20210709_Mine_map

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HEIDELBERGCEMENTGroup
HAN N AGGREGATES SOUTHEAST, LLC
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WA
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SHEET INDEX:
COVER SHEET
MINING & EROSION CONTROL PLAN M&ECP-1
ENLARGED PLANS M&ECP-2
RECLAMATION PLAN RP-1
CROSS -SECTIONS & DETAILS X-1 , X-29 X-31 X-49 X-5
3825 BARRE'R' DRIVE
Suite 300
RALEIGH, NC 27609
Phone: (919) 380m261 O
HOLLY SPRINGS QUARRY
7000 CASS HOLT ROAD
Holly Springs, NC 27540
Wake County
Phone: [phone]
Avent Femf Ra
3�
Crossroedsa..
hex Rd
N; v
DUnc
VICINITY MAP
NO SCALE
MINING PERMIT No: 92m 13
PERMIT MODIFICATION
W"908d 9NINiH
AilivnoGNWI
17016 0 Inr
aEIni3a3�3
LAT. 36.60700 N
LONG:-78.68200 W
w
JUNE 2021
HAJIg1 MNG5_WAR

I
Ill
NEW
N/F
Sheila M. Stinson &
Theora Irene s. Johnson
- N/F Red Rock Disposal LLC
C/O waste Ind. USA Inc.
3
0
i
LANDFILL DRIVE? _ _
r
Hanson
y Property
22.74 AC
\\._i i;iii li
N/F Red\ROCk Disposal
C/o waste Ind. USA,]
a �R
(�
I
29,
MATCH r NE
N/F
DUKE ENBR Y
PROGRESS T, C.
iS
\®"�L
3edirt)ent
W
Basin #6
Existino�
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Ph • �
Laru
SEDIMEN
BASIN 2
'?o
11
Existing
2-54" RCP
\\Vv /J N/F'v
EDIMENT/ P lip . & ru P
BAST, N 22, Li 5 - Too Pki i �-
\ U ,
sting Visual a erm
Sta In yeast ion.
1/ - -
oB
DIM 3so 36 r so
oB-3
ASI
Q i CC ieu �. niei - PERMANENT SLOPE
o DRAIN
�/
Ime sin #8 i�i�� � SEE X-5 See Details OpOSe
° xo (Exi /` / DIVERSIONSheet X-5 � ove den
�e Area
Existing ,.- .-: DITCH \-••r>,♦ ♦ �..1 3qp \�'�'`�. `\
Pipes
5-72" CMP EDIMENTOB-4 j. 1 .� 3&'Z / O'. ♦ 5��� �\
ASIN
WEST
I� 350
DIVERSION �j �. ENTRY ROAD @ 10%
ti n.,
° : t
x,�", ,..: - w.�.. . I DITf++'68-_. GRADE
Existing Dirt Road R ".v, I " 3:1
OVERBURDEN - Sediment Trap #1 ,33r. �, EXi Sti n '� i I SLOPES._�� - ` �= 6 0
p g
ACCESS POINT '^ (Existing) I ;:,.a i I •� /e` . � • � �- o
rass 340 - Water
R Existing ti G - - -- Retention
�m
J, Pipe 18" ' Channel F
��Y / ,.rr�- _ EXISTING
�1 1�, Existin g � � Pond #1 NANT'SH Tank
ISediment Trap #4 - 330 ?ucr.�_,c.; rlr,� TENANT'S HOT
( g) 3�0 - 320 J �', MIX ASPHAL-
Check Dam o /
h I (Existing) Silt o / � i
( � \ PLANT � EXISt1ng
I ♦ 32 lli•� SILT FENCE 0
1 ' Sediment \ ' (Existing) i�� I r 3ao 3a Pipe No,1
SDO # P PRoaosEo P
Basin #4 I � _ SEDIMENT t �� (:i- TE 2-42"a RCP -
�����IiI(Existing) �� Existin aASIN se 20 TEN �1
N (l i' o �. RCP Pipe ��� 4Ix L 39
�f �I H _TA G j Hanson
�.�_ % Property-
RRENTRCP
+s 3 r t"*1-�% ',EXISTING RIP -RAP /
Existing- -�PITLIMITS ,,.1�axr. cHaNNe� C105.75 AC
RCP Pipe J \ , \ Rock /' t ° x \\\
li ,/ %Sediment rap #2 / EXISTING GRAS ♦ / � EXl i ing�--
,, SDO #4 P 3go 0 , <, , Check Gam
\ ( 9) FUTURE PI? LIMITS ti CHANNEL E J�C,
Io Existin M
// SDG #3 �✓� e r =-. � �._ � � ttxistingji �/ `�f-ice &' jar � .,.� Fxi sti n9 -
/ ! / sale \ shop \
s,90 #2 ti
t , ff
i '' � j �f-� DIV,ERSI��N `rC�'A.. � �, �
Rip -Rap l i 'fa''. - \• // / o°^ate I_` `DIT,'1 o ®,�`
_ S
Channel( g o - > i / , i i^Pcoa _ \ I nture stockpile
(Existing) Sediment Trap//; r do ckpi 1 e s��,. y / / Area V
/ Existin /
#3 Existin - �� Hanson o 9
f Pi t stockpi 1 e 5 3' RCP Pipe ��. \.
Property Area
�L PROPOSED MINE --- \
` LIMITS EXPANSI N ' -EXp ` 68.49 AC
Hanson 1, J A
Property// I °
I ,' �/9� f
Fx
30.09 Ac; 1 \ u - - -
� � / Future If1EArea i F•3
it ontai m ient \
\ o
� \� 324' ~ stockpile ,..\ .
3 Roekt� Aredi v �xsti ng
SDO 51 G E11800,
Q. E ab \ 'J
Is /r o ' - Existing Exi sti n
/ r @ elev. 29& 33 \ ` g
Plant +raining `ry
I)
3 a�
Sedlm t I EOp G� �l. �� / x�„ � �_, �� �" �o � •-' ` ��
_ _
_ Cent
Try
(Pr
opos
�,r
IExistingl .--� i ...-_
j Tailings40
m Pl1-e._ ; m
��o A Exi stT ng �/ o
Existing 0 ro /" �,
Pit ��sa �° �� /'� �Tai ng �}
1� II Ln RCP Pipe e, �, �° Sop p pile . f
_ stockpi /I
a
�310
330. z. 1 s' % i o �/
I
(S st ( Soo °° �o . ral' �� l c�9 ?\ a Lo
1
_ r
II � �1u � '. ,.� 'tit w >'° \ / j90
�i r = r ��: AIDE ROCK _ 29 ,. _ F � .- / �9 '>4'�/ � ��
�__ o;
�ISPDES ,.,:a€ g PR �OS� Y�3} «✓ _
SCHARGE BAFFLE = ��0 J \�hg t �9 \ Je��/
4001 / CP Zit
XPANSION
3EPOOL I 320 Rip -Rap Channel 1
1st1n 330 a� - tockp�
fiLPOND ��F m %� _ `
\ TILE tt ate RETLNrioN oNPOND#4 --- NDS #2 AND\ `ao \\' .�M l-I Area C\ _.7. \
#3 TO BE REPLACED BY - -- ^/! ._.. _ ) 9_.
4n _ Retention RETENTION - 20 WIDCK
BAO LEA 3, ROAD o ) I FUture PlanLocation
..� _ 7 .� 1. f - -
Basi^ I Pond _ DURING PIT EXPANSION 3go\ [ /
Ex,Str1 j1 'go '; f Plant a Waste St DRAW DOWN \i ' "- Proposed / Existing Visual Barrier Berm
06.8]
d 3 1 1- p (Existing):...._ xi sti n Wate 3 HisER olio OB-2 Fl U tih Fi 1 o _Stabilized with vegetation.�
Q Ex, st�� a ?G o� - '>
II F P, e 10 UAL 36' CMP 360 -- o
Retention PIPES, SLOPE
ChpnnelH sed rases o
��� AT2/ SLOPE
r o' RCnipin 4 Pond #2 � �
3go
N/F\
John, Emmie,
Nick & Marea
Ilicipoulos
s
t
Hanson ,
1 obert
y� I ° /
�Lij
((
>(-- 6 rN7 F y d
Y ` \ Margaret I.
-- See Enlarged Plan, Sheet X-4
N/F
John, Emmie, -
L{ Nick & MWa
4- Iliopouos
m
Ln
e SDO #7
r
u N7 F
Ervi r�)Y�
R 'JUd ( �`
i I1i
N/'�
�e-z Ervin YIfF
�
Budd%
N
Yueli
Wang /
- = 8" Na ral Gas Line
Hanson
Property
0.86 Ac
yu
n Existing
_c - Entrance
With Gate
ti /� g9p
mVchael
& Ci ruy
JohnsT
r
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m
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Ogg
a �eZ-A
C N� �-!�(
R 00 7 R lu
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See Enlarged Plans,
d�
31-1
/N/F
Sheet M&ECP-2
N
Z
J
`N/F Terry R.
V
Betty Bejster
M
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L
Q J
0
Iurdrog
LEGEND:
�sacins
Permit Boundar
N
g
Z
12'WIDE ROCK�.- N/F
00
BAFFLE �' o �,'�Z c Ca�vya E.
•fnerlt 't�A , - - K�' c� 90
N/F n#� t �' � � �; e�� o� � o F Perkins
carol i na �. . _ A e C? � ,,�d/
�� � Existl g Visual airier( '� ��. PERMANENT Eistin Ipe Yj ` N, 8 O ya E.
Power and -_
�` I Berm Stabilizedlyith' ��, � ��`- IMPACT wETLAND-� �i o 'Ierkins
Light i PERMANENT AREA 1 - 0.06AC L
~� vegetation. Utilize Channel 1 G 1 �t O o i 1 T ngs/
COmpdny/ IMPACT STREAM E /� Cross See on PERMANENT �/ r �wo �v .rbu rde���
328LF- 0.03AC - IMPACT STREAM C 7
ARMOR ! ,. 171 LF 0.02AC 1 6 r SB 10 TO BE INSTALLED
--- Sediment /
1i DRAINAGE
AROUND BENDWAY PROTECTION AT I� OUTLET PRIOR To WORK IN THIS
Bain #1 AREA AND SHALL REMAIN IN f �y e"y�a�m"m..rh�
D PLACE UNTIL RETENTION O
330 \ POND OUTLET _ POND 4 IS COMPLETE AND
. ` FUNCTIONING
GRAPHICES
SCALE: I� w 93 Ett5
HORIZONTAL SCALE: 1" = 200' �I 200 0 200 600
REV NO: DESCRIPTION OF REVISION: DATE:
aO
MINE MODIFICATION
6.29.21
Q
ADDED INSET 2 AND NOTES REVISIONS
12.20.16
<
MINE MODIFICATION
11.1.16
1
p€.g--F'dRM W •S
9- 5-08
-- _
N
i."Ist;ng EMERGENCY
NOTES: _moo `I ipe No.i
1. BASE TOPOGRAPHY PREPARE BY: ----- l%', RCP SPILLWAY TO /31'I
CONTINENTAL AERIAL SURVEYS, INC. N/F i� OUTLET INTO
3356 REGAL DRIVE Fred & �- DRAINAGE
ALCOA, TN 37701 Shirley Burt CHANNEL
[phone]
2 BOUNDARY INFORMATION FROM WAKE COUNTY TAX MAP.
3. EXISTING MINING PERMIT NO. 92-13
HOLLY SPRINGS QUARRY
7000 CASS HOLT ROAD
HOLLY SPRINGS, INC 27540 g
[phone]
TOBY LEE, GENERAL MANAGER NC SALES AND OPERATIONS N/F William & Sharon Wilson \\
4. THE INFORMATION SHOWN HAS BEEN COMPILED FROM PREVIOUSLY N/F WatsOrt Adcock LLC �• ` j
APPROVED PERMIT RENEWALS AND/OR MODIFICATIONS. N/F William & Sharon Wilson
5. FOR MORE SPECIFIC DETAILS, SEE PREVIOUSLY APPROVED PLANS. i
6. UNLESS OTHERWISE NOTED, THIS SITE WILL MAINTAIN A N/F Fred & Shirley Burt
50-FOOT UNDISTURBED BUFFER ALONG PERMITTED BOUNDARY. 6
9. ALL SEDIMENT REMOVAL FROM DETENTION PONDS SHALL BE DISPOSED IN AN/a
AREA DRAINING To THE PIT OR TO A CONSTRUCTED SEDIMENT REMOVAL DEVICE. tap ✓ "`- w
o N/F
Bri an
it
Smi th &
Jamie
o]b�, M. S .
o yGc�� Terhune
\ Phy
N/F
Existing
Pipe No.6
18" RCP
n
N/F
Goldie
M. Judd
380 Q�
.�% N/F
N/F Jerry & Kenneth
Jerry & Deborah & Marion
Marie Taylor Taylor Brown
Raymond
& Sarah
Judd
Hanson Aggregates Southeast LLC
Holly Springs Quarry
Current
Permit
Modified
Permit
Tailings/Sediment Ponds
32.8
32.4
_ _
Stockpiles
34.3
38.5
Wastepiles
26.0
90.1
Processing/Haul Roads
17.2
18.0
Mine Excavation
56.8
99.4
Other Areas Permitted for Disturbance:
Asphalt Plant, etc
11.5
11.5
Total Area to be Affected
178.6
2868
Other: Buffers, Wetlands, etc
21.6
104.4
Total Mine Permitted Acres
286.32
394.22
B
C=
-----1�
J
Y
Property Line
Existing Pit
Pit Limits R�������
Buffer JUL 091011
Treel i ne LARD QUALITY'
Berm - Existin b11NING PROGRA;
Berm
(to be built based
Film
W
L
W
a
F.
W
m
a
�
Z
iC
L
Z
0
O
y
LU
on overburden supply)
--- - ---- -
Contour Index
DESIGNED:
LAB
--
Contour intermediate
DRAWN:
LAB
CHECKED:
LAB
O
Structure
® Road Paved
DATE:
NOVEMBER
2014
7­777-_1 Road Access
REGION:
SOUTH
Body of water
O
sediment Basin/Trap as noted
LOCATION:
HOLLY SPRINGS
HA-HOLLYSPRINGS-M&ECP-1
Energy Dissipater
DWG FILE:
SCALE:
Pipe
-�-��
Diversion Ditch Temporary
HORIZONTAL:
1' = 200'
�-
Diversion Ditch Permanent
VERTICAL:
Draina e Direction
creek
O stockpile Existing
Former Monitoring Wells

\\\\ . Jf 1 "11 \ \� \\\\\\\\ I I I! � \ l \\\V�\\\\\ I �� `_���_ �----��,` �\� ` � -�•�'��`��\\\\�.�\\ - ..- 1 � `\ , \ \ �l ,t 11 ill ! I I \..i-�-_.-1� ! I Illlli, �
\ .� \� \`\ \\ \ \\i I 1 \ \ \ \\\ \ \ \\ \\\ �1 �111I `\ \ \ \ \ \ ( �- _ .�f —✓\.. \,�\ V \ \ t 1 I ! ! f I \ I t I
LEGEND: >\ .\� \\ \ \> (\ � i \ \ \ \• ` \\ t � 1 e .\� \ � � �\ \ �1 1
\.�� \ \\\J/� .�\\J------���\~`\\` NODES:
%I�III//l�
1. BERMS MAY EXPAND DUE TO MINE NEEDS, ANY ��-�
Permit Boundary FUTURE IMPACTS TO WETLANDS OR STREAMS WILL
I
\\ i I /
•\`�, '.�.� �a\ \�\-� �\ �,�IV1 I� ` f`y \\�\� \ �Il \' BE PERMITTED THROUGH THE PROPER AUTHORITIES. • !iI i�1. %%jr�
Property Line \\2. FENCING TO BE INSTALLED BEHIND SCREENING f
i1 BERM ALONG PROPERTY WITH EXISTING SOCCER
\\` `\ \ i `\\\`• V� \\ \\ �\� \V ' �� S 4 \\� FIELD TO PROTECT CHILDREN FROM ENTERING THE
® Existing Pit / \
MINE SS T t-'\
r Pit Limits ( - \ ` \ 1
Buffer � ! fa=_Z'
,\\��
Treel i ne
/
Berm - Existing ! \ ��\�\ \\ �\ `I �\ i 0 \\ \ \ \
50 UNDISTURBED
1
Hanson Aggregates Southeast LLC
HollySprings Quarry
Current
Permit
Modified
Permit
Tailings/Sediment Ponds
32.8
32.4
Stoc iles
34.3
38.5
Wastepiles
26.0
90.1
Processing/Haul Roads
17.2
18.0
Mine Excavation
56.8
99.4
Other Areas Permitted for Disturbance:
Asphalt Plant, etc
11.5
11.5
Total Area to be Affected
178.6
289.8
Other: Buffers, Wetlands, etc
21.6
104.4
Total —Mine Permitted Acres
286.32
394.22
\ l
�— -� Berm �\ // \ (to be built based \~ ��\\.�\\\�`. �\\ c �\ \\ \\\� \ \ /
! 1' on overburden supply)�\ \ i) l�� BUFFER / /cif
Contour Index ( - \\'v�
l v�vv 1, 8
Contour intermediate II(`\—_�\\�� \ \� 50WIDE TALL
\
I'' f �:.'._�-� \\\\t\`��\ \ \��. ..\ /' j/ \\ \ �// �j�/ 1 < I �% l % ``.�-`_ -� /_"`` \ �`.. \�� \\` \'.` `\ \ \ l• /
O Structure PLANTED
Road Paved v
VA�V lIilt, SCREENING
I �, N/F
Road Access \�� v�1\V A ti/ BERM WAKE COUNTY ��/ l� t J/ /�/ / �l t
� 111 I � �'\ \ { 1�� 1 �� / BOARD OF �-�/s �,\�} ^ \ �` `. `\� �
Body of water J'' / ✓ �- M ��\
V 1° v
EDUCATION -4
Sediment Basin/Trap as noted \� (� ��-1� \ /1 \' \ \ \ �\
/ �\
O Energy Dissipater
Pipe
��� �\ Vy A I i / � / (II J /�� ` \ \ v • y ��\v X\
Vv`�vJ`
Diversion Ditch Temporary \ � �; I i I I � N/F ! �t � `� �, wA\\�A
—F—E-- v���-� / vR R�AP� . / )� ! i i ' �; 1 _� TowN o oLLY
�j/ i EXtSting i �_ - -�'� I: 1 LA RUE M POWELL-
rr �� f �/ _
Diversion Ditch Permanent - / / _ - --- �\ \ �� , f J EPidE A nr \/�\
�/i
\\ JJ Entrance / �\ - '�/ 1 SPRINGS \
l
' � I ._.ram �_ "'---•_ =— r � - J i �� J \\ \
Drainage Direction-W� th Gat : f \ -"- -� - -- ` H L
A
j . Creek \fir / <�'� '��' �// } -' 1
stockpile Existing . ��` _-----� /
wetlandsseDIMEN' _ - �/ % - - U N✓� i ��� /J/ yA�
i :� i• _ / i / 1 _ BASIT Y ER f \ f/
�'y HERP� L T L
� N 27
)
All
Ift
>0
wo Z
SED M
BASIN :U / \ 4
Z
lit�C� ® / l sAMUEN/JO P �`� —= ��}� } � AM BEV W
-\ ��i�\ I lI \ ( �1,r• N/F
\\ ✓ s — a I `DUKE ENERGY '� ' i �) r �� fI \ / / AND SHANJIN
PROGRESS IN - / �/ II �� V I .� 1 / I ROBERTSON --�\ \ i
;/ / %� ! ! \, ` �.�L"�ji N V W
�� L/ _ �� 1 \\\��p``Ilil /%I'l[ `i 1/// I �/ %, �/ % / e~. _�\\ i/�'a\ I �•�� // ' ('' /J�f W ~ �'r Z
in
/! ETCH, L � � � � 'III I� \�� ////� /� � /// F EDrMENT P 1 i p & ru P 1 �`�\_ i _ J ` � r � l � ® d'
�\� �l e--- - �: I - /i, ✓ � ,� Phi' l BASIN Li s To PL(i
_ aru h 1
" � DUKE ENER Y � S di t I� I
//( �� /' Ir�!' n 3 N/ J
� - PROGRESS INC. � \ `. M - 60 1 � �� . '
�- / PRO
Exi�tln \\ 'I a PO i1 \� i J%h�i Etllmie, ® J
/ _ v
r '
y = r
I (� A� 1 � / i� f%1` � 1 � � I��\ � � I �V �i'%i i,��� � A0 �V'�. •"�' � 1 �_ N%C k\&- Marea < � � � 0 X Z
erm
phI_l.._'�o\po.uiI os3�
Sta :zu
ASIN
MENP 3ZBASIN
ue Existing
\
(E tin ���
2 54" RCP 40 0 0 so /•. 9o.rz / /
- SEDIMENT 5 I -
y-
�/ (t,SIN 25 BASIN ■ / i �+__� _-\��,•� / /1 /// / / / ("I,�EDI NT 3 �0 �10 ■ A�� J� L
octing
PERMANENT SLOPE %�J � � � \�� � �. -�-.A�(,` � �r t
/ DRAIN
x �\ `, 1 o me sin #8 r-5 See Details op -
DIVERSION se ( -
u\ \�`.`- -� ' ( I� I V..-'l \ ` �t H% 3N0 SEE i
Sheet X-5 Ove den ( ati ;r
! �/-
',,A / / ! 0_ DITCH i-`-
1/ l 1 i ® 0 11 VV��
> / / / / EDIMENTJ 300 I. �—'--_ I ��` 3q\. Margaret Q
I / N F %\� 1% V �\ // 5 MPS ✓ i¢ASIN j 3ti dgo-3 g I r
Sheila M. Stinson & 1 �`\J f/� /j �• /
�\ � / J /�.. � y/. '\,� ��, '- :J":, a /f% ' � -� �-,._- l .. 406MUM 1 l �5 &
Theora Irene S. Johnson __� \J �� //` �I- -_ % Gf/ S(i,tevi350
-- See Enl ar yed Plan Sheet x-4
F Red Rock Disposal LLC�DIVERszoN EN ROAD a 10%
)i'C++--�B GRADE y ° . (I
0 Waste Ind. USA Inca, I �vv i r pos 1 o N F %� f
/ \ OVE tJRDEN Sediment 1
„ rap #1 __. �---- ,.3,. _, o A ,1� 1 SLOPE'S 339_\ ...f •c-�-�- �� - �j 39 � � '. � \ V `\ � ��i i
•. ` M.. / - , .A ;.`.-,��... ro;. �...� AS'Go
OINT J
�15 <'A.� Nick & M d --A
Q
?oo,.'` /� v ✓ r o �� ACE........
Grass --v-Q \
f _ TA
Pipe 18 Channel F y `'-- — _-_ ji j 1 3$o S PS44paa Il i opOU t o v
„ �._: \
(Existin) -- 'a3o -� Gam- / -
> b \a Tank v \ L`_ ✓
r
I Sediment Trap #4 \ Silt r . - " o-;,,,lI ... "' I J\ o\ - S i
( !r r Existin f c \ i ! r \� -
�� I ED ��,1 \`-' _ \ems � -iI . r ---�
• ,_. _. 20 ,. xsn.a xtrts r. �� I�
Check Dar /--s (i x' v_ Existing
\ i edlment i • 3 �� SILT FENCE 0 l�
/ ✓ ( / SDb # (Existing) / % p •�
_� I Basin #4 -_�_ 1 �
Existin \ - g "; 2-42" RCP Q 'C�
g) Z _ ram` � SEDIMENT 9 r, I ' a, ,� DESIGNED:
,— — �':�"-`Existin s N 2
� ,
�.0 .. RCPiPlp6.��
_
Ir �f HdY150'n , �
Property,/
22.74 AC
d Rock Disposal LLC ✓ ' \� \
aste Ind. USA Inc.
r ` N/F Alice Naomi R. Jenkins,
�. Jack Rogers & Eva R. Weldon
REV NO: DESCRIPTION OF REVISION:
s
�+ MINE MODIFICATION
a ADDED INSET 2 AND NOTES REVISIONS
< MINE MODIFICATION
0 ADDED FORMER MONITORING WELLS
/,1� x2693
DATE:
6.29.21
12.20.16
11.1.16
9-15-08
G
CURRENT vv
J �\ - xss.: o �.,._. i '<t0i:}. $S R).23->] t VI T
Existing •E S ING RIP -RAP / .--
�u� � RCP Pie PIT LIMITS J �ii.vNNEL c �, aa v
ZZSC(DO #4Sediment /cap #2 P /�,_ 331! i exISTIN GRABA ckk DamO #3 (Existing) FUTURE PIT LIMITS ` CHANNEL E \ \ -,,
SDO #2 / ! /� iFxistjng)
/ p�^d J `... / DIVERSION .DII H-_a'r.,tr%� ,,,a,
\ , / i
l
gie 1 m l s a r w r
ent Trapav`
#3 (Existing) / �,. af. 3ti° J ` - y •� // Existing -
RCP
--
�. -
-____/ Pipe.
-
e PROPOSED MINE -"..... : - _. _-�.� d:. . I %� c •. O / -� 90 I A _ � � P -
LIMITS EXPANSIN'
„ x
l l / Future ir,Area \\ \ _�
,
310,
320
SA - B r O ' `' c UI
-
s/
/ . y ;9 s
11 / sedimept 30 <./;
/
/ 4 � � .: <1".•w. ♦�... d M. rvw:. �.r;. ,ter - b.....a+r,-..�-:a:�:-tsC...' _. ,.'. ... .:i .... . Y a .: _ 'n::. £! e. `v .Arv.. b. e. J. , Y/,.".:,a _ _ A - � �1� /AT
--� ! DRAWN:
-- SD0 #7 , o-ti �_f<i CHECKED:
DATE: NOVEMBER
❑ Er ! J� 9�\./��f'7� J i REGION:
M/ LOCATION. HOLLY S
HA-HOLLYSPRINGS-M&ECP
4�� l`� 1 • ���'r-''/ !//'I )��I I \, �_ DWG FILE:
N/F
�� Eryin SCALE:
if
SCALE: HORIZONTAL:
1' = 200'
i VERTICAL:
Yuel i �, I i �� �i,ilf.jiG%/Ij��) �y\� SHEET No.:
ry I (�.1
wan
ralGaiiin ` v\\���� �\����, M&ECF
/ 4 —
' Hanson. I( ,\�,\\\\\\\`\���
LAB
2014

GRAPHIC SCALE:
HORIZONTAL SCALE: 1" = 300'
900 300 1 300 911
-- —
;
N/F
Red Rock
Disposal
LLC C/O
waste Ind.
USA Inc.
N/F
Red Rock
Disposal
LLC C/O
waste Ind.
USA Inc.
1 REV NO: DESCRIPTION OF REVISION: DATE: I
1 U (MINE MODIFICATION 16.29.21 1
N/F
N/F Carolina
Sheila M. Stinson Power and
& Therora Irene S. Light
Johnson Company
Existing
Entrance
with Gate
RO-o
Fex
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r
a �
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W
H <
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J W
H �
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Sediment v>
Basin to
Remai n
`9p
BasA/ o a
to
L
Swel 1
lip
T/ \
330
Re
r{ +
y�
XI ST3a. °`5D PLANT,QU 370
3o & STOJKPILE A -ID, 6E
WITH SERICA ac _5 Opp
' + + BERM UDAG++S r$ rr
} + } y Pans Il
♦
a lineProp
AC
000 i To Remain F HIGH
\ V / I ;r`— ♦ - CHAIN u-NI< M jt �*4� .+
�\\ r.,' \ r4 / )�✓r j/" �'/'� FENCE ,'.° sc:?"a .:'� 3' y_'y,.y/ "��_
( X .S TN:I CF'_iCE, lf,D
r I
OOP (AS iA T AWI)
J / o
a�},E i ENTRANCE,
\ _ ft
o � T 4 fin E .
32C TOC +I RfA B@' ,
1\ 4c .0 1. SEEd�� A
"� ''i AG SIC/Oft+ AM&DRASS
"w + : + + +
+' o
++ �0
N/F i' �2 y=�fF..' ��n-.,+ +�Q+ + ,. sa° FMJvc D�ANO_�
Alice Naomi R. Jenkins, } _. ° I+ tz-i T ArPROVED �I -
Jack Rogers & Eva R. a ,o � a0p } "/ Di IOSAL/TREATumNT
Weldon ,� o� ''t o FA. -E Y <�
3 0o T
-
-
soa
-/`/--.� Z90 rryN i . 310 .iyo
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ae.�iRAINr 'a .ic i LD,9o»
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" _ /f
N/F - N vs - ++Carolina -++ +d+
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% Power and 290 Base �9e >: j7e '.* �\ + + +
\ + /
Light 290 [ Remr. .t Sot z _. - s +
+
g
Company — ,(( 0 To Pa'nJ ir, 'L� „0 � V i; i ° 36a
360
320
r-
s
n 11 to ...Ja `��� ���� Jbe I t O ya E
h
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r� (
N/F
M
Etta 1
Estes
�A e 1
1` \
Brian
' - �� ° 1 "to Smith & 1
JM i e
1360330 / (� O . 4 O
Terhune
N/F
Raymond
& Sarah
Judd
N/F
.Jud
✓ / N/F
Kennet
-1\ MArion
�\ \ NBrown \
\Jerry &
Marie Taylor \
V
N/F
Y William N/F �\
o
& Sharon Jerry &
a Wilson'` Deborah
a Taylor
N/F 00
� William m \
& Sharon s
i Wilson z
z \\
i E.
ins
t aoo
I N/F
Terry R.
Bejster
N/F
John, Emmie,
Nick & Maria
Iliopoulos
s
6�
P,O
Mxr,aret 1.
MUilias &
^.N� nevi..
N/F r,
a, hn
551. r,
x .;a
O
IN
Property
0.86 AC
OFFICE, ROAD
/LOOP(ASPHLAT $
CRUSHED STONE
PAVING) AND GATE
AT ENTRANCE TO
REMAIN
LEGEND:
—
Permit Boundary
Property Line
Areas to Be Regraded and
+ + + +
+ + +
Grassed with vegetation
+
Beneficial To Wildlife
(In Accordance with Approved
vegetation Plan)
Water Surface upon
Reclamation
Treeline
Berm - Existing
Contour Index
-- -- — —
Contour Intermediate
OStructure
®
Road Paved
)'
Road Access
Sediment Basin
Energy Dissipater
Pipe
—
Diversion Ditch Permanent
creek
RECEIVED
JUL 0 9 2021
LAND QUALITY
MINING PROGRAM
OTES:
1. THE INFORMATION SHOWN HAS BEEN COMPILED FROM PREVIOUSLY
APPROVED PERMIT RENEWALS AND/OR MODIFICATIONS.
2. FOR MORE SPECIFIC DETAILS, SEE PREVIOUSLY APPROVED PLANS.
3. UNLESS OTHERWISE NOTED, THIS SITE WILL MAINTAIN A 50-FOOT
UNDISTURBED BUFFER ALONG PERMITTED BOUNDARY.
4. NO NEW LAND AND/OR NEW EROSION AND SEDIMENT CONTROL MEASURES
ARE PROPOSED WITH THIS RENEWAL. SEE PREVIOUSLY APPROVED PLANS
AND DETAILS FOR CONSTRUCTION DIMENSIONS.
5. THE RECLAMATION PLAN REFLECTS THE INTERIM 10 YEAR RECLAMATION
PLAN.
6. ALL SEDIMENT AND EROSION CONTROL MEASURES SHALL REMAIN IN
PLACE AND BE MAINTAINED UNTIL RECLAMATION HAS BEEN COMPLETED.
7. ALL EXISTING STRUCTURES ARE TO BE REMOVED UNLESS DESIGNATED
TO REMAIN.
8. ALL UNPAVED AREAS ABOVE WATER LEVEL (I.E. ROAD SHOULDERS,
BERMS, DAMS, ETC.) TO BE STABILIZED WITH VEGETATION. IF
SUFFICIENT COVER DOES NOT EXIST, OVERSEED AS IN SEEDING
SCHEDULE.
9. AFTER SEEDING AS PER SEEDING SCHEDULE, BERMS AND SLOPES
BEYOND ROAD SHOULDERS OUTSIDE THE OFFICE AREA SHALL BE NOT MOWED
AND ALLOWED TO REVERT TO NATURAL VEGETATION.
10. BERMS ARE TO BE BUILT AS MATERIAL BECOMES AVAILABLE. THE
EXTENT OF THE BERMS SHOWN C1N THIS PLAN ARE ANTICIPATED; FINAL
DIMENSIONS MAY VARY.
J
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DESIGNED:
LAB
DRAWN:
LAB
CHECKED:
LAB
DATE: NOVEMBER 2014
REGION:
MIDEAST
LOCATION:
HOLLY SPRINGS
H A-H OLLYSPRINGS-M &ECP-1
DWG FILE:
SCALE:
HORIZONTAL:
1' = 300,
VERTICAL:
SHEET NO.:
RP-1
OF: 10

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 2001Bear 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 =1I H -
Ill-III�II
� I -I � I -III -I 1
-Tl-lil=lil ±4
- WIDTH VARIES -
PROFILE VIEW
ROCK OUTLET IN
NATURAL LOW POINT L
IN ROAD ALIGNMENT
(MIN. EVERY 200 LF)
FLOW
+6
HAUL OR ACCESS ROAD DETAIL
NO SCALE
SEDIMENT TRAP SCHEDULE
Structure
No.
Disturbed Area
(Acres)
Drainage Area
(Acres)
Sediment
Storage - fi
Basin Dimensions
L' x W' x D' (Average)
Wei
ST-I
up to 0.2
up to 0.2
720
261 x 13'W x4'D
ST-2
up to 0.2
up to 0.2
720
261 x IYW x TD,
ST-3
up to 0.2
up to 0.2
720
261, x IYW x 4'D
ST-4
up to 0.2
up to 0.2
720
261 x IYW x 4'D
ST-5
up to 2.6
up to 2.6
1 9,360
1 881 x 44' W x TID
ST-6
up to 2.2
up to 2.2
7,920
82T x 4VW 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
OUTLE"i
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,
ST 10
SHORT-TERM
ill
22'
275
272.5
4'
8'
5'
4'
ST 11
SNORT -TERM
11'
25'
277
273.5
4'
9'
6'
4'
5T 12
SHORT-TERM
16,
42'
273
269.5
4'
15
10'
1 4'
ST 13
SHORT-TERM
17'
41'
273
269..5
4'
8'
S'
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-TERM
10'
1 20'
1 322
1 320
1 4'
7'
5'
33
ST 19
Si'-RT-TERM
10'
1 23'
1 322
1 320
1 4
9'
S'
ST 20
';. -.T-TERM
10'
20'
322
1 320
1 4'
7'
5'
12"
MIN.
,/�
SEDIMENT O ��
PIT (-50Cf) 2 CLASS B 2
1 RIPRAP 1
SLOPE / _-
ROCK OUTLET DETAIL
NO SCALE
4' min. square
Mound �
''- I I -III III-III-ITir
Hotd-down StakesEach Side @ We,
c I-III-III=1 -III-I I I=
Coaugated
Plastic Pipe I I-
- -
- I 111=III- 45°Bend
Wye Branch
Stabilize - I MaII-III-I I 1 -I I
ondet
SECTION
T min.
level section
PLAN
Construction Specifications
A common failure of slope drains is caused by water saturating the soil and seeping along the pipe. This creates voids from consolidation and piping and causes washouts.
- achieve firm contact between the a and the soil at
In 6 inch lifts to ac
it material and hand compacting pipe Proper backfilling around and under the pipe 'haunches"with stable so a p g
all points will eliminate this type of failure.
1. Place slope drains on undisturbed soil or well compacted fill at locations and elevations shown 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 paint.
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
23'
6' 6' 2' 3' 12'
1-27 1
1
-- 10" THICK #57 STONE
CHANNEL I DETAIL (LOOKING UPSTREAM)
N.T.S.
PROPOSED FLUSH FILL[
CL DITCH
4ft. 4ft. Sft.
SHOULDER
EXISTING GRADE ,.�li-n.;.,/ft
r_311-
" 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 ordispose of it properly. Haul all objectionable material to the designated disposal area.
Erosion Top of Be rim 1 ONGITUDINAL 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 - 2 -1 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
-Q1 in 1� keyway cutoff trench between the riprap structure and soil.
E -I 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
CROSS SECTION AT SPILLWAY
1/4in./ft.
I
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).
Upstream stone or
i
gravel facing
i ft, thick
2 ft. Min.
11 2
1
8 ft. Max.
Cut -Off Trench
2ft. Deep min.
2ft. wide min.
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
I
at least 2 feet deep and 2 feet wide with 1:1 side slopes.
-
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.
I-
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.
Sft. 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.
1/4i n . /ft . li n . /ft. EXISTING GRAD
Maintenance:
Inspect temporary sediment traps at least weekly and after each significant ('h 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
_71 lr-
sediment that is removed in the designated disposal area, and replace the part of the gravel facing that is impaired by sediment.
-III I I iTl I I I I I I I I I I: I I I- I
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
I'-'ITI
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
21 Weir dimensions are minimum reauirements from NCESCPDM (Table 6.60a)
SITE ACCESS ROAD - TYPICAL SECTION
Weir 10 ft. Min.
24 ft. Min.
Front View
5 ft. Min.
_ Rock abutment
3
1
1:1A !/ 1:1
side view
Filter Fabric
Structure
No.
Disturbed Area
(Acres)
Drainage Area
(Acres)
Sediment
Storage - ftA3
Surface Area
ftA2
Weir
Elevation
Weir
Min. Width
ST-1
up to 8.0
up to 8.0
28,800
11,800
1 298'
to,
SB 11
21.46
23.84
25,150
32,700 1
325'
27'
N.T.S.
Key in
2 ft. Min.
-I- Min .
I
spillway
Rock Apron
,-
abric
4 ft. min.
1.5 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
ROCKFILL EMBANKMENT FROM THE UPSTREAM EDGE OF THE DAM TO THE DOWNSTREAM EDGE OF THE APRON. OVERLAP FILL MATERIAL A MINIMUM
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 (% inch or greater) rainstorm and repair immediately.
Remove the structure and any unstable sediment immediately after the construction site has been permanently stabilized. Smooth the basin site to
blend with the surrounding arga and stabilize. All water and sediment should be removed from the basin prior to dam removal. Sediment should be
placed in designated disposal (areas and not allowed to flow into streams or drainage ways during structure removal.
ROCK DAM
N.T.S.
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)
1 L 3 1
Maintenance:
Inspect permanent diversion ditches after every rainfall during
the construction operation. Immediately remove an
P Y Y
obstructions from the flow area and e. repair the diversion ridge.
9
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.
/ I 1
3
CHANNEL
NO.
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
42r'
CHANNEL J 1
3;1
12'
1'
CLASS 1
1 27"
THICKNESS
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)
10" - #57 STONE FILTER LINING
RIP -RAP LINED CHANNEL
N.T.S.
RECEIVED
JUL 0 91011
LAND QUALITY
MINING PROGRAM
v
J
J
N
d
d
J:
a
d
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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:
AS NOTED
VERTICAL:
AS NOTED
SHEET NO.:
XM I
OF:

GROUND ELEV. 333±
!n
F-
H
H
J
l7
Z
H
Z
H
350
300
250
150
100
-50
0+00 2+00
GROUND ELEV. 306±
l7
GROUND ELEV. 344± HZI
Z
H
350
I
EXISTING
GRADE
(�-
P
-
FINAL
WATER EL.
W
ATHERED R
CK
275
__EXSSTSNG
PIT
ABC
235 B
ACTIVE MINE
REA & FUTURE
PIT
155 BENC
115 BENCH
5 BENCH
35
BENCH
-15 FO
T LEVEL -
INAL FLOOR
ELEV.
-
BENCH
4+00
BENCH
300
ENCH
250
4CH
GROUND ELEV. 316±
400 1
350
300
250
,00 200
150 150
100 100
50 50
0 0
u
H
H
J
Z
Z
H
GROUND ELEV. 370± -1 H 400
, a
H
I J
l9
Z
H
z
OVERBURDEN
315
_
FINAL
TER EL. 291
WEATHERED
ROCK
275 BE
235 BEN
EXISTI
G
PIT
ABC
155 BENCH
15 BENCH
75
BENCH
BENCH
35
-5
BENCH
-15
FOOT LEVEL
- FINAL FLOOR
ELEV.
-50
-50
6+00 8+00
10+00 12+00 14+00
16+00 16+00 18+00
20+00
0+00
SECTION A' -Al- a
NOTE:
1" -200
HORIZONTAL
ALL BENCH FACES ARE TO BE
MINED ON I TO
1 SLOPE WITH
=
1"-50
VERTICAL
FACE HEIGHTS OF 35 FT AND
BENCH WIDTHS
OF 15 FEET.
SLOPES EXCAVATED IN UNCONSOLIDATED
MATERIALS
(OVERBURDEN) WILL BE LAID
BACK ON 2 TO
1 GRADES.
PLANT WATER POND SILT POND
EL. 387±
aoD WATER EL. 379± WATER_ _., 400
390 390
1
Sao 1 380
1 1
,1 1
370 310
360 _ __ __ _ 1360
D+00 0+50 1+'a 1+11 2+01 2+10 3+01 3+11 4+10 4+11
EXISTING PLANT WATER & SILT PONDS
SECTION C'-C'
1if=50' HORIZONTAL
1if=10' VERTICAL
400 400
:SILT ;POND
'WATE EL. 80±
390 390
1 1
380 380
1
1
370 370
360 360
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
2+00 4+00 6+00 8+00 10+00 12+00
SECTION B'-B'
1 if=200 HORIZONTAL
1if=50' VERTICAL
7'
QUARRY SIDE DIVERSION '� ,1 OUTSIDE
BERM
6" SLOPE DRAIN
ILMI'VKART UIVLI<WVN GHANNtl. JL`✓ I IIN laMrvrtnrti uivcrt.nvn �.nr+n nc�
14+00 16+00 18+00 20+00 22+00
DIVERSION BERM
y
O
1:1
1:1
4:1
4:1
2:1
1/4" PER
2:1
4:1
4:1
2:1
FOOT
o
v
6" SLOPE DRAIN TO
BE INSTALLED AT ALL
#67 STONE CHECK DAM TO
LOW POINTS AND AT
BE LOCATED JUST DOWNSTREAM
400 FT. INTERVALS
FROM EACH SLOPE DRAIN. (TYP.)
VISUAL BARRIER BERM
N.T.S.
IUTSIDE I
BENCH
350
:NCH
300
CH
250
H
200
150
M
-50
24+00
1.5 ft. min beynd
ditch bank
9 inch. min. below
0 natural ground level 0
O
O
0pp00
00 0 600 00 � 0 0000 O
Channel Width
varies
Plan view of Check Dam
1.5 ft. Min
Class B Ri prop
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 B
0 0000 are of equal elevations
00 0
O O A Length B
O
00 O 00
000000
00000
O
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 channel banks.
3. Extend stone at least 1.5 feet beyond the ditch bank to keep water from cutting around the ends of the check dam.
4. Set spacing between dams to assure that the elevation at the top of the lower dam is the same as the tow 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 subject to damage or
blockage from displaced stones.
Maintenance'.
Inspect check dams and channels at least weekly and after each significant (112 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.
Remove sediment accumulated behind the dams as needed to prevent damage to channel vegetation, allow the channel
to drain through the stone check dam, and prevent large flows from carrying sediment over the dam. Add stones to dams
as needed to maintain design height and cross section.
TEMPORARY ROCK CHECK DAM
N.T.S.
RECEIVED
JUL 0 9 2011
LAND QUALITY
MINING PRO; RAM
12 Gauge 4 ft.x4 ft. or 2 ft.x 2ft. welded wire
hooked on to preformed channels on metal posts.
ultraviolet resistant geotextile fabric or
IIequivalent, secured to wire with metal
clips or wire at 8 in. on centers.
Max. sediment storage level is 112 height.
Remove sediment when this level is reached
or as directed by the Conservation
Inspector.
2 ft. _ Sheet drainage only
F Natural Grade
8 in.W-,Ilmetal
Carry 12 inches of fabric into trench,
cover with soil, tamp and backfill. 8
18 in. inches down and 4inches horizontal.
rry 6 in. of wire
to trench.
posts at 8 ft.
AX.
4 in. Note: Silt Fence should not be used at pipe
8 ft, outlets or in areas of concentrated flaw
O.C. -I (Creek, Ditch lines, Swards, Etc.)
Max.
Silt Fence
1 r. �- Note: Flow should not run
f 5edi merit along silt fence, use
Storage Pit_ diversion ditches instead.
Flow
To increase storage capacity and
Flow 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
I in r polyester, which is Certifed b the
1. Use a synthetic filter fabric of at least 95 % by weight of polyp of s o p y y
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 1200 F.
2. Ensure that posts for sediment fences are 1.33 ID/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 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 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. 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.
8. Place 12 inches of the fabric along the bottom and side of the trench.
9. Backfll 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 slicer) 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 lies, 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 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 cleancut.
Remove all fenglhg material and unstable sediment deposits and bring the area to grade and stabilize it
after the conthibUting drainage area has been properly stabilized.
SEDIMENT FENCE DETAIL
N.T.S.
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DESIGNED: LAB
DRAWN: LAB
CHECKED: LAB
DATE: NOVEMBER 2014
REGION:
LOCATION: HOLLY SPRINGS
HA-HOLLYSPRINGSJ(-1
DWG FILE:
SCALE:
HORIZONTAL:
1' = 200'
VERTICAL:
SHEET NO.:
X=2
OF:

Lo
STONE
CLASS
OUTLET PIPE
°q
CLASS
"1"
= 5
To 200 lbs
°$d
CLASS
"2"
= 25
To 250 lbs
paDdo
a °o
°. Sao.
..
CLASS
"A"
= 2"
To 6"
adDo4o
aop,n
00:
o
W CLASS
"B"
= 5"
TO 15"
9goo.
d = 1.5 times
the
maximum stone
PLAN diameter but not less than 6"
la = length of riprap apron
RIP -RAP LINING
de.'q'
T 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
58"
YES
12"
CLASS A
2
1-36"
30'
39'
CLASS 2
68"
YES
12"
CLASS A
3
2-54"
56.25
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 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
1-36"
24'
27'
CLASS 2
48"
YES
12"
CLASS A
9
1-30"
26'
28.5'
CLASS 2
15"
YES
15"
15"
10
1-30"
24'
26.5'
CLASS 1
21"
YES
21"
15"
Construction Specifications:
1. Ensure that the subgrade for the fitter and riprap follows the required lines and grades shown in the plan. Compact any till required In the subgrade
Ito 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. If the damage is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging the filter.
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 the receiving area or
slightly below it.
8. Ensure that the apron is properly aligned with the receiving stream and preferably straight throughout its length. If a curve is needed to fit site
conditions, place it in the upper section of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation..
Maintenance:
Inspect riprap outlet structures weekly and after significant (112 inch or greater) rainfall events to see if any erosion around or 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.
NATURAL GROUND
TOP OF BERM
%Tbtt1 TOP ELEV.
MAX LEVEL OF SEDIMENT COLLECTED
CLEAN BASIN WHEN LEVEL IS REACHED
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.
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/ACRE
MAR. - APR.
SWITCHGRASS
6-8
LBS/ACRE
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 2 inches deep over adverse soil conditions, if available.
*Apply:
2.Rip the entire area to 6 inches depth.
Agricultural Limestone - 2 tons/acre
3. Remove all loose rock, roots, and other obstructions leaving surface reasonable smooth and uniform.
or 3 tons/acre In clay soils
4. Apply agricultural lime, fertilizer, and super phosphate uniformly and mix with soil (sea below*).
Fertilizer - 1000 Ibs/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 Ibs/acre (205)
6. Seed on a freshly prepared seedbed and cover seed lightly with seeding equipment or cultipack after
Mulch - 2 tons/acre (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 reseedings 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
CARRY RIP -RAP UP----,
SIDES OF SPILLWAY
F•• FLOOD STORAGE ZONE
N. #57 WASHED STONE
11
"G" (SEDIMENT STORAGE ZONE) M
TOTAL BASIN CAPACITY "D" 1
„E„
MAX. SEDIMENT DEPTH
��•�SHI
IM
KEY WAY
"C', 5'
(20' WIDE)
SECTION THRU SEDIMENT BASIN
CARR
SIDE
CLASS B
KEYWAY
� v �
SECTION THRU BERM & FILTER
SEDIMENT BASIN DIMENSIONS
©mom
= •
���
- •
�
. •
��®®a��
..
.
�o
NOTE:
SEE SEDIMENT BASIN DETAIL, SHEET X-4, FOR SEDIMENT BASINS SIR 9, SIR 10 & SB 12.
Ripr
Crushed
Stone
CONTROL
SECTION
MIN. 2%_-, I I -I 11= - - - ---
- - - - _ -I�,- EXISTING CHANNEL -MATCH EXISTING GRADE
... -,11=
20' LEVEL -1 -
i!- T OR GREATER
APPROACH - - 1-
CHANNEL RIP -RAP DOWN
STREAM SIDE II-
PROFILE
,
3
12"
1 F-
IT
=11 � lit=III• , lil {I ,�I TI=L,�I I ,�11 I11-III„III, 11EgIl, ,IIII I -,III,,, 1 l„� �iii1,,, 1,�=T1�11�
20'
CROSS SECTION
EMERGENCY SPILLWAY DETAIL
N.T.S.
CONSTRUCTION SEQUENCE:
1. Construct berm by placement of overburden.
2. Prior to placement of materials for berm formation, cut vegetation nearly flush with
ground (if applicable).
3. Compact materials in 1 foot lifts by construction traffic.
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
MAX WATER LEVEL EL.
323.85
@
#1
60" @ #1
EL.
313.00
@
#2
30" @ #2
CONSERVATION
WATER
LEVEL EL.
294.00
@
#3
15" @ #3
EL. 311.25
@
#2
EL.
329.00
@
#4
30" @ #4
EL. 292.00
@
#3
EL. 326.00
@
#4
SEE DETAIL B
I
r
RISER STEM---------
CM RISER PIPE - SEE DETAIL B -
12" SLIDE GATE - SEE DETAIL C
SEE DETAIL
2 IMPERVIOUS FILL MATERIAL
1
ANTI -SEEP COLLARS--7
- EMERGENCY SPILLWAY
EL. 321.50 @ #1
EL. 312.19 @ #2
EL. 292.94 @ #3
EL. 328.00 @ #4
CREST EL. 325.00 @ #1
EL. 315.00 @ #2
EL. 295.00 @ #3
EL. 330.00 @ #4
\` 42" CONDUIT PIPE
1 /
bD:�.
OUTLET
EL. 289.0
@ #2
o.ao
OUTLET
EL. 283.0
@ #3
OUTLET
EL. 310.0
@ #4
°
OUTLET
PROTECTION
4
l 4'
R O:D:R:.
(SEE
DETAIL)
-
��-
ZSTRIP
EXISTING
GRADE
CUT OFF
8"-12" BENEATH DAM
TRENCH
FOUNDATION AREA
POND #1 = #1
POND #2 = #2
POND #3 = #3
POND #4 = #4
rlF-Tr- AITTIIAI MARA T-%,/r)T!"AI CCf-r-r"Al-rUDnlIii DDTMADV (ZDTI I IAIAV
Place material from
excavation on downhill side
of flow. use additional fill
to achieve specified height 2' min. Lam_
and width.
+
F7o_� 1
max •;•.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 oom 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 it.
TEMPORARY DIVERSION DITCH
N.T.S.
N.T.S.
CONDUIT PIPE
(SEE NOTE)
" @ #2,4
42
42" @ #3
2000 PSI CONCRETE
48" @ #2,4
91, 54" @ #3 91,
COVER TOP OF TRASH
RACK WITH EXPANDED
METAL SCREEN (12 GAGE)
RISER PIPE
1
4 4'
6'-6" SQ.
DETAIL A
ATTACH TRASH RACK WITH -
THREE 1"X 11" 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.
1'-3 3/8'
0
3
o a J a
. I
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.)
48" @ #2 4
54" @ #3
DETAIL B
N.T.S.
RISER PIPE
RECEiVE
JUL 0 9 ?02I
LAND QUALITY
MINING PROGRAM
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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.:
Xm3
OF:

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CAPACITY OF 36" RCP
CULVERTS = 133.8 CFS
ELEVATION
EARTH FILL COVERED BY
LARGE ANGULAR ROCK
FILTER
CLOTH
K
PARTIAL PLAN AT STREAM CROSSINGS
SCALE. V = 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
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
50' STREAM
22
26
irregular
297
299
27
irregular
337
339
28
irregular
315
317
Emerg. Anti- Anti -
Sediment Top of Spillway Top of Riser Barrel Skimmer Orifice Flotation Flotation Riprap Riprap
Elevation Riser Elev. Dam Diameter Diameter Diameter Diameter Ixw depth Wu Riprap WI Length
340 341 342 344 36 24 4 no plate 4.5 1 6 22 20
336 337 338 339 48 24 2.5 no plate 4.5 1.5 6 28 24
332 334 335 336 36 18 2.5 2.1 4.5 1 4.5 25 22
330 332 333 334 36 18 2 2.0 4.5 1 4.5 21 18
298 299 300 301 36 18 2.5 2.0 4.5 1 4.5 22 19
308 309 310 311 18 15 2 1.5 4.5 1 3.75 17.5 16
298 299 300 301 60 36 3 no plate 6 1.5 9 29 24
338 339 340 341 18 15 1.5 1.4 4.5 1 3.75 13.5 12
316 317 318 319 36 18 2.5 2.0 5 2 4.5 23 20
Top of Dam Elevation
Trash Rack Bottom Elev.
Class B Erosion (see detail) of Spillway
Control Stone Baffle
Top Elev. Floating 8'
of Pool Skimmer Riser
Barrel ..
Bottom Elev. Sediment Anti -Seep Co at
of Pool Storage Anti -Flotation
see detail Cuttoff Trench:
Device
( ) 2'deep Rip -Rap Outlet
Ybottom (see outlet detail)
2:1side slopes
Top of Dam
6" min. Width
Elevation Riprap
#4 bar Layout Shown is'
suggested: Freeboard
However, other layouts may be 1'
used provided openings are 64" Line with grass according 1 --
t square in area to Seeding Schedule 3
Filter Fabric
TRASH RACK DETAIL \-Compacted Bottom Elev.
Class B Riprap Apron Subgrade of Spillway
1.5 8. thick
CPP Barrel Concrete
RIP -RAP OUTLET DETAIL 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 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 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 for the embankment. Kee the trench d during backfillin and compaction operations.
P P P q P dry 9 9 P P
3. Embankmenb-Take till material from the approved areas shown on the plans. It should be clean mineral soil, tree of roots, woody vegetation, rocks, and other objectionable material. Scarify areas on
which fill is to be laced before placing fill, The fill material must contain sufficient moisture so it can be formed b hand into a ball without crumbling. If water can be squeezed out of the ball it is too wet for
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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 b t least n eat o t sad track of heavy tl Construct the embankment n elevation 0 percent ay y a ea one wheat r r a a y equipment, or a compactor may be used, Co ruc km [o a lev 1 p nt
higher than the design height to allow for settling.
4. Conduit spillways --Securely attach the riser to the barrel or barrel stub to make a watertight structural connection. Secure all connections between barrel sections by approved watertight assemblies.
Place the barrel and riser on a firm, smooth foundation of impervious soil, Do not use pervious material such as sand, gravel, or crushed stone as backfill around the pipe or anti -seep collars. Place the fill
material around the pipe spillway in 4-inch layers, and compact it under and around the pipe to at least the 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 creasing it with construction equipment. Anchor the riser in place by concrete or other satisfactory means to prevent
flotation. In no case should the a conduit be installed b cutting a trench through the dam after the embankment is complete.
PP Y 9 9 P
5. Emergency spillway --Install the emer enc s spillway in undisturbed soil. The achievement of tanned elevations rode design width and entrance and exit channel slopes are critical to the successful
9 Yemergency P Y P �9 9 P
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 awe from bare areas. Complete the embankment before the area is cleared. Stabilize the
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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 slate and local
requirements.
Maintenance:
Inspect sediment basins at least weekly and after each significant (�/z 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, RISER & BARREL SEDIMENT BASIN DETAIL
5'
1'
Line with 2'
Class 1 riprap _NON -WOVEN
GEOTEXTILE
PERMANENT SLOPE DRAIN DETAIL
SCALE: 1" = 20' F ""F "-'�u "^"� ""^"
Basin
Number
width
Riprap
Size
Riprap
Thickness
SB 10
6'
Class B
1'-6"
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class B
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DESIGNED:
LAB
DRAWN:
LAB
CHECKED:
LAB
DATE: NOVEMBER
2014
REGION:
SOUTH
LOCATION:
HOLLY SPRINGS
HA_HOLLYSPRI NGS-M&ECP-1
DWG FILE:
SCALE:
HORIZONTAL:
1' = 300'
VERTICAL:
SHEET NO.:
X-4
OF:

62.5
to
a
SEDIMENT BASIN 20 PLAN VIEW
TT 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
facilitate vegetative establishment. Place temporary sediment con es below the basin as needed.
facilitate sediment cleanout. Stockpile all topsoil or soil containing organic matter for use on the outer shell of the embankment to fa II g p y control measures
2 C t- ff t h--Excavate scut -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 at least the elevation of the riser crest.
Concrete
Grout
I
Riser
Concrete
Basin
Dimensions
#20
5'-611 X 5'-611 x 3'-0"
)
3' min. �
5min
I� - I
ANTI -FLOTATION DEVICE
Top of Dam
327.0'
20'
Freeboard
Max. Depth of Flow
for 25-yr. Storm
Line with grass according
to Seeding' Compacted Bottom of Spillway
Subgrade 326.0'
Riser
Min.
Max.
Bottom Elev.
Top of
Max. Depth of Flow
Basin
Slope
Slope
of Spillway
Dam Elev.
Width
for 25-yr. Storm
Freeboard
#20
L0'�o
1.0%
1 326.0'
1 327.0'
1 20'
1 0.66'
.34'
SPILLWAY (cross section)
�12 ------ 1-2
2 / \ �' SHOT ROCK �_ 2
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 Rap 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.
u o rent 9
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 HOPE 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
design he .
height to allow for settling.
9
all connections between barrel sections b approved watertight assemblies. Place the barrel and riser on a firm smooth foundation of impervious soil. Do
i ht structural connection. Securee . a a watert sPP P
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barrel or barrel stub tom 9 attach the riser to the
4. Conduit spillways --Securely
- it a t the same densit as the adjacent embankment.
- material around the pipe spillway in 4 inch layers, and compact under and around the pipe to at least not use pervious material such as sand, gravel, or crushed stone as backfill around the pipe or anti seep collars. Place the fill mate p p p y ye p p p Y 1
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. HDPE OR PVC TEE
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 troy 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 (112 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 DLTAILS AND SPECIFICATIONS
LINE DIVERSION 3 CLASS B ROCK DONUT
CHANNEL WITH 0 LL O� 12" TALL
CLASS B RIPRAP �� LL ��
W 5' TYP.
DIVERSION BERM
CLASS B
DIVERSION ROCK DONUT
BERM
PROFILE VIEW
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PLAN VIEW
REV NO: DESCRIPTION OF REVISION:
DATE: ROCK LINED
PERMANENT
SLOPE DRAIN
o
INLET
PROTECTION
DETAIL
Q MINE MODIFICATION
6.29.21
Qz REVISED PER COMMENT
12.20.16
MINE MODIFICATION
11.1.16
Top of Pool
325.0'
3.1
Bottom of Pool
323.0'
Stone Baffle
12' wide top
elev.:326.0
Trash Rack
(see detail)
Floating
Skimmer 1
Sediment
Storage
Bottom of Riser
Inv of barrel
322.0'
HDPE OR PVC ELBOW
HDPE OR PVC END CAP
HOPE OR PVC PIPE
1/2' HOLES IN
UNDERSIDE
FLEXIBLE
HOSE -7
iPE OR PVC PIPE -\ I
WATER SURFACE
HDPE OR PVC PIPE
HOPE OR PVC VENT
PIPE
END VIEW FRONT VIEW
ILLUSTRATION OF SKIMMER
Bottom of Spillway
326.0'
Riser
325.0'
OR PVC TEE
Line with 2'
Class 1 riprap
5'
GEOTEXTILE
PERMANENT SLOPE DRAIN DETAIL
#4 bar Layout Shown is suggested:
However, other layouts may be used
provided openings are 64" f square in area
I TRASH RACK DETAIL I
Rip -Rap Outlet
Pipe Outlet
Starting
Ending
Length
Depth
d50 Size /Class
Width
Width
SB 920*
15 ft.
26 ft
22 ft.
L5 11_
9 inch. = Class B
PIPE 111
18 ft.
39 ft.
30 ft.
2 IF
9 inch. = Class B
' RIP RAP PROTECTION TO BE USED FOR BOTH BASIN INLETS AND BASIN OUTLET
RIP -RAP OUTLET DETAIL
HDPE OR PVC PIPE
ORIFICE
PLATE
Top of Dam
Elevation 327.0'
silt fence ± 20' from
waters edge
3.1- - - - - - -
I �-
43 LF OF 36" CMP @ 2.0% SLOPE
Install riser 4' from toe of slope
Anti -Seep Collar
Cuttoff Trench:
2'deep, 3'bottom
2:1side slopes
Anti -Flotation L
Device (see detail)
Bottom:319.0'
SEDIMENT BASIN 20 PROFILE
NO SCALE
NO SCALE
PERSPECTIVE VIEW
Approximately waters edge
Inv Out:321.14
22' Rip -Rap Outlet
(see outlet detail)
"C" ENCLOSURE
IER ENTRY UNIT
RECEIVED
JUL 0 9 2U21
LAND QUALITY
MINING PROGRAM
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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: