Fence should not be used at pipe
8 ft. I outlets or in areas of concentrated flow
I- O.C. -I (Creek, Ditch lines, swales, Etc.)
{ Max.
Silt Fence
Note: Flow Should not fun
Sedlm=_nt J along silt fence, Use
storage Pit diversion ditches instead.
' Flow
Flow To increase storage capacity and
prolong the life of the Silt Fence, It
is generally advisable to dig a
sediment pit in front of the Silt Fence
whenever possible.
Construction Specifications:
MATERIALS
1. Use a synthetic filter fabric of at least 95% by weight of polyolefins or polyester, which is certified by the
manufacturer or supplier as conforming to the requirements in ASTM D 6461.
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 1.33 lb/linear ft steel with a minimum length of 5 feet. 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.
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 24 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 4 feet minimum overap 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 the bottom of the trench. Fasten the wire reinforcement, then fabric on
the upslope side of the fence post. Wire or plastic zip ties 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 does not require wire mesh support fence. Securely
fasten the filter fabric directly to posts. Wre 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.
6. 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 critical to silt fence performance.
10. Do not attach filter fabric to existing trees.
SEDIMENT FENCE INSTALLATION USING THE SLICING METHOD
Instead of excavating a trench, placing fabric and then backfilling trench, sediment fence may be installed
using specially designed equipment that inserts the fabric into a cut sliced in the ground with a disc
Installation Specifications:
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 three ties, all spaced within the top 8 inches of the fabric. Attach
each tie diagonally 45 degrees through the fabric, with each puncture at least 1 inch vertically apart. Also,
each tie should be positioned to hang on a post nipple when tightened to prevent sagging.
6. Wrap approximately 6 inches of fabric around the end posts and secure with 3 ties.
7. 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 deviations before compaction
9. Compaction is vitally important for effective results. Compact the soil immediately next to the silt fence
fabric with the front wheel of the tractor, skid steer, or roller exerting at least 60 pounds per square inch.
Compact the upstream side first, and then each side twice for a total of 4 trips.
Maintenance,
Inspect sediment fences at least once a week and after each rainfall. Make any required repairs
immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become ineffective, replace it
promptly.
Remove sedibjent 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 fahcing material and unstable sediment deposits and bring the area to grade and stabilize it
after the con(ftbuting drainage area has been properly stabilized.
SEDIMENT FENCE DETAIL
N.T.S.
N
m
d
s
20
M
0 0)0 0 m
aZ rinn
6 NNN
i Y 00
m V m m
Q oZMM
L an I
o mM mm�
F 3 R W Q
T MVI MfLL
n
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DESIGNED:
LAB
DRAWN:
LAB
CHECKED:
LAB
DATE: NOVEMBER 2014
REGION:
LOCATION:
HOLLY SPRINGS
HA-HOLLYSPRINGS-X-1
DWG FILE:
SCALE:
HORIZONTAL:
1' = 200'
VERTICAL:
SHEET NO.:
X=2
OF:

La
PLAN
STONE CLASS
CLASS "1" = 5 To 200 lbs
CLASS "2" = 25 To 250 lbs
CLASS "A" = 2" TO 6"
W CLASS "B" = 5" TO 15"
d = 1.5 times the maximum stone
- diameter but not less than 6"
la = length of riprap apron
RIP -RAP LINING
0 o eo 0o eo
d
-1- FS-2 FILTER STONE SUBLAYER
SECTION 6" BEDDING THICKNESS
APRON
NO.
do
La
W
STONE
DIA,
d
LINING
LINING
THICK.
LINING
DIA.
1
2-42"
44'
60'
CLASS 2 1
58"
YES
12"
CLASS A
2
1-36"
30'
1 39
CLASS 2
68"
YES
12"
CLASS A
3
2-54"
56.251
76'
CLASS 2
64"
YES
12"
CLASS A
4
5-72"
60'
110'
CLASS 2
30"
YES
10"
CLASS A
5
1-18"
12'
16.5'
CLASS 2
60"
YES
12"
CLASS A
6
1-18"
9'
13.5'
CLASS B
18"
NO
6"
#57
7
1-18"
12'
16.5'
CLASS 2
40"
YES
12"
CLASS A
8
9
1-36"
1-30"
24'
26'
27'
28.5'
CLASS 2
ICLASS 2
48"
15"
YES
YES
12
17
CLASS A
15"
10
1-30"
24'
26.5'
ICLASS 1
1 21"
1 YES
21"
1 15"
Construction Specifications:
1, Ensure that the subgrade for the filter and riprap follows the required lines and grades shown in the plan. Compact any fill required in the subgratl,
to the density of the surrounding undisturbed material. Low areas in the subgrade on undisturbed soil may also be filled by increasing the riprap
thickness.
2. The riprap 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 riprap and placing another piece of filter cloth over the damaged area. All connecting joints should overlap so the top layer Is above
the downstream layer a minimum of 1 foot It the damage is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging the titter.
5. The minimum thickness of the riprap should be 1.5 times the maximum stone diameter.
6. Riprap may be field stone or rough quarry stone. It should be hard, angular, highly weather -resistant and well graded.
7. Construct the apron on zero grade with no overfill at the end. Make the top of the riprap at the downstream end level with Me receiving area or
slightly below it.
8. Ensure that the apron is properly aligned with the receiving stream and preferably straight throughout its length, If a curve Is needed to fit site
conditions, place it in the upper section of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation..
Maintenance:
Inspect riprap outlet structures weekly and after significant (1/2 inch or greater) rainfall events to see if any erosion around of below the riprap has
taken place, or if stones have been dislodged. Immediately make all needed repairs to prevent further damage.
ENERGY DISSIPATER DETAIL
N.T.S.
TYPE "A" SEEDING
SCHEDULE FOR STABILIZATION
GRASS
DATE
TYPE
PLANTING RATE
MAR. 15 - MAY 15
PERRENNIAL SEED MIX
10
LBs/ACRE
N.C. WILDLIFE RESOURCES
COMMISSION
MAR. 1 - JUN. 1
SERICEA LESPEDEZA (SCARIFIED)
50
LBS/ACRE
(MAR. 1 - APR. 15)
ADD TALL FESCUE
120
LBS/ACRE
(MAR. 1 - JUN. 30)
OR ADD WEEPING LOVEGRASS
10
LBS/ACRE
(MAR. 1 - JUN. 30)
OR ADD HULLED COMMON BERMUDAGRASS
25
LBS/ACRE
JUN. 1 - SEP 1
*** TALL FESCUE AND
120
LBS/ACRE
*** BROWNTOP MILLET
35
LBS/ACRE
OR SORGHUM - SUDAN HYBRIDS
30
LBS/ACRE
SEP. 1 - MAR. 1
SERICEA LESPEDEZA (UNHULLED - UNSCARIFIED) 70
LBS/ACRE
AND TALL FESCUE
120
LBS/ACRE
(NOV. 1 - MAR 1)
AND ABRUZZI RYE
25
LBS/ACRE
TYPE "B"
SEEDING SCHEDULE
SHOULDERS, SIDE DITCHES, SLOPES
(MAx. 3:1)
DATE
TYPE
PLANTING
RATE
AUG. 15 - NOV. 1
TALL FESCUE
300
LBS/ACRE
NOV. 1 - MAR. 1
TALL FESCUE
300
LBS/ACRE
& ABRUZZI RYE
25
LBS/ACRE
MAR. 1 - APR. 15
TALL FESCUE
300
LBS/ACRE
APR. 15 - JUN. 30
HULLED COMMON BERMUDAGRASS
25
LBS/ACRE
JUL. 1 - AUG. 15
TALL FESCUE AND
120
LBS/ACRE
*** BROWNTOP MILLET
35
LBS/ACRE
*** OR SORGHUM - SUDAN HYBRIDS
30
LBS/ACRE
SLOPES (3:1 TO 2:1)
MAR. 1 - JUN. 1
SERICEA LESPEDEZA (SCARIFIED)
50
LBS/ACRE
(MAR. 1 - APR. 15)
ADD TALL FESCUE
120
LBS/ACRE
(MAR. 1 - JUN. 30)
OR ADD WEEPING LOVERGRASS
10
LBS/ACRE
(MAR. 1 - JUN. 30)
OR ADD HULLED COMMON BERMUDAGRASS
25
LBS/ACRE
JUN. 1 - SEP. 1
**^' TALL FESCUE AND
120
LBS/ACRE
*°* BROWNTOP MILLET
35
LBS/ACRE
*** OR SORGHUM - SUDAN HYBRIDS
30
LBS/ACRE
SEP. 1 - MAR. 1
SERICEA LESPEDEZA (UNHULLED - UNSCARIFIED) 70
LBS/ACRE
AND TALL FESCUE
120
LBS/ACRE
NOV. 1 - MAR. 1
ADD ABRUZZI RYE
25
LBS/ACRE
SEEDING SCHEDULE FOR
REVEGETATION BENEFICIAL TO
WILDLIFE
DATE
TYPE
PLANTING
RATE
FEB. 1 - APR. 1
KOBE LESPEDEZA
20-40
LBS/ACRE
FEB. 1 - APR. 15
ORCHARD GRASS
15-25
LBs/ACRE
MAR. - APR.
SHRUB LESPEDEZA
16
LBS/ACkE
MAR. - APR.
SWITCHGRASS
6-8
LBS/ACkE
APR. - MAY
BAHIA GRASS
25-35
LBS/ACRE
APR. 15 - JUN. 15
LOVEGRASS
4-5
LBS/ACRE
CONSULT CONSERVATION ENGINEER, SOIL CONSERVATION SERVICE OR WILDLIFE BIOLOGIST
FOR ADDITIONAL
INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF DENUDED AREAS. THE ABOVE VEGE-
TATION RATES ARE THOSE
WHICH DO WELL UNDER LOCAL CONDITIONS, OTHER SEEDING COMBINATIONS AND
SEEDING RATES ARE POSSIBLE.
"' TEMPORARY -- RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT VEGETATION. DO
NOT ALLOW TEMPORARY COVER TO GROW OVER 12" IN HEIGHT BEFORE MOWING,OTHERWISE
FESCUE MAY
BE SHADED OUT.
1. Chisel compacted areas and spread topsoil inches deep over adverse soil conditions, if available.
`Apply:
2.Ro the entire area to 6 inches depth.
Agricultural Limestone - 2 tonvacre
3. Remove all loose rock, roots, and other obstructions leaving surface reasonable smooth and uniform.
/ so'
or 3 tons acre In clay II§ .
4. Apply agricultural lime, fertilizer, and super phosphate uniformly and mix with soil (see below').
Fertilizer - 1000 lbs/acre (10-10-10)
5. Continue tillage until a well -pulverized, form, reasonable uniform seedbed is prepared 4 to 6 Inches deep.
Super phosphate - 500 lbg/acre (205)
6. Seed on a freshly prepared seedbed and cover seed lightly with seeding equipment or cultipack after
Mulch - 2 tonslacre (small grain straw)
seeding.
Anchor - Asphalt emulsion at 450 gal/acre
7. Mulch immediately after seeding and anchor mulch.
8. Inspect all seeded areas and make necessary repairs or res"clings within the planting season, if possible.
If stand should be over 60%damaged reestablished following original lime, fertilizer and seeding rates.
9. Consult conservation inspector on maintenance treatment and fertilization after permanent cover is
established. SEEDBED PREPARATION
NATURAL GROUND
CARRY RIP -RAP UP
SIDES OF SPILLWAY
- TOP OF BERM
III-1
FLOOD STORAGE ZONE
„ ,
L
„
2.5
III
„F .,
1
J
I -III 1 TOP ELEV. OF SPILLWAY
- "N"
#57 WASHED STONE
CLASS B RIP -RAP
II„ till=l III-
Il�I I I_il I-
11�111=���1=III =
"G"
SEDIMENT STORAGE ZONE)
TOTAL BASIN CAPACITY "p"
1�
=7
L 1111 ll
11=III-I
I
-II-II
-
MAX. SEDIMENT DEPTHI-
1'
y 1=L
=T,
I-11111
°
II
II
MAX LEVEL OF SEDIMENT COLLECTED
1�=11 ill- 11=1J 11 1=r
I- - rt n-
-
2
CLEAN BASIN WHEN LEVEL IS REACHED
KEY WAY
(20'
WIDE)
SECTION THRU
(.EDIMENT
BASIN
CARRY RIP -RAP UP
SIDES OF SPILLWAY
maintenance:
Inspect sediment basins at least weekly and after
"0"
each significant (K inch or greater) rainfall
event and repair immediately. Remove sediment and
-
-
restore the basin to its original dimensions when
- "J"
it accumulates to one-half the design depth.
l
Place removed sediment in an area with sediment
controls.
check the embankment, spillways, and outlet for
CLASS B
KEYWAY
RIP -RAP
I'
I
P
erosion damage, and inspect the embankment for
ail
piping and settlement. Make all necessary repairs
immediately. Remove all trash and other debris
II'
from the riser and pool area.
C11
SECTION THRU BERM &-FILTER
SEDIMENT BASIN DIMENSIONS
S
ALL BASINS DESIGNED FOR 25
YEAR LIFE -SPANS
SEDIMENT„
A
» »
B
» „
C
„ >,
D
"E"
"F"
"G"
"H"
"I"
"J"
"K
„
L
» „
M
„ »
N
"0"
"P
"Q"
WIDTH
RISER
BASIN
YES
NO
N0.
1
20
1'-0'
18'-0'
3'-0'
1'-6'
1'-0"
4'-O'
1'-0"
6'-0"
1 -0
2.5
-
7'-0'
1 -0"
10-0"
10'-0'X2
55
1'-0"
18-0"
-0"
1-6"
1-0"
4'-0"
1-0
6'-0'
1'-0"
2.5
2.5
-
7-0
1-010-0
20'-0"
X3
40
1-0"
18'-0"
3'-0"
1
-6"
1-0
4-0
1'-0
6'-0'
1 -0
13'-"2.5
2.5
2.5
-
7 -0
1'-0"
10'-0"W25'_0
X
4
40
1'-0"
18'-0"
3'-0"
1'-6"
1'-0"
4-O
1-0
6'-O"
1'-0"
2.5
2.5
-
7'-0"
1'-0"
10'-0"X
5
60
1'-0"
18'-0"
3'-0"
1'-6"
1'-0"
4'-0"
1'-0"
6'-0"
1'-0"
2.5
2.5
-
7'-0"
1'-0"
10'-0"X
6
70
„
1 -0
„
18 -0
3 -0
1
»
-6
1 -0
»
4 -0
„
1 -0
6 -0
1 -0
2.5
2.5
-
7 -O;;
1 -0 "
10
-0
X
7
67
1 -0
18 -0
3 -0
1
-6
1 -0
4 -0
1 -0
6'-0"
1 -0'
3 -0"
2.5
2.5
-
7 -0
1 -0
10
-0
X
8
65
1'-0"
18'-0"
3'-0"
1'-6"
1'-0"
4'-p"
1'-0"
6'-0"
1'-0"
3'-0"
2.5
2.5
-
7'-0"
1'-0"
10'-0"X
8'-P"
11
100
1'-0"
18'-0"
3'-0"
3'-0"
''--"
1'-0
5'-0"
2'-0"
6'-0"
3.0
2.0
326.0
27'
5'-0"
35'
175'
X
I
NOTE:
SEE SEDIMENT BASIN DETAIL., SHEET X-4, FOR SEDIMENT BASINS SB 9, SIB 10 & 5B 12.
Ri
OVERBURDEN PILE
DITCH BETWEEN
ROADWAY AND
OVERBURDEN PILE
20' ACCESS ROADWAY,
GRADED TOWARDS
OVERBURDEN PILE
GRADE BERM
TOWARDS
SEDIMENT
BASIN
SEDIMENT
j BASIN - -
SPILLWAY
12" HOPE PIPE UNDER
ACCESS ROADWAY,
SPACED EVER 200' STREAM
BUFFER
TYPICAL SEDIMENT BASIN
ACCESS CROSS SECTION
rvnT Tn crni c
15'
MIN
CONTROL
SECTION
-121
MIN. = -
-----I- I_
_ -I i,_ - EXISTING CHANNEL -MATCH EXISTING GRADE
1t,=1I --IIL T� 20' LEVEL -
I_ OR GREATER
1 ,
APPROACH RIP -RAP DOWN' -
CHANNEL STREAM SIDE
PROFILE
3
-- lz" 1__ I - I:
=1 -=11=111= � �,-
-11 - 1 1-11----- 11 I_III-IT�I-Ii1
111" 1= I I I -III -1 I I I -I 11-1L '. I a 11= -1,
20'
CROSS SECTION
EMERGENCY SPILLWAY DETAIL
N.T.S.
Crushed CONSTRUCTION SEQUENCE:
Stone 1. Construct berm by placement of ovtlrburden.
2. Prior to placement of materials for berm formation, cut vegetation nearly flush with
ground (if applicable).
3. Compact materials in I foot lifts by construction traffic.
MAX WATER LEVEL EL. 323.85 @ 41
EL. 313.00 @ #2
CONSERVATION WATER LEVEL EL. 294.00 @ #3
EL. 311,25
@
#2
EL. 321,00 @ #4
EL. 292.00
@
#3
EL. 326.00
@
#4
SEE DETAILTB� 1
RISER STEM
CM RISER PIPE - SEE DETAIL B -
12" SLIDE GATE - SEE DETAIL C
QI
SEE DETAIL
POND
#1
= #1
POND
#2
= #2
POND
#3
= #3
POND
#4
= #4
RETENTION
DAM
-
2
l�
EXISTING
GRADE
NOTES:
1. NO end dumping of overburen shall occur during berm construction.
2. Slopes will be tracked during construction to aid in the establishment of
vegetative cover.
OVERBURDEN AREA - not to scale
60" @ #1 EMERGENCY SPILLWAY
30" @ #2 EL. 321.50 @ #1
EL. 312.19 @ #2
30 @ #4 EL. 292.94 @ #3
EL. 328.00 @ #4
CREST EL. 325.00 @ #1
EL. 5.00 @ #2
29
EL. 295.00 @ #3
EL. 330.00 @ #4
IMPERVIOUS FILL MATERIAL �42" CONDUIT PIPE
-ANTI-SEEP COLLARS 1
OUTLET
EL. 289.0
@
#2
OUTLET
EL. 283.0
@
#3
OUTLET
EL. 310.0
@
#4
�L
OUTLET
PROTECTION
0': 0 0. 0
(SEE
DETAIL)
11 4r
..
1
�10--I
ZSTRIP
CUT OFF
8"-12" BENEATH DAM
TRENCH
FOUNDATION AREA
TYPICAL SECTION THROUGH PRIMARY SPILLWAY
---- N.1.S.
Place material from
excavation on downhill side
of flow. Use additional fill I
to achieve specified height 2' min. I�
and width.
1.
ti �a+ 1 and
Flow
Pal. 3.1 ma
seed and mulch diversion channel and
dike immediately after construction.
varies choose appropriate seeding mixture
3' min. from the seeding schedule.
Construction Specifications:
1) Remove and properly dispose of all trees, brush, stumps, and other objectionable material.
2) Ensure that the minimum constructed 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 diversion to permit machine regarding 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 flow area and repair
the diversion ridge. Check outlets, and make timely repairs as needed. When the area protected is permanently stabilized,
remove the ridge and the channel to blend with the natural ground level and appropriately stabilize k.
TEMPORARY DIVERSION DITCH
N.T.S.
CONDUIT PIPE
(St I- NOTE)
36" @ #2,4
42" @ #3
2000 PSI CONC
48" @ #2,4
54" @ #3 9„
6'-6" SQ.
DETAIL A
COVER TOP OF TRASH
RACK WITH EXPANDED
METAL SCREEN (12 GAGE)
'IPE
00
ATTACH TRASH RACK WITH �
THREE a"X 1j" STEEL STRAPS
SPACED 12" APART. STRAPS
CAN BE WELDED OR BOLTED
TO TRASH BACK AND RISER
PIPE.
N.T.S.
NOTE:
THE RISER PIPE TO OUTLET CONDUIT CONNECTION SHALL BE MADE WITH CONNECTING BANDS
CONFORMING TO ASTM-A-444 AND SHALL BE FITTED WITH THICK CIRCULAR RUBBER GASKET EQUAL
TO THE WIDTH OF THE BAND. THE BAND SHALL BE DRAWN TOGETHER WITH SUITABLE BOLTS
THROUGH THE USE OF A BAR AND STRAP HARNESS ASSEMBLY TO PROVIDE A STRUCTURALLY
SOUND AND TIGHT CONNECTION. THE RISER PIPE SHALL BE FITTED WITH A "TEE' CONNECTION AT
THE BOTTOM SUITABLE TO RECEIVE AND CONNECT THE OUTLET CONDUIT.
SLIDE GATE DETAIL C
N.T.S.
NOTE:
TRASH RACK TO BE
54" @ #2,4 FULLY BITUMINOUS
60" @ #3 COATED.
CORRUGATED METAL PIPE
(16 GAGE MIN.)
RISER PIPE
48" @ #2 4
54" @ #3
DETAIL B
N.T.S.
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DESIGNED: LAB
DRAWN: LAB
CHECKED: LAB
DATE: NOVEMBER 2014
REGION:
LOCATION: HOLLY SPRINGS
HA-iOLLYSPRINGS-X-1
DWG FILE:
SCALE:
HORIZONTAL:
1' = 200'
VERTICAL:
SHEET NO.:
X-3
OF:

we-(nX
ON-�
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d-wwa
w 0
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C)X
Qa=
oaf
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TOP OF BANK
CAPACITY OF 36" RCP
CULVERTS = 133.8 CFS
EARTH FILL COVERED BY
/-LARGE ANGULAR ROCK
FILTER
CLOTH
LARGE
ANGULAR ROCK
OVER EARTH
A LL
TOP OF BANK
PARTIAL PLAN AT STREAM CROSSINGS
SCALE: 1" = 20'
COIR WATTLES
PLACED 32' OFF OF
SILT FENCE ROW
AREA BETWEEN SILT FENCE AND
STAKED COIR WATTLES TO BE
MATTED AND SEEDED WITH
ANNUAL RYE(TEMPORARY) AND A
WETLAND MIX (PERMANENT)
SILT FENCE,
PLACED AT HIGH __Nz
WATER MARK
COIR WATTLES
PLACED 32' OFF OF
SILT FENCE ROW
NOTE: LESS THAN OR EQUAL TO
40 LINEAR FEET OF RIPARIAN
EXISTING HAUL
ROAD TO BE
REMOVED
EXISTING HAUL
ROAD TO BE
REMOVED
STREAM AND WETLAND
RESTORATION DETAIL
WETLAND CROSSING CONSTRUCTION SEQUENCE
1. INSTALL COFFERDAM AND PUMP AROUND TO
WORK IN THE DRY
2. LAY FILTER CLOTH AND BED PIPES.
3. INSTALL ROCK FILL OVER PIPES FOR
CROSSING.
4. REMOVE COFFERDAM AND MAINTAIN ROCK.
5. REMOVE CROSSING PER DETAIL AFTER NEED
FOR ROAD IS GONE.
50' STREAM
Emerg. Anti- Anti -
Bottom Bottom Bottom Surface Sediment Top of Spillway Top of Riser Barrel Skimmer Orifice Flotation Flotation Riprap Riprap
Basin # Length Width Elevation Elevation Elevation Riser Elev Dam Diameter Diameter Diameter Diameterxw depth Wu Riprap WI Length
10
161
70
339
341
340
1 341
342
344
36
24
4
no plate
4.5
1
6
22
20
21
irregular
335
337
336
337
338
339
48
24
2.5
no plate
4.5
1.5
6
28
24
22
irregular
331
334
332
334
335
336
36
18
2.6
2.1
4.5
1
4.5
25
22
23
220
15
329
332
330
332
333
334
36
18
2
2.0
4.5
1
4.5
21
18
24
irregular
297
299
298
299
300
301
36
18
2.5
2.0
4.5
1
4.5
22
19
25
irregular
1
307
309
308
309
310
311
18
15
2
1.5
4.5
1
3.75
17.5
16
26
irregular
297
299
298
299
300
301
60
36
3
no plate
6
1.5
9
29
24
27
irregular
337
339
338
339
340
1 341
18
15
1.5
1.4
4.5
1
3.75
1 13.5
12
28
regular
315
1 317
316
317
1 318
1 319
36
18
2.5
2.0
5
2
4.5
1 23
20
5'
1'
Line with 2'
Class 1 riprap N0N-W0VEN
CECIFXIH E
PERMANENT SLOPE DRAIN DETAIL
Floating Skimmer with
gravel pad to rest on
Class B Erosion
Control Stone Buff
Top Elev.
of Pool
Bottom Elev.
of Pool
44 bar Layout Shown is
suggested:
However, other layouts may be
used provided openings are 64"
e square in area
Trash Rack
Sediment
Storage
TRASH RACK DETAIL
Class B Riprap Apron
L5 R. thick
CPP Barrel
RIP -RAP OUTLET DETAII.
NOTE: SKIMMER TO BE
STAKED TO BERM IN
ACCESSIBLE LOCATION
WITH A RETRIEVAL ROPE
Bottom Elev.
of Spillway
Riser
-Anti-Flotation
Device (see detail)
Top of Dam
Elevation
i
Line with grass according f
to Seeding Schedule 3
f]
Top of Dam Elevation
Anti -Seep
ALL BASINS DESIGNED FOR 25
YEAR LIFE -SPANS
Cuttoff Trench:
2'deep Rip -Rap Outlet
3'bottom (see outlet detail)
2:1 side slopes
Basin
Number
Width
Ripmp
Size
Riprap
Thickness
SB 10
6'
Class B
F-6"
SB 26
5'
Class B
F-6"
Width
I
Compacted
Subgrade
Riprap
Freeboard
�- Filter Fabric
_Bottom Elev.
of Spillway
Concrete
SPILLWAY CROSS SECTION ANTI -FLOTATION DEVICE
Construction Specifications:
1. Site preparations --Clear, grub, and strip topsoil from areas under the embankment to remove trees, vegetation, roots, and other objectionable material, Delay clearing the pool area until the dam is
complete and then remove brush, trees, and other objectionable materials to facilitate sediment cleanout. Stockpile all topsoil or soil containing organic matter for use on the outer shell of the embankment
to facilitate vegetative establishment. Place temporary sediment control measures below the basin as needed.
2. Cut-off trench --Excavate a cut-off trench along the center the of the earth fill embankment. Cut the trench to stable soil material, but in no case make it less than 2 feet deep. The cut-off trench must
extend into both abutments to at least the elevation of the riser crest. Make the minimum bottom width wide enough to permit operation of excavation and compaction equipment, but in no case less than 2
feet. Make side slopes of the trench no steeper than 1:1, Compaction requirements are the same as those he trench d during backfillin and compaction o erattons.
p p p q ose for the embankment. Keep t dry g g p p
3, Embankment --Take fill material from the approved areas shown on the plans. It should be clean min vegetation, roc and other objectionable material. Scarify areas on
pp p eral soil, tree of roots, woody vegetal n, rocks, I ty
which fill is to 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 wetter
proper compaction. Place fill material in 6 to 8 inch continuous layers over the entire length of the fill area and compact it. Compaction maybe obtained by routing the construction hauling equipment over
the fill so that the entire surface of each layer is traversed by at least one wheel or tread track of heavy equipment, or a compactor may be used, Construct the embankment to an elevation 10 percent
higher than the design height to allow for settling.
4. Conduit spillways -Securely attach the Haar to the barrel or barrel stub to make a watertight structural cue all connections between barrel sections b approved watertight assemblies.
C g connection. Secure y pp g
Place the barrel and riser on a firm smooth foundation of Impervious soil. Do not use pervious material such s sad ravel or crushed stone as backfill around the a or anti -see collars. Place the fill
I pe p ha sand, pp p
material around the pipe spillway in 4-inch layers, and compact it under and around the pipe to at least the same 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 launches.
f backfill over the spillway before crossing it with constructionequipment. Anchor the riser in lace b concrete or other satisfaaor means to prevent
Place a minimum depth of 2 feet o compacted h pipe sp I y gp y y
flotation. In no case should the pipe conduit be installed by cutting a trench through the dam after the embankment is complete.
5. Emergency spillway --Install the emergency spillway in undisturbed soil. The achievement of planned elevations, grade, design width, and entrance and exit channel slopes are critical to the successful
operation of the emergency spillway.
6. Inlets --Discharge water into the basin in a manner to prevent erosion. Use diversions with outlet protection to divert sediment -laden water to the upper end of the pool area to improve basin trap efficiency.
7. Erosion control --Construct the structure so that the disturbed area is minimized. Divert surface water away from bare areas. Complete the embankment before the area is cleared. Stabilize the
emergency spillway embankment and all other disturbed areas above the crest of the principal spillway immediately after construction.
8. Install porous baffles.
9. Safety --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'.
Inspect sediment basins at least weekly and after each significant (1/2 inch or greater) rainfall event and repair immediately. Remove sediment and restore the basin to its original dimensions when it
accumulates to one-half the design depth. Place removed sediment in an area with sediment controls.
Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for piping and settlement. Make all necessary repairs immediately. Remove all trash and other debris from
the riser and pool area.
SCALE: 1"=20' rTVrvow rinvl- rw�u
RISER & BARREL SEDIMENT BASIN DETAIL
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DESIGNED:
LAB
DRAWN:
LAB
CHECKED:
LAB
DATE: NOVEMBER 2014
REGION:
SOUTH
LOCATION:
HOLLY SPRINGS
HA_HOLLYSPRINGS-M&ECP-1
DWG FILE:
SCALE:
HORIZONTAL:
1' = 300'
VERTICAL:
SHEET NO.:
X-4
OF:

*4-1
52.9
SEDIMENT BASIN 20 PLAN VIEW
SCALE 1" = 30' _
Construction Specifications:
1. Site preparations --Clear, grub, and strip topsoil from areas under the embankment to remove trees, vegetation, roots, and other objectionable material. Delay clearing the pool area until the dam is complete and then remove brush, trees, and other objectionable materials to
t
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 he basin as needed.
t t
t ff t h--E t c t-off trench alon the center line of the earth fill embankment. Cut the trench to stable soil material, but in no case make it less than 2 feet deep. The cut-off trench must extend into both abutments to least he elevation of the riser crest
Concrete
Grout
I
Riser
Concrete
Basin
Dimensions
#20
5'-611 x 5'-6" x 3'-011
3' min. L
L-
5I 1 min
ANTI -FLOTATION DEVICE
Top of Dam
327.0'
20'
Freeboard
1 �% Max. Depth of Flow
3 for25-yr. Storm
Line with grass according
to Seeding Schedule Compacted Botfom oC Spillway
Subgrade 326.0'
Riser
Basin
Min.
Slope
Max.
Slope
Bottom Elev.
of Spillway
Top of
Dam Flev.
Width
Max. Depth of Flow
for25-yr. Storm
Freeboard
f20
1.0%
1.0%
326.0'
327.0'
1 20'
1 0.66
.34'
SPILLWAY (cross section)
12'----- -�2'J
2 / \`�' SHOT ROCK 2
. y
STONE BAFFLE DETAIL
NO SCALE
Stone Baffle Construction and Maintenance Notes:
1. Stone baffles shall be embedded a minimum of 2 feet into embankments to prevent wash around.
2. Top of baffle shall be level and within 6-inches of permanent pool elevation or at elevation
specified on sediment basin detail.
3. Class B Rip Rap filter blanket shall be installed on upgradient side of baffle.
4. Maintenance:
a. Class B Rip RsP filter blanket shall be removed and replaced during sediment removal
activities in the sediment basin or detention pond cleanout. Refer to sediment basin
maintenance specifications.
b. Filter blanket should be removed and replaced if clogging occurs.
c. Filter blanket should be inspected after each rain event.
d. Any erosions of embankment around stone baffle embedment shall be repaired immediately.
e. Top of the rock baffle shall be maintained level.
2. Cu -o rent xcava e a u g
Make the minimum bottom width wide enough to permit operation of excavation and compaction equipment, but in no case less than 2 feet. Make side slopes of the trench no steeper than 1:1. Compaction requirements are the some as those for the embankment. Keep the trench HDPE OR PVC END
dry during backfilling and compaction operations. CAP
3. Embankment --Take fill material from the approved areas shown on the plans. It should be clean mineral soil, free of roots, woody vegetation, rocks, and other objectionable material. Scarify areas on which fill is to 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 compact it. Compaction may
be obtained by routing the construction hauling equipment over the fill so that the entire surface of each layer is traversed by at least one wheel or tread track of heavy equipment, or a compactor may be used. Construct the embankment to an elevation 10 percent higher than the p
design height to allow for settling. Watertight structural connection. Secure all connections between barrel sections b approved watertight assemblies. Place the barrel and riser on a firm, smooth foundation of impervious soil. Do -f`4�-
4. Conduit spillways --Securely attach the riser to the barrel or barrel stub to make a Yt 9 y pp g p
not use pervious material such as sand, gravel, or crushed stone as backfill around the pipe or anti -seep collars. Place the fill material around the pipe spillway in 4-inch layers, and compact it under and around the pipe to at least the same 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 2 feet of compacted backfill over the pipe spillway before crossing it with construction equipment. Anchor the riser in place by concrete or other satisfactory means to prevent flotation. In no case should the pipe conduit be installed by cutting a trench
through the dam after the embankment is complete.
5. Emergency spillway --Install the emergency spillway in undisturbed soil. The achievement of planned elevations, grade, design width, and entrance and exit channel slopes are critical to the successful operation of the emergency spillway.
6. Inlets --Discharge water into the basin in a manner to prevent erosion. Use diversions with outlet protection to divert sediment -laden water to the upper end of the pool area to improve basin trap efficiency. HOPE OR PVC TC.-
7. Erosion control --Construct the structure so that the disturbed area is minimized. Divert surface water away from bare areas. Complete the embankment before the area is cleared. Stabilize the emergency spillway embankment and all other disturbed areas above the crest of the
principal spillway immediately after construction.
8. Install porous baffles.
9. Safety --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:
Inspect sediment basins at least weekly and after each significant (% inch or greater) rainfall event and repair immediately. Remove sediment and restore the basin to its original dimensions when it accumulates to one-half the design depth. Place removed sediment in an area with
sediment controls.
Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for piping and settlement. Make all necessary repairs immediately. Remove all trash and other debris from the riser and pool area.
SEDIMENT BASIN DETAILS AND SPECIFICATIONS
HOPE OR PVC ELBOW
HOPE OR PVC END CAP
HOPE OR PVC PIPE
1/2' HOLES IN
UNDERSIDE
FLEXIBLE
OR PVC PIPE -\ HOSE
WATER SURFACE
HOPE OR PVC PIPE
HOPE OR PVC VENT
PIPE
END VIEW FRONT VIEW
ILLUSTRATION OF SKIMMER
OR PVC TEE
5'
Line with 2' -�
Class 1 riprap NON -WOVEN
GEOTEXTILE
PERMANENT SLOPE DRAIN DETAIL
#4 bar Layout Shown is suggested:
However, other layouts may be used
provided openings are 64" ± square in area
I TRASH RACK DETAIL
Rip -Rap Outlet
`ram
Pipe Outlet
Starting
Width
Ending
Width
Length
Depth
d50 Size/Class
S13 020'
15 ft
1 26 $
22 ft.
1.5 ft.
9 inch. =Class B
PIPE I
18 ft.
1 39 R.
30 ft.
2 ft.
9 inch. = Class B
" RIP RAP PROTECTION TO BE USED FOR BOTH BASIN INLETS AND BASIN OUTLET
RIP -RAP OUTLET DETAIL
NO SCALE
HOPE OR PVC PIPE
ORIFICE
PLATE
PERSPECTIVE VIEW
Stone Baffle
12' wide top Top of Dam
elev.:326.0 Trash Rack Bottom of Spillway Elevation 327.0'
(see detail) 326.0'
LINE DIVERSION 3 CLASS B ROCK DONUT Top of Pool silt fence term
-c� p 3 Floating watersedge
.. edge
CHANNEL WITH <o LL O 12" TALL 325.0' Skimmer
CLASS B RIPRAP Riser
325.0' 1
- - - - - - - _ Approximately waters edge
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3'1 0 Z'` °°°° °°°°°°°° ? 1 43 LF OF 36" CMP @ 2.0% SLOPE��
0 0 0 0 0 0 0 0 0 0 0 0
5' TYP.
DIVERSION BERM I Inv Out:321.14
CLASS B z Anti -Seep Collar 22' Ri -
ROCK DONUT z Bottom of Pool Install riser 4' from toe of slope see outlet detail)
DIVERSION o = 323.0' Sediment ( )
BERM z v Storage
r Z
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Y ¢ Cuttoff Trench:
V
o p 2'deep, Tbottom
Bottom of Riser
w Inv of barrel 2:1side slopes
0 322.0' Anti -Flotation
�p �P _J Device (see detail)
oo� S�Q�o PROFILE VIEW 0 nottom:319.0'
PLAN VIEW SEDIMENT BASIN 20 PROFILE
NO SCALE
REV NO: DESCRIPTION OF REVISION: DATE: Riser Drainage Disturbed Min. Surface Min. Sediment Bottom Elev. Min. Top Elev. Top of Riser Bottom Elev. Top of Berm Riser Dia. Barrel Dia. Skimmer
O I ROCK LINED PERMANENT SLOPE DRAIN Basin Areas (Ac) Area (Ac) Area Storage Of Pool Dimensions of Pool Elev. Of Spillway Elev. (in.) (in.) Dia. (in.)
-4;_ MINE MODIFICATION t12.20.16
2 INLET PROTECTION DETAIL
Q MINE MODIFICATION 9.21 20 12.0 6.3 24,691 sq-ft 45,471 cu-ft 323.0' o'7'x315' 325.0' 325.0' 326.0' 327.0' 36 36 4
2 REVISED PER COMMENT
n MINE MODIFICATION 11119
"C' ENCLOSURE
ER ENTRY UNIT
Orifice
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DESIGNED: LAB
DRAWN: LAB
CHECKED: LAB
DATE: NOVEMBER 2014
REGION: SOUTH
LOCATION: HOLLY SPRINGS
HA-HOLLYSPRINGS-M&ECP-1
DWG FILE:
SCALE:
HORIZONTAL:
1' = 30'
VERTICAL:
SHEET NO.:
X-5
OF: