20240115_ES&C Detailed Drawings

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LITHIUM
SHEET INDEX
Series Sheet Number Sheet Name Scale
00-General
OOG-001* Cover Sheet 1"=10,000'
OOG-002* Legend Sheet NTS
OOG-003* Site/Mine Map 1"=600'
OOG-004* Reclamation Map 1"=600'
OOG-005* Lithium Hydroxide Conversion Plant-Construction Sequence and Drainage Summary Details NTS
OOG-006* Concentrate Operations-Construction Sequence and Drainage Summary Details NTS
OOG-007 Erosion Control Details NTS
OOG-008 Erosion Control Details NTS
OOG-009 Erosion Control Details NTS
PROJECT NARRATIVE OOG-010 Erosion Control Details NTS
OOG-011 Erosion Control Details NTS
OOG-012 JErosion Control Details NTS
OOG-013 lErosion Control Details NTS
THE PROPOSED PIEDMONT LITHIUM CAROLINAS,INC.PROJECT IS LOCATED IN GASTON COUNTY,NORTH CAROLINA 01-1-ithium H roxide Conversion Plant
JUST EAST OF CHERRYVILLE.THE PROJECT SITE ENCOMPASSES APPROXIMATELY 1,548 ACRES AND IS BOUNDED BY 01CP-001 Lithium Hydroxide Conversion Plant Erosion Control and Drainage Areas Phase 1-Overall Map 1"=200'
HEPHZIBAH CHURCH ROAD TO THE WEST,DALLAS-CHERRYVILLE HIGHWAY TO THE SOUTH,AND LONG SHOALS ROAD O1CP-002 Lithium Hydroxide Conversion Plant Erosion Control and Drainage Areas Phase 2-Overall Map 1"=200'
TO THE EAST.THE DEVELOPMENT CONSISTS OF VARIOUS COMPONENTS,INCLUDING THE CONCENTRATE OPERATIONS 01CP-003 Lithium Hydroxide Conversion Plant-Road Profile 1"=100'
(PIEDMONT LITHIUM CAROLINAS MINE#1,CONCENTRATE PLANT,AND INDUSTRIAL MINERALS PLANT)AND LITHIUM 01CP-004 Lithium Hydroxide Conversion Plant-Rail Profile 1 1"=100'
HYDROXIDE CONVERSION PLANT. 01CP-005 Lithium Hydroxide Conversion Plant-Rail Profile 2 1"=100'
o1CP-006 Lithium Hydroxide Conversion Plant-Culvert Drainage Area Map 1"=200'
o1CP-007 Lithium Hydroxide Conversion Plant Plan View-Key Map 1"=200'
01CP-AO01 Lithium Hydroxide Conversion Plant Erosion Control Phase 1-Inset A 1"=100'
O1CP-AO02 Lithium Hydroxide Conversion Plant Erosion Control Phase 2-Inset A 1"=100'
01CP-AO03 Lithium Hydroxide Conversion Plant Reclamation Plan-Inset A 1"=100'
01CP A004 Lithium Hydroxide Conversion Plant Sediment Basin SB 208 Plan View and Profile Detail 1" 50'
..
\ .._�;x._, -. - ,:• „_,.. - - -- - -- - ,- - Lithium Hydroxide Conversion Plant-Sediment Basin SB-210-Plan View and Profile Detail 1"=50'
O1CP A005*
01CP-B001 Lithium Hydroxide Conversion Plant Erosion Control Phase 1-Inset B 1"=100'
01CP-B002 Lithium Hydroxide Conversion Plant Erosion Control Phase 2-Inset B 1"=100'
01CP-13003 Lithium Hydroxide Conversion Plant Reclamation Plan-Inset B 1"=100'
- -' � �- _ �__� ,• I ii 01CP-6004* Lithium Hydroxide Conversion Plant-Sediment Basin SB-201-Plan View and Profile Detail 1"=50'
-- - - ' �w`.--• - --:. - -` _ ,' - \\ ". 01CP-BOOS* Lithium Hydroxide Conversion Plant-Sediment Basin SB-205-Plan View and Profile Detail 1"=50'
01CP-BO06* Lithium Hydroxide Conversion Plant-Sediment Basin SB-207-Plan View and Profile Detail 1"=50'
�iy` - -.-- '' --<a- ":.' --%-y'• - �. - - ' _-- - - 'i, 01CP-13007 Lithium Hydroxide Conversion Plant-Stream Crossing No.3 Phase 1 Road to Plant Area 1=20
01CP B008 Lithium Hydroxide Conversion Plant Stream Crossing No.3,Phase 2,Road to Plant Area 1"-20'
t \; 01CP-6009 Lithium Hydroxide Conversion Plant-Stream Crossing No.3,Reclamation,Road to Plant Area 1"-20'
7
:'= ' - � '• � - .. - ', � '-'� _'` �- ;. - '. - - -"'.. - - - - � _ / � 0lCP-000l Lithium Hydroxide Conversion Plant Erosion Control Phase 1-Inset C 1"=100'
- - '• _' �� - I��, 01CP-0002 Lithium Hydroxide Conversion Plant Erosion Control Phase 2-Inset C 1"=100'
- - - - `- \ - I" - ,• ��..- __------ 01CP-CO03 Lithium Hydroxide Conversion Plant Reclamation Plan-Inset C 1"=100'
" j J 01CP-0004* Lithium Hydroxide Conversion Plant-Sediment Basin SB-202-Plan View and Profile Detail 1"=50'
-_- 01CPC005* LithiumHydroxideConversionPlant-Sediment Basin 56-203-Plan View and Profile Detail 1"=50'
•
'- --_= � �- - - - - � _ # � ,\ 01CP-0006* Lithium Hydroxide Conversion Plant-Sediment Basin SB-204-Plan View and Profile Detail 1"=50'
- -
Lithium Hydroxide Conversion Plant-Sediment Basin SB-206-Plan View and Profile Detail 1"=50'
- -- - - -' 01CP-0008* Lithium Hydroxide Conversion Plant-Sediment Basin SB-209-Plan View and Profile Detail 1"=50'
-: ,..----- - _� .. ,.a.
I, - _____ - Lithium Hydroxide Conversion Plant-Stream Crossing No.4,Phase 1,Rail to Plant Area 1"-20'
01CP-0010 Lithium Hydroxide Conversion Plant-Stream Crossing No.4,Phase 2,Rail to Plant Area 1"=20'
- - -- SITE LOCATION -..,-- �- � � --- - �: --. �� �' �'; ,,. ,`,jF, O1CP-Coll Lithium Hydroxide Conversion Plant-Stream Crossing No.4,Reclamation,Rail to Plant Area 1"=20'
02-Concentrate0perations
,; ...,., _ A 02CO-001* Pre-Construction Drainage Analysis Map 1=600'
�. d 1. -
" 02CO-002 Concentrate Operations-Road and Conveyor Profiles 1"-100'
f -
� �' � '• - Concentrate Operations-RoadandConveyorProfiles 1"-100'
-"-' ��:' -, • -- ` , : `- - enK-. - �"' 02C0--004* ConcentrateOerations-RoadandConveorProfiles 1"=100'
02C0-005 Concentrate Operations-Detail Sheet-Inset D,E,and F As Shown
02C0-006* Concentrate Operations-Detail Sheet-Inset G and H As Shown
02CO-007 Concentrate Operations-Detail Sheet-Inset 1 and K As Shown
l•
02CO-008* Concentrate Operations-Detail Sheet-Inset L,M,N,O,and P As Shown
CheffyVlll2 :' - L. _ :,,- - - - Ij. :'. 02CO-009 Concentrate Operations-Detail Sheet-Inset O,R,and S As Shown
' �
�!,' WCO-D001* Pre-Construction Drainage Analysis 1"=100'
• �' - - A - - ',;i1r 02C0-DO02* Waste Rock Pile Phase 1-Inset D 1"=100'
_
- Site/Mine Map-Inset D 1"=100'
A �
,
,
� � _ 02C0-D004* Reclamation Map-Inset D 1"=100'
02CO-DOOS* Sediment Basin No.10 Plan View and Profile Detail 1"=50'
�'a - -- ,! 02C0-D006* Sediment Basin No.17 Plan View and Profile Detail 1"=50'
A a
02C0-E001 Pre-Construction Drainage Analysis-Inset E 1"=100'
02C0-E002 Waste Rock Pile Phase 1-Inset E 1"=100'
a
`' I. _ - : - -' :j • _. 02C0-EO03 Site/Mine Map-Inset E 1"=100'
02C0-E004 Reclamation Map-Inset E 1"=100'
02C0-EO05* Sediment Basin No. Plan View and Profile Detail 1"=50'
_.
02C0 E006 Sediment Basin No.9 Plan View and Profile 1" 50'
.. ..
02C0-F001* Pre-Construction Drainage Analysis-InsetF a 1"=100'
;
- ,
- - \ - -
I
.,._._. 02C0 F002 Site Mine Ma se[F 1" 100'
02CO-F003 Reclamation Map-Inset F 1"=100'
j
'---- - - '` -. .; a * �: - =.. � -' - �\\ • � i - Pre-Construction Drainage Analysis-Inset G 1"-100'
02CO-GO02* Waste c.,
\ •' 02C0 G001
02C0--GO03* Site/Mine cMalp Pnset G I 1"=100'
-
'• -
� 'a, 02C0 G004* Reclamation Map Inset Gnse 1" 100'
a ,
Inset
-- i I .:ti -- - - - - '+ v -F , -' •�� e�, I - 02CO-G005* Sediment Basin No.1 Plan View and Profile Detail 1"=SO'
02CO-GO06* Sediment Basin No.2 Plan View and Profile Detail 1"=50'
';.,.__ - _, � - -, •. _�.�: _-, ;, .-_ �� ,r> :. ,�, ,. ��,,_. - 02C0-G007* Sediment Basin No.3 Plan Viewand Profile Detail 1"-50'
' - '� 3s � "' -_` ,.. .r .•' • ._'•• -�' ' `` 02C0-G008* Sediment Basin No.4 Plan View and Profile Detail 1"=50'
_
�^� V. .. „ >, --:' _- '� :- •: - �� 02C0-G009* Sediment Basin No.14 Plan View and Profile Detail 1"=50'
02CO-GOIO Stream Crossing No.1 Detail 1" - -F. • O
--;- _ -' .:�' -' , ,,,,.'�- a. :- '• e 'w : '- �I___ __ - •' , - �,,, - .y.. 02C0-G011 Stream Crossing No.1 Detail and Construction Notes NTS 0
-( s'
--- - $' . ,.: � " -'_ r -";---�, '�' ', �-' - ,• . - ._\ � -. -•- --' .-. '� � 02C0-H001* Pre{onstructionDrainage Anal sis-InsetH 1"=100'
=100
- Site/Mine cMalp Phase
H 1"-100'
-
- 02C0-H004* Reclamation Map-Inset Hn 1"=100'
'• } r.. - -==- --_>- ,- - 02CO-HO05* Sediment Basin No.5 Plan View and Profile Detail 1"=50'
Gastonia ,
.^ , 02C0-HO06* Sediment Basin No.6 Plan View and Profile Detail 1"=50'
-= ';'.'`.,i-. ", -'` ,'•' - '' -. .-. ^` - -_ -1_. - �A - 02CO-HO07* Sediment Basin No.7 Plan View and Profile Detail
_ —
_ Y
s,:,, -,__r�,_,,. ,.-. .,- .- ,' .- -• -;__: �-^'� _ - °. ,. -.,, - - _ .\ _ --- _ ,.,-, 02C0-1001 Pre-Construction Drainage Anal is-Inset I 1"-100'
a.... - -
� ;:. .. .._,. -, �.,.,- ram= -_' ._;> <..,-. - ;- . --, ...:. •. '�__�. � > 02C0-1002 Site Mine Ma -Inset I 1"=100'
fi
02C0-1003 Reclamation Map-Inset I 1"=300'
4001,
02C0-J001 Pre-Construction Drainage Analysis-Inset) 1"-100'
-C..... "•, P ';� _�. ;+.:- -; ;, .. — _ ,� _ '. --_C TlOtte - Site/Mine Map-Inset J 1"=100'
02C0 J002
- {.� ;` _ • .': '� "` 02CO-JO03 Reclamation Map-Inset J 1"=100'
02C0-J004* Sediment Basin No.16 Plan View and Profile Detail 1"=50'
;. i£� - - '" "" ""' _ ♦ 02CO-Koo1 Pre-Construction Drainage Analysis-InsetK 1"=100'
02CO-K002* Site/Mine Map-Inset K 1"=100'
02CO-KO03 Reclamation Map-Inset K 1"=100'
Whitesides Road Tunnel Crossing
etail
02C0--K005* Whitesides Road Tunnel Crossing Construction Notes NTS O
02CO-Ko06* Sediment Basin No.18 Plan View and Profile Detail 1"=50'
02CO-L001* Pre-Construction Drainage Analysis-InsetL 1"=100'
Piedmont Lithium Carolinas Inc. Location Map 02CO-1.002* Site/oration p-InsetL 1"=too'
02C0-L003 Reclamation Map-InsetL 1"=100'
02CO-LO04* Stream Crossing No.2 Detail 1"=40'
SCALE: 1 = 10,000' 02CO-LOOS Stream Crossing No.2 Construction Notes NTS
02CO-MO01 Pre-Construction Drainage Analysis-InsetM 1"=100'
02CO-M002 Site/Mine Map-Inset M 1"=100'
02CO-M003 Reclamation Map-Inset M 1"=300'
02CO-NO01 Pre-Construction Drainage Analysis-Inset N 1"=100'
02CO-NO02 Site/Mine Map-Inset N 1"=300'
02CO-NO03 Reclamation Map-Inset N 1"=100'
02CO-0001 Pre-Construction Drainage Analysis-Inset O 1"=100'
02CO-0002 Site/Mine Map-Inset O 1"=100'
02CO-0003 Reclamation Map-Inset O 1"=300'
02CO-Pool Pre-Construction Drainage Analysis-InsetP 1"=100'
02CO-P002 Site/Mine Map-Inset P 1"=300'
02CO-P003 Reclamation Map-Inset P 1"=100'
02CO-P004* Sediment Basin No.11 Plan View and Profile Detail 1"=50'
02CO-PO05* Sediment Basin No.12 Plan View and Profile Detail 1"=50'
02CO-Q001 Pre-Construction Drainage Analysis-Inset Q 1"=100'
02CO-Q002 Site/Mine Map-Inset Q 1"=100'
02CO-QO03 Reclamation Map-Inset Q 1"=100'
02CO-ROOT Pre-Construction Drainage Analysis-InsetR 1"=100'
02CO-RO02 Site/Mine Map-Inset R 1"=100'
02CO-RO03 Reclamation Map-Inset R 1"=300'
02CO-S001 Pre-construction Drainage Analysis-Inset S 1"=100'
02CO-SO02 Site/Mine Map-Inset S 1"=300'
P I E DPAON T
02CO-SO03 Reclamation Map-inset S 1"=100'
7"
*Sheet Revised for ADI#3.
SHEET NUMBER
OOG-001

�=M :z
PERMIT BOUNDARY LOCKING GATE EROSION CONTROL TYPICAL DETAIL INDEX
Z =
LITHIUM HYDROXIDE CONVERSION PLANT SETBACK WASTE ROCK PILE ACCESS ROAD / RAIL SPUR ACCESS ROAD
Erosion Control Typical Detail Sheet Number
LITHIUM HYDROXIDE CONVERSION PLANT 45 FT. BUFFER l.l.l.l.l.l.l.l.l.l.l.l.l.l HIGHWALL BERM Skimmer Basin OOG-007 Q
CONCENTRATE OPERATIONS 40 FT. BUFFER Sediment Trap OOG-007
® FILTER CLOTH / GEOTEXTILE LINING Sediment Basin OOG-007
DELINEATED WETLANDS Temporary Diversion OOG-007
HAUL ROAD CENTERLINE Permanent Diversion OOG-007 w
100 YR FLOOD PLAIN ❑ CONCRETE WASHOUT Slope Drain OOG-007
30 FT. TOP OF BANK STREAM BUFFER Screening Berm OOG-007
Highwall Berm OOG-007
DRAINAGE AREA LINES INSET MATCHLINE Screening (Sound) Wall OOG-007
- — — — — -
W W— UTILITY - MUNICIPAL WATER LINE Level Spreader OOG-007 J
DA-108 DRAINAGE AREA LABEL Flume OOG-007 uJ
s s— UTILITY - SEWAGE LINE Temporary Construction Entrance OOG-008
LIMITS OF DISTURBANCE Concrete Washout OOG-008
P P— UTILITY - POWER LINE o
Silt Fence OOG-008 ' N
SUMP Rock Check Dam OOG-008
G—
UTILITY - NATURAL GAS LINE Q
F F TEMPORARY DIVERSION Silt Fence Rock Outlet OOG-009 •
FM—FM— UTILITY - FORCE MAIN Temporary Diversion Swale OOG-009
F PERMANENT DIVERSION
Sediment Tube OOG-009 >
LITHIUM HYDROXIDE CONVERSION PLANT Silt Fence J-Hook OOG-009
CLEAN WATER DIVERSION CONSTRUCTION STAGING AREA
RipRap Outlet Protection OOG-009
EMERGENCY SKIMMER BASIN SPILLWAY WATER BODY RipRap Inflow Protection OOG-009 m
Inlet Protection OOG-010
RIPRAP A - A' CROSS SECTION LOCATION Temporary Stream Crossing Construction OOG-010
Wattle Detail OOG-010
EMERGENCY SPILLWAY 1--�� STABILITY ANALYSIS BASELINE LOCATION
o+oo ,+o0 2+0o Culvert Inlet Protection OOG-010
E ® OUTLET PROTECTION CEMETERY BUFFER Skimmer Outlet Splash Pad/Plunge Pool OOG-011
Porous Baffles OOG-011
© LEVEL SPREADER ROCK CHECK DAM Security Fence OOG-011
O GRASS LINED EMERGENCY SPILLWAY �- EXISTING RAIL Trash Rack OOG-011
Temporary Stockpile OOG-011
SB-1 / SK20 / ST100 EROSION CONTROL STRUCTURE LABEL PROPOSED RAIL Rolled Erosion Control Products - Matting Slope Installation OOG-012
Rolled Erosion Control Products - Matting Channel Installation OOG-012
EXISTING TOPOGRAPHY CONTOURS PROPOSED BUILDING Pump Around Diversion / Dewatering OOG-012
PROPOSED OPERATIONAL CONTOURS 0 PROPOSED PAVEMENT Temporary and Permanent Non Lawn Seeding Measures OOG-013
Temporary and Permanent Lawn Seeding Measures OOG-013
PROPOSED TEMPORARY STRUCTURE CONTOURS J-HOOKS
�- SURFACE FLOW DIRECTION ARROW
- C SKIMMER
C 1 CULVERT LABEL 0 0
u u
CULVERT SEDIMENT BASIN OUTLET CULVERT
J J
W W
SEDIMENT BASIN LINER SYSTEM (applies to SB-1 through SB-10) 0 a
C.—.—.� HAUL ROAD BOX CULVERTS FOR CONVEYORS :�
> >
Li Li
FLUME Of
SB-1 / SK20 / MDO-01 NCG OUTFALL LABELSCq
BEAVERDAM CREEK STREAM WATER INTAKE PIPE o
POROUS BAFFLES LOCATION WATTLE Z
N
SLOPE DRAIN LOCATION Ts—Ts— TEMPORARY STOCKPILE
w
J
Q
FLUME / DIVERSION DITCH LOW WATER CROSSING DRIVE THRU = _ _ LITHIUM HYDROXIDE CONVERSION PLANT o o N
SEDIMENT BASIN ACCESS ROAD Q Q N oLn
WASTE ROCK CONVEYOR o
RETAINING WALL
ORE CONVEYOR o
ARCH / ELLIPSE CULVERT SPAN w J o
Fn Q w Q w
CONCENTRATE PLANT / CONVERSION PLANT CONVEYOR
W = Q
SINGLE ARCH SPAN PIER CAP
EXTENTS OF MINE PITS AND EXCAVATION
—NEL—NEL— NON-ENCROACHMENT BOUNDARY LINE
APPROVED 401/404 IMPACTS
SCREENING (SOUND) WALL
O GROUNDWATER WELL LOCATIONS V Z
Z
OBSERVATION WELL J
Q �
ROAD CLOSURE Z Q
J V
TEMPORARY CONSTRUCTION ENTRANCE 0 W
OPC1 PERMIT CORNERS Q _
V Z �
- x- x- x- x- 7 FT. ZONING FENCE LOCATION = 0
Z
LU
- x- x- x- x-
SILT FENCE LOCATION (to be installed a min. of 10' off toe slope)
0 RECLAIMED/REVEGETATED O J
C�
— RECLAIM LAKES O Z
O 0 ElEXISTING BUILDING / STRUCTURE
W Q
ADJACENT PROPERTY LINE a
111E}Ift/1 ADJACENT PROPERTY OWNER I hereby certify that this document was ti,,�``� C,�R''$.,�
prepared by me or under my direct personal '� .,.C) `%
GASTON COUNTY PARCEL LINES supervision and is correct to the best of my Q essra�
knowledge and belief and that I am a duly = ��Q SEAL :p
0.5% SLOPE GRADE - -
licensed Professional Engineer under the - - o�ee2o : �.� SHEET NUMBER
laws of the Sta pof o h Carolina. '
(Signature) 'f`��fjtV 131%\k ��� OOG-002
Date; January 15,2024

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DWELLING
HUR �K_D., 1,02 ft.
los, 23
(No Stream Impacts)
NORTH PIT
fCONDITIl SETBAC (TY
STING CE ETERY SITE CENTRATE PLANT/ N ER
0
RV AD 31 MAINTE NC A z
CEMETER YSI 4 BULK' 37\ T
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30000 TPA ROTARY CALCIIIN
PIT,
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SUB ECT PROPERTY LINE TY
WASTE ROCI�
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WES`T_P_1i
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CONCENTRATE PLANTICONVERSION PLAW AGE PILE CONVEYOR ACCESS ROAD NO.2 r NE LOC I' S1
EMULSI 4
AND BULK 3
48 �74 8
7
4r DEWATEM
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TOPSOIL PILE
61 HAULROAD
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ADJACENT PROPERTY OWNERS 1,06
1 IGH SCREE ING P 0 BOX 1578 LINDA C COTTINGHAM&DONALD DWIGHT 2331 CROYDON RD 4 1 impacts) Ill
A nla DR.KIM EAGLE,Ph.D.,COUNTY MANl GASTONIA,NC 28053 60 159648 OCKER CHARLOTTE,NC 28207
1 157871 REEVES&PATRICIA L BLACK 160 WILL KISER RD 61 159U9 LINDA C COTIINGHAM&DONALD DWIGHT 2331 CROYDON RD DILE NAD-83
GROUSE,NC 20033 CROCKER CHARLOTTE,NC 2a2O7 t
2 157872 1527 ST MARKS CHURCH RD 150 WILL KISER RD DANNY R BLACK 62 159683 KJM&RICKEY 0 HENLEY OAD CROUSE,NC 28033 CROUSE,NC 28033 1607 ANTHONY GROVE RD
3 157876 STACEY L REEVES C/O ALISON REEVES 970 HEPHZIBAH CHURCH RD THOMAS L&IVA C BRADLEY 63 159785 CROUSE,NC 28033 CROUSI SK57
210 WILL KISER RD
BRUCE E&GARY S KISER 1733 HEPHZIBAH C URCH RD I 4 157877 ---64 160752 TERRY SCOTT LINEBERGER EAST-PF MAT�RING POND 1�10. y BERM#6
CROUSE,NC 28033 14
BESSEMER CITY,NC 28016
6100 PINTAIL RD 104 HAY DR a_
OAK RIDGE,NC 27310 BESSE ER rrY.NC28016
L
5 157917 CLAUDE H ADERHOLDT HEIRS BRENDAHOPPER 65 160763 PO BOX 361 66 160764 KAREN CARRINGER HAY LIFE EST 4117 MOUNTAJI 0
OU E,NC 28033 GAST NIA,NC 28056 �.ZZ-Z -- ---- LLJ
LLJ Ld
6 157933 DAVID P&ADA B CABANISS
CR
7 157945 GAR-MAC DAIRY INC 3848CROU E SCHOOL RD 67 160765 BILLY D&DOROTHY SANSIN�U�T
OUSE.NC 28033 -777
c BESSEM R CITY,NC 28016
KAREN H SCRONCE&ROBERT 6 104 WILL KISER RD
8 157947 t68 160766 BRENDA H HOPPER
RICHARDSON CROUSE,NC 28033
BESSEMER CITY,NC 28016
SANDRA H WRENN CIO SANDRA W 1408 LABORATORY RD j Lj
9 157950 JEFFREY A OXENDINE
114 WILL KISER RD
CROUSE,NC 28033 69 160767 UNCOLINITON,NC 28092 FERI�G
10 157961 MICHAEL J HERREN 825 HEPHZIBA CHURCH RD 3941 FALLSTON RD 70 160794 LYNDA H HUFFSTETLER
CROUSE,NC 28033 SHELBY,NC 28150 T175ADERIHOLDTRD
11 157962 PO 6 824 71 160800 JAMES EDWARD&DIANE WIGGINS GOINS DAVIDGHOWE
M MDEN,NC 28660 04 817HEPHZIBA CHURCH RD 72 160802 JAMES EDWARD&DIANE WIGGINS GOINS 175 ADERHOLDT RD 0
12 157963 MICHAEL SHANE THOMPSON CROUSE,NC 28033 BE------ ------ ItBRUCE E&GARY S KISER 73 VANCE ALLEN KIRBY&DEBRA S 312 HEPHZIBAH CHURCH RD LU
210 WILL KISER RD ELJ LLJ Z
13 157985 CROUSE,NC 28033 198233 KEMPSTON CROUSE,NC 28033 752 HEPHZIBAH CHURCH RD GEORGE BENNETT ALLEN 25 2 LINCOLNITON HWY
74 198234
14 157989 HERMAN DENNIS&JANICE D KISER
CHERRYVILLE,NC 28021 L 7'CROUSE,NC 28033
PO BOX 325 77
1835 ST MARKS CH RD 75 199245 GROVER BRADFORD HAY
15 157990 MICHAEL CARL&GAJL COOK BRACKE I I
CROUSE,NC 28033 KINGS MOUNTAN,NC 28086 1843 ST MARKS CH RD 111 OAKLEY LN �1 0
76 200341 LEIGH ANN CARPENTER PRUITT
16 157993 JOHN B HOLLAND
1823STMARK CHURCHRID
CROUSE,NC 28033 CHERRYVILLE.NC 28021
PO BOX 1698
T7 200508 CARLOS A&SUSAN D TRAVERIA 17 158026 TRUTH AND TRUTH BAPTIST CHURCH CROUSE.SIC 28033 2 SAINT MARKS CHURCH 27 4 UNCOLNTON HWY
18 158031 JOHNNY S&TONYA DENISE WRIGHT
LINCOLNTON,NC 28093 78 202854 NANCY CSOKA 1821 ROAD it,
CH NC 28021
VANCE ALLEN KIRBY&DEBRA S 312 HEPHZIBAH CHURCH RD CROUSE,NC 28033 I
19 158033
1314 ST MARKS CHURCH RD KEMPSTON CROUSE,NC 28033 TAID F&EVA S TILLMAN
79 205244 z CROUSE,NC 28033 TRUTH AND TRUTH BAPTIST CHURCH PO BOX 1698 S
20 158035
LINCOLINTON,NC 28093 1314STMARK CHURCHIRD
80 205453 TAD F&EVA S TILLMAN CROUSE,NC 28033 P BOX 30008
HARLESTON,SC 29417 925ADERH LDTRD
tII21 158049 TRI COUNTY FARM SUPPLY INC PRO C 81 206528 LINDA FRIDAY&JAMES BAXTER III BENNETT
UNCOLNTON,NC 28092
P 0 BOX 2450
925 ADERHOLDT RD
22 158058 PRO REAL ESTATE LLC PAD tP OAH,KY 42002 82 206529 LINDA FRIDAY&JAMES BAXTER III BENNETT UNCOLNITON,NC 28092 J C&SHEILA DREWERY
BOX 1276
UAR
I hereby certify that this document was
23 158060 830 LINDA LN
ITTE,NC 28211
prepared by me or under my direct personal . .........
24 158062 LEE THOMAS CLINE
BENJAMIN LEWIS&TRACI E KENNEDY 1817 ST M
LINCOLNTON,NC 28092 83 2079T7 5 PINES FARM LLC
419 HEPHZIBAH CHURCH RD c
209200 DUNIVAN CROUSE,NC 28033
25 158063 412 HEPH21BAH CHURCH RD FIG BOX 415D supervision and is correct to the best of my
DEANAGJONES
CROUSE,NC 20033 85 209893 ROBERT J JR&MICHELLE M HASENl
T HOWELL 630 RD GROUSE,NC 28033 knowledge and belief and that I am a duly ------
26 158071 MYRA PRUET CROUSE,NC 28033 86 210224 HAWKINS FARMS LLC 363 N HIGHWAY is
licensed Professional Engineer under the
1040 BAKERS SPRING LN DENVER,NC 28037 f
SEAL C6 0
048820
27 158073 DAVID DEAN SMITH 5577 FIVE KNOLLS OR
CROUSE,NC 28033 87 212611 SOUTHERN GAMES LLC CHARLOTTE,NC 28226 PO BOX 1569 laws of the Stap arolina.28 158075 RUTHERFORD ELECTRIC MEM CORP 920 HEPHZIBAH CHURCH RD LU
FOREST CITY,NC 28043 88 212612 PONDEROSA E&ERIC E CLITSHAW CROUSE NC28033
7929 COUNTY ROAD 219A 'RD
C UNA,OH 45822 89 212613 GILBERTDEWAR
29 158076 MICHAEL E&TAMARA K COOL 13 3 `TREET >
OE BROOKLYN,NY 11234 kv NV ni
103 BAKERS SPRING LN (Signature) 8
ROUSE,NC 28033 90 212614 ZOYA KOFMAN 31 159098 MICHAEL N BEAM TRUST C 868 HURCHSTNFL2
91 212615 SOUTHERN GAINES�u 55T7 FIVE KNOLLS DR
30 1680T7 CALVIN SHAW CONCORD,NC 28025 2419 E 73RD
C ST
BROOKLYN,NY 34 Date:
CHARLOTTE.NC 28226
N
4505 COVE RD
CATHI ELAINE F PUTNAM 5577 FIVE KNOLLS DR
32 159109
WILMINGTON,NC 28405 92 212616 SOUTHERN GAINES LLC PO BOX1143 CHARLOTTE,NC 28226
RRYVIULE. 93 212617 SOUTHERN GAMES LLC 5
5 T7 FIVE KNOLLS DR
33 159118 R-AN ELL HOUSING GROUP LLC CHE NC 28021 CHARLOTTE,NC 211226
ULOS
34 159119 R-ANELL HOUSING GROUP LLC 1203 ST MARKS CHURCH RD
PO BOX 1143 CHERRYVILLE,NC 28021 94 214150 ST MARKS EVANGELICAL LUTH UH LU
CHERRYVILLE,NC 28021 AERIAL TOPOGRAPHY 2 FT. CONTOURS
215 ANTHONY GROVE RD MATCH LINE a.
NC 28033
35 159121 CHARLES EDWARD BUSH ------- 95 215159 STACY LEANNE REEVES 970 HEPHZIBAH CHURCH RD PROPERTY CORNER COORDINATE' z z
36 159122 LINDA 6 BEAM AMNO RSTD REV I R 868 CHURCH ST N FIL 2 AERIAL MAPPING DATED JANUARY 2021 IE=ing lRef ID INorthing jEasting 2 <
CONCORD,NC 28025 96 215160 JEFFREY M&LISA K REYNOLDS 972 FIEPHZIBAH CHURCH ROAD MAP LEGEND ',ING GAT >:
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I 131MI5.05791PC40
868 HU CH ST N FIL 2 CROUSE,NIC 28033 AND PROVIDED BY PIEDMONT LITHIUM CAROLINAS, INC.CO CORD,NC 28025 97 216652 RANDY CHARLES HASTINGS
37 159123 LINDA B BEAM AMND RSTD REV TR 317ADERHOLDTRD
971 228TH PLACE SW
38 159126 CHARLES EDWARD GILLESPIE 13ESSEMER CITY,NC 28016 PC3 6MM.22551 M9S8.2253 P042 6063.43,9257 1309284.1B3844 PC81 607467.9145 1314542.8385
325ADERHOLDTRD
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98 216664 CATHY H HOUSER PC4 604420.9629 L309678.5133 PC43 605437.4943 1309955.2598 PC82 60797&
1706 ST MARKS CHURCH RD BESSEMER CITY,NC 28016
39 159136 RICHARD JAMES KISER CROUSE.
C 28033 -------- PC5 6350614610 1309262.9029 PC44 606776.3969 1309918.3233 PC83 606747.393D 1316296.6733
217859 RONNIE J&SUSAN E SUMMEY 256 FOREST DELLINGER RD 40 169137 PAMELA J CORSA 1705 SAINT MAR S CHER H RD 99 BESSEMER CITY,NC 28016 ---- -------------- PC15 605223.8678 1308349.2823 PC45 606948.0724 1310396.0706 PC84 605777.5321 1315319.3613
CROUSE,NC 28033 100 217863 RONNIE J&SUSAN E SUMMEY 256 FOREST DELL NO R RE) ---- Fn PC7 605343,0776 1309291.9701 PC46 6136152 0859 131065ZIM2 PC85 60575%25S 1315370.2955
BESSEMER CITY,NC 28016 --- PCs 605651.6488 13DS483.5347 PC47 604661.6678 131MS7.4329 PC86 605698.0056 1316332.4751
1527 SAINT MARKS CHURCH RD r------ t41 159143 KIM M HENLEY CROUSE,NC 28033 101 218014 RUBY STROUP UNEBERGEIR 805 HEPHZIBAH CHURCH RD PC9 5D-140LI5,815 1308247.3032 PC48 604296,9749 1310594.7729 PC97 6053%75% 1316582.6530
PLAN VIEW 743 ST MARKS CHURCH RD BESSEMER CITY,NC 28016 Pcio 605744,3912 1307874.60 1314868.4753 1DC88 605979.6954 1316181.7221 z
42 159146 TONY SCOTT&MARLA M CODY 102 218217 TIMOTHY E CRUN�L I ON 170 FOREST DELLINGER RD LIJ
BESSEMER CITY,NC 28016 PCU 605933,1164 1307nl.02 1315545.5585 PC89 605589.91W 1316533.8969
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BESSEMER CITY,NC 28016
57 CEDAR HILL DR 150 FOREST DELLINGER RD 43 159147 KAY C&THOMAS L FINGER 103 218218 CHRISTOPHER W LOEHR PC13 636999 8292 1306994.3300 PC52 6D7M4531 1317313.5643 PC91 6015,1012673 1316912 2936
ASHEVILLE,NC 28803 BESSEMER CITY,NC 28 16 )-4 F-;I W(
44 159153 UANNY&BEVERLY LEWALLEN 1136 HEPHZ BAH CH R 103 WILL KISER D 0 600 1200 1800 PC14 606999.8292 L306582.8541 PC53 607575.7499 1317543.5878 PC92 60511.99.8538 1317337.4337 CROLISE,IN 28033 104 220919 EDWIN R STEWART CROUSE,NC 280
33
Pcis 607833,4991 13D6401.1570 PC54 606766.7443 13168239.40118 PC93 6063K8632 1317439.2978
217 DELVIEW DR 3848 CROUSE SCHOOL RD
PC15 6076a9.5047 1305313.8560 PC55 606599.5757 1316983 6854 PC94 605958.3168 1318064.3909
45 159184 STEPHEN TIMOTHY JONES 105 220920 GAR-MAC DAJRY INC '7'
CHERRYVILLE,NC 28021 CROUSE,NC 2
8033 PC17 608512.4643 1305142.7999 PC56 506313.9755 1316735.3922 PC95 5M13.3739 1317936.1995
1131 HEPHZIBAH CHURCH RD 761 ADERHOLT RD GARY E&DELIA B SHEALY 46 159192 106 223135 SUSAN M BUCHANAN <ING
CROUSE,NC 28033 1;
UNCOLNTON,NC 28092
: :,f--- "\) I \ / I- PC18 609354,2668 M5604.7127 PC57 605363.1185 1315130.5998 PC96 607951.9506 1318627 3687
PHILLIP B WRIGHT&OTHERS&MARY BETH 166 TRYON SCHOOL LOOP RD 752 HEPHZIBAH C URCH RD
107 224399 HERMAN DENNIS KISER
47 159205 D
CH NEAIFE T 305573.5353 PC58 BM335.2738
BESSEMER CITY,NC 28016 CROUSE,N 8033 SCALE 1"=600'
861 HEPHZIBAH CHURCH RD 105 CENTRAL PL PC20 W9254,5350 M%32.1181 PC59 605139.5 605618.1348 132DO!
48 159206 JEANETTE 6 MAUNEY LIFE ESTATE
108 224400 WANDA KISER HUFFSTETLER
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RONALD JAMES MAUNEY PC2.2 610345.1729 1307484.2867 PC61 604959.1266 131454LO902 PCIOD 605735.2241 1321067.5709
49 159208 LINCOLNITO ,NC 2 109 225126 ANTHONY GROVE BAPTIST CHURCH 100 ANTHONY GROVE RD CATEGORY AFFECTED ACREAGE 19772 1307402.5159 PC62 605410.2M 1314786 7432 PCI(n 6DI692 1602 IM388.7153
50 159592 MARGARET GRIGG HASTINGS
8092 CROUSE,NC 28033 4( PC23 61023
PO BOX 431 CHERRYVILLE,NC 28021 110 226549 KIM M HENLEY 1527 SANT MAWS CHUR H RD Tailings/Sediment Ponds 33ACRES
PC2,4 610123.3705 13075M.4673 PC63 605292.2246 1315113.4634 PC102 604427.1512 1321272.8169
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429 ADERHOLDT RD E
51 159598 RYAN W FRANK&EMILIE E NELSON PC26 2.3967�
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LINCOLNITON NC 28092 47 HERITAGE LN Wastepiles(Waste Rock Pile) 119ACRES L_
ill 300506 SONYA G WESTER&ANNE G WHIlS1,M I N PC27 6D9050.4235 lM752D.9093 PC65 608875.4590 1314602.2967 125 HASTI'GS RD
52 159599 BRENDA S LAUER
SHELBY,NC 28150
Cl BESSEMER TY NC28016 P 0 BOX 481 Processing Area/Haul Roads 37 ACRES
2815 S YORK RD 112 302337 R LOCKE BELL 592
53 159621 MEUSSAANNJONES PC29 608456.6783 IM7842.7916 PC68 6M79.0946 131M53.2785 501783.86% 132082.4.4247
vation(Pits)BENJAMIN LEWIS&TRACI E KENNEDY 1817 ST MAWS CHURCH RD 403 ACRES IGASTONIA,NC 28053 Mine Exca GASTONIA,NC 28052
113 303909 PC3D 608458.4437 1308618.4659 PC69 602336.2913 1311551.3445 PCIOB 600281.3961 1320369.9361
1507 PINEHU
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K31 60W7.91K58 13D8613.8189 PC70 638527.9316 131.14SZ2903 PC109 600204,4369 1320266.7533
1309407.5066 PC71 503248.5391 1310942.5718 PC310 598813.V-15 1319682.5632
nd Magazine) 19ACRES T NUMBER
RST DR DUNIVAN CROUSE,NC 28033
HIGH POINT,NC 27262 Ancillary(Maintenance Yard a
54 159623 ELIZABETH WHITE SIDES
MC 114 3043zi TBO INVESTORS C/O GWENDOLYN 3365 ROUND HILL ROAD
1514 R W OUELLETTE SOMERVILLE,NJ 88763
55 159628 VERNA J MCLAMB LAMB DR
CROUSE,NG 28033 1821 SAINT MARKS CHURCH Temporary Stockpiles(Topsoi 13D9513.5507 PC72 603182.4979 1309947.0692 PCM
Storage Pile) 21ACRES 1506 R W MCLAM B DR 115 304328 NANCY CSOKA ROAD
56 159634 MARVIN D&CYNTHIA M HYLE MAN CROUSE,NC 28033 CROUSE,NC 28033 3D9591 2464 PC73 603650.1771 13104 38.6ffi614 600640.6431 1318=.8608
Total Disturbed Acreage 732 ACRES -7 DOUGLAS SCOTT&MELISSA SHAUN 1515 R W MCLAMB DR 1430 BARBARA DR 133.50% 1315311.7510
Pc35 w83a4,60% 1309W5.4770 PC74
57 159635 116 304499 GARY DON QUEEN&JOHN MARK FURROW PC% 608379.B62 1309510.60 2958 PC113 Sm 20.8&39 1315 49.7824
ERRYVILLE,NC 28021 Limits of Disturbance Acreage 969ACRES ..!L221 P
CROUSE,NC 28033 Pa 59.L301 105411,
3 EWOO PC37 6DS013809 UW00.0m 13150-67.2633
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58 159645 ST MARKS LUTHERAN CHURCH HERRYVILLE,NC 28021 DALLA.NC 28034
PC38 608030.6926 1309779.94651PC77 I 6W,64&21371 1312689.29661PCI16 1315185.6447
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MARKS CHURCH RD 59 159646 RICKY D HENLEY&OTHERS Total Permit Acreage 1,548 ACRES 152 ----
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1 2 3 4 5 6 7 8
PROJECT NARRATIVE
THE PROPOSED CAROLINA LITHIUM PROJECT IS LOCATED IN GASTON COUNTY, NORTH CAROLINA JUST EAST OF CHERRYVILLE. THE PROJECT OPERATIONAL REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED PROVIDED SKIMMER ORIFICE
SITE ENCOMPASSES APPROXIMATELY 1,548+/-ACRES AND IS BOUNDED BY HEPHZIBAH CHURCH ROAD AND GASTON WEBBS CHAPEL ROAD TO RISER SEDIMENT DRAINAGE AREA DRAINAGE DISTURBED SURFACE AREA SURFACE AREA SURFACE AREA STORAGE STORAGE STORAGE VOLUME SIZE DIAMETER*
THE NORTH,ANTHONY GROVE ROAD AND ST.MARKS CHURCH ROAD TO THE WEST,DALLAS-CHERRYVILLE HIGHWAY TO THE SOUTH,AND LONG BASIN I.D. DESIGN PHASE NO. AREA(ac.) AREA(ac.) Q25(cfs) (0) (4) ELEVATION (ft) VOLUME(cf) VOLUME(cf) ELEVATION (ft) (in.) (in.)
SHOALS ROAD TO THE EAST. THE DEVELOPMENT CONSISTS OF VARIOUS COMPONENTS, INCLUDING THE CONCENTRATE OPERATIONS AND SB-201 Phases 1 & 2 201 10.38 10.38 50.95 22,161 25,091 835.50 18,684 56,503 835.50 4.0 2.25
LITHIUM HYDROXIDE CONVERSION PLANT.
THE LITHIUM HYDROXIDE CONVERSION PLANT SITE IS LOCATED NORTH OF THE CONCENTRATE OPERATIONS(NORTH OF ST.MARKS CHURCH SB-202 Phases 1 & 2 202 5.65 5.65 27.73 12,063 13,518 827.50 10,170 28,556 827.50 3.0 1.75
ROAD). THE CONVERSION PLANT DEVELOPMENT INCLUDES A CONVERSION PLANT FACILITY,WATER TREATMENT PLANT,ADMINISTRATIVE AND SB-203 Phases 1 & 2 203 3.93 3.93 19.29 8,390 9,115 810.50 7,074 18,634 810.50 3.0 1.50
LABORATORY BUILDINGS AND PARKING,A MAIN ACCESS ROAD OFF HEPHZIBAH CHURCH ROAD,AND A RAIL SPUR THAT CROSSES HEPHZIBAH SB-204 Phases 1 & 2 204 5.72 5.72 28.07 12,212 17,279 815.50 10,296 37,643 815.50 3.0 1.75
CHURCH ROAD AND CONNECTS TO THE PLANT AREA. SB-205 Phases 1 & 2 205 4.50 4.50 22.09 9,607 11,661 829.80 8,100 18,381 829.80 3.0 1.50
THE PLANS SHOW EROSION CONTROL MEASURES FOR 2 PHASES OF CONSTRUCTION. PHASE 1 IS FOR INSTALLATION OF EROSION CONTROL SB-206 Phases 1 & 2 206 5.50 5.50 26.99 11,742 13,893 834.80 9,900 22,175 834.80 2.5 1.75 D
MEASURES FOR MASS GRADING AND STAGING OF THE SITE. AS CONSTRUCTION PROGRESSES, PHASE 2 SHOWS THE EROSION CONTROL SB-207 Phases 1 & 2 207 4.60 4.60 22.58 9,821 14,250 845.50 8,280 30,376 845.50 3.0 1.50
MEASURES NEEDED TO REACH FINAL BUILD-OUT OF THE CONVERSION PLANT AND ITS ASSOCIATED APPURTENANCES. SB-208 Ph 1 Phase 1 208 5.65 5.65 27.73 12,063 13,155 876.50 10,170 27,864 876.50 3.0 1.75
THE CONSTRUCTION SEQUENCE BELOW APPLIES TO THE CONVERSION PLANT SITE ONLY. SB-209 Ph 1 Phase 1 1 209 6.40 6.40 31.41 13,664 13,941 825.50 11,520 19,120 825.50 4.0 1.75
SB-210 Ph 1 Phase 1 1 210 10.65 10.65 52.27 22,738 25,091 882.50 19,170 56,503 882.50 4.0 2.25
"SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE REVIEWED AND APPROVED BY THE ENGINEER ONCE A SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN.
CONSTRUCTION SEQUENCE SEDIMENT BASIN SUMMARY TABLE
THIS IS A SPECIFIC CONSTRUCTION SEQUENCE FOR THE LITHIUM HYDROXIDE CONVERSION PLANT DEVELOPMENT OF THE OVERALL CAROLINA
LITHIUM PROJECT. THIS NARRATIVE PROVIDES AN OUTLINE OF MEASURES REQUIRED TO PREVENT SEDIMENT LADEN STORMWATER RUNOFF
FROM EXITING THE PROJECT PHASE LIMIT OF DISTURBANCE(LOD). THE CONTRACTOR IS REQUIRED TO TAKE ALL NECESSARY MEASURES, STRUCTURE RIP RAP LENGTH US WIDTH DS WIDTH DEPTH
WHETHER SPECIFICALLY IDENTIFIED HEREIN OR NOT,TO COMPLY WITH NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY EROSION
AND SEDIMENT CONTROL REQUIREMENTS.REFER TO GENERAL EROSION AND SEDIMENT CONTROL NOTES, PLAN SHEETS AND DETAILS I.D. CLASS (ft) (ft) (ft) (in)
ASSOCIATED WITH THIS PLAN SET. OP-201 1 12 6 7 12
EROSION CONTROL CONSTRUCTION SEQUENCE OP-201A* 11 16 10 12 18
PHASE1 OP-202 1 12 6 7 12
GENERAL 1. PHASE 1 CONSISTS OF SITE CLEARING AND GRUBBING AND STAGING FOR FUTURE CONSTRUCTION ACTIVITIES PERTAINING TO OP-202A* 1 12 10 12 12
1. PRIOR TO COMMENCING ANY LAND DISTURBING ACTIVITY,THE EROSION AND SEDIMENT CONTROL(ESC)PERMIT FOR THE THE CONVERSION PLANT SITE. OP-203 1 12 6 7 12
PROJECT MUST BE APPROVED BY NCDEQ AND RECEIVED BY THE OWNER.A PRE-CONSTRUCTION CONFERENCE SHALL BE HELD OP-203 A 1 12 6 7 12
BY THE CONTRACTOR WITH NCDEQ PRIOR TO ANY SITE WORK OR DISTURBANCE. 2. INSTALL TEMPORARY CONSTRUCTION ENTRANCE AND CONCRETE WASHOUT STATION AT BOTH THE RAIL AND THE ROAD
ACCESS LOCATION ALONG HEPHZIBAH CHURCH ROAD. REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED PROVIDED OP-204 1 12 6 7 12
2. PRIOR TO COMMENCING ANY LAND DISTURBANCE ACTIVITY,CLEARLY AND ACCURATELY DEMARCATE THE LIMITS OF ALL SEDIMENTTRAP DRAINAGE STORAGE OP-204A* 1 12 10 12 12
AUTHORIZED LAND DISTURBANCE WITH STAKES, RIBBONS,OR OTHER APPROPRIATE MEANS. NO LAND DISTURBANCE MAY 3. STAKE OUT LIMITS OF DISTURBANCE AND INSTALL PERIMETER EROSION CONTROL MEASURES SUCH AS SILT FENCE AS PHASE Q25(cfs) SURFACE AREA SURFACE AREA SURFACE AREA STORAGE STORAGE OP-205 I 12 6 7 12
OCCUR OUTSIDE THE LIMITS INDICATED ON THE APPROVED PLANS. DENOTED ON PHASE 1 EROSION CONTROL PLANS PRIOR TO ANY LAND DISTURBANCE ACTIVITIES CLEARING,GRADING, I.D. AREA(ac.) VOLUME
( (sf) (sf) ELEVATION (ft) VOLUME(d) VOLUME(cf) OP-205A I 12 6 7 12
3. PROVIDE NOTIFICATION TO ALL AFFECTED PROPERTY OWNERS PRIOR TO CONSTRUCTION,AS APPLICABLE. GRUBBING,OR EXCAVATION). ELEVATION (ft) OP-206 1 18 9 11 12
ST-220 Phases 1 & 2 0.55 2.70 1,174 1,355 891.00 1,980 2,190 891
4. INSPECT ALL EROSION CONTROL DEVICES AT WEEKLY INTERVALS AND AFTER EVENTS EXCEEDING 1/2"TO VERIFY THAT THEY ST-221 Phases 1 & 2 0.51 2.70 1,174 1,317 891.00 1,980 2,190 891 OP-207 1 15 7.5 9 12
4. THE CONTRACTOR SHALL INSTALL ALL EROSION AND SEDIMENTATION CONTROL MEASURES AND DEVICES NECESSARY TO ARE FUNCTIONING PROPERLY.ANY ACCUMULATED SEDIMENT SHALL BE REMOVED. OP-208 1 15 7.5 9 12
COMPLY WITH THE STANDARDS AND SPECIFICATIONS OF THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY ST-222 Phases 1 & 2 0.85 4.17 1,815 1,957 878.00 3,060 3,288 878
(NCDEQ)AND APPLICABLE STATE AND LOCAL LAWS AND ORDINANCES,AND PREVENT STANDING WATER WITHIN PROJECT OP-209 1 15 7.5 9 12
LIMITS,UNLESS OTHERWISE DIRECTED. INSTALL ALL PERIMETER EROSION AND SEDIMENT CONTROL DEVICES AS SHOWN ON 5. PROVIDE PERMANENT SEEDING AND SLOPE MATTING ALONG WITH TEMPORARY SEEDING ON ALL GRADED AREAS THAT ARE AT ST-223 - Phase 2 Phase 2 0.80 3.93 1,708 1,808 884.00 2,880 3,010 884
FINAL GRADE AND WILL NOT BE PAVED. - ases . . , , . , , OP-210 I 15 6 9 12
ST224 Ph 1 & 2 060 294 1281 1957 82200 2160 3288 822
THE APPROVED PLANS PRIOR TO ANY LAND DISTURBANCE. C-101 II 20 6 10 30
ST-225 Phases 1 & 2 0.85 4.17 1,815 1,889 814.00 3,060 3,158 814
5. FAILURE TO INSTALL,OPERATE OR MAINTAIN ALL EROSION CONTROL MEASURES WILL RESULT IN ALL CONSTRUCTION BEING 6. INSTALL ALL PERMANENT CREEK CROSSING IMPROVEMENTS PRIOR TO ANY SITE GRADING OTHER THAN THOSE AREAS ST-226 Phases 1 & 2 0.50 2.45 1,067 1,640 824.00 1,800 2,704 824 C-102 II 36 9 18 30 C
STOPPED ON THE JOB SITE UNTIL SUCH MEASURES ARE CORRECTED TO NORTH CAROLINA EROSION AND SEDIMENT CONTROL NECESSARY TO PROVIDE FILL FOR THE PERMANENT CREEK CROSSING. NO 401/404 IMPACTS ARE ALLOWED FOR STREAM ST-227 Phases 1 & 2 0.25 1.23 534 621 822.00 900 902 822 C-103 11 48 12 24 30
REGULATIONS. CROSSING NUMBER 3 OR STREAM CROSSING NUMBER 4.
ST228 - Phase 1 Phase 1 0.75 3.68 1,196 1,212 894.00 1,350 1,901 894 DENOTES DOUBLE(PARALLEL)OUTFALL PIPES. RIP RAP HAS BEEN SIZED FOR ONE APRON
6. INSTALL CONSTRUCTION ENTRANCES AND ACCESS ROADS IN ACCORDANCE WITH STATE STANDARDS AND WITH MINIMAL 6.1. INSTALL WATTLES ALONG TOP OF STREAM BANKS.CLEAR TREES AND HEAVY VEGETATION. AT THE DOUBLE OUTFALL.
DISTURBANCE TO SURROUNDING VEGETATION AND TREES. WITHIN 30 DAYS AFTER CONSTRUCTION IS COMPLETED FOR WHICH 6.2. GRUB GRADE WORKING AREA TO SET THE CULVERT WITHIN THE CULVERT CONSTRUCTION FOOT-PRINT. SEDIMENT TRAP SUMMARY TABLE OUTLET PROTECTION SUMMARY TABLE
ACCESS ROAD IS USED,AND UNLESS OTHERWISE APPROVED,CONTRACTOR SHALL REMOVE ALL REMNANTS OF THE ACCESS
ROADS AND RETURN AREA TO AS GOOD AS OR BETTER CONDITION. ADDITIONAL MEASURES TO CONTROL EROSION AND 6.2. INSTALL ARCH CULVERT FOUNDATIONS OUTSIDE OF STREAM BANKS AS NOTED ON PLANS.
SEDIMENT MAY BE REQUIRED BASED ON CONTRACTOR'S PRACTICES AND WILL BE EMPLOYED WHERE DETERMINED NECESSARY 6.3. INSTALL ARCH CULVERT PER MANUFACTURER'S DESIGN IN LOCATIONS SHOWN ON PLANS.
BY ACTUAL SITE CONDITIONS. 6.4. GRADE FILL ABOVE CULVERTS AND MAT&SEED ALL GRADED SLOPES.
6.5. REMOVE WATTLES AND OTHER EROSION CONTROL MEASURES ONCE STABILIZATION MEASURES ARE IN PLACE.
7. ALL MATERIALS SPILLED, DROPPED,WASHED,OR TRACKED FROM VEHICLE OR SITE ONTO PUBLIC ROADWAY OR INTO STORM
DRAIN MUST BE REMOVED. PHASE 2
8. COMPLY WITH THE FOLLOWING MEASURES FOR GRUBBING: 1. PHASE 2 CONSISTS OF THE REMAINING SITE, UTILITY,AND DRAINAGE IMPROVEMENTS,THE PAVING OF THE ACCESS ROADS,
INSTALLATION OF THE RAIL SPUR AND STORAGE YARD,AND THE FINAL STABILIZATION OF THE SITE.
a. GRUBBING SHALL BE PERFORMED DURING PREDICTED PERIODS OF DRY WEATHER.
b. EROSION CONTROL DEVICES AND STORMWATER MANAGEMENT DEVICES SHALL BE INSTALLED PRIOR TO ANY OTHER 2. DURING PHASE 2,THERE WILL BE SOME COORDINATION TO CONSTRUCT THE CONVEYOR FROM THE CONCENTRATE PLANT TO OPERATIONAL REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED PROVIDED SKIMMER ORIFICE SPILLWAY
CONSTRUCTION AND WITHIN 24 HOURS OF GRUBBING. THIS MAY REQUIRE GRUBBING IN STAGES TO ENSURE EROSION THE CONVERSION PLANT. REFER TO CONCENTRATE OPERATIONS PLANS. SKIMMER BASIN DRAINAGE SPILLWAY SPILLWAY CONTROL
CONTROL MEASURES ARE PUT IN PLACE PRIOR TO RAIN EVENT. THE LOCATION OF SOME OF THE EROSION CONTROL PHASE DRAINAGE Q25(cfs) SURFACE AREA SURFACE AREA SURFACE AREA STORAGE STORAGE STORAGE VOLUME SIZE' DIAMETER* SIDE SLOPE
DEVICES MAY HAVE TO BE ALTERED FROM THAT SHOWN ON THE APPROVED PLANS IF DRAINAGE PATTERNS DURING 3. PROVIDE CHECK DAMS,OUTLET PROTECTION,SLOPE AND CHANNEL MATTING AND OTHER STABILIZATION MEASURES THROUGH I.D. AREA(ac.) DEPTH(ft) BOTTOM WIDTH(ft)
CONSTRUCTION ARE DIFFERENT FROM THE FINAL PROPOSED DRAINAGE PATTERNS. IT IS THE CONTRACTOR'S THIS PHASE. AREA NO. (sf) (sf) ELEVATION (ft) VOLUME(d) VOLUME(cf) ELEVATION (ft) (in.) (in.) (H:V)
RESPONSIBILITY TO ACCOMPLISH EROSION CONTROL FOR ALL DRAINAGE PATTERNS CREATED AT VARIOUS STAGES SK-240 Ph 2 Phase 2 240 1.55 7.61 2,472 2,579 880.00 2,790 4,414 880.00 2.0 1.00 2:1 1.50 10
DURING CONSTRUCTION. ANY DIFFICULTY IN CONTROLLING EROSION DURING ANY PHASE OF CONSTRUCTION SHALL 4. INSPECT ALL EROSION CONTROL DEVICES AT WEEKLY INTERVALS AND AFTER EVENTS EXCEEDING 1/2"TO VERIFY THAT THEY SK-241 Ph 1 Phase 1 241-1 2.58 12.66 4,115 4,949 876.00 4,644 8,860 876.00 2.5 1.25 2:1 1.50 10
IMMEDIATELY BE REPORTED TO THE ENGINEER. ARE FUNCTIONING PROPERLY.ANY ACCUMULATED SEDIMENT SHALL BE REMOVED. SK-241 Ph 2 Phase 2 241-2 1.66 8.15 2,648 2,792 876.00 2,988 5,017 876.00 2.5 1.00 2:1 1.50 10
c. SILT FENCE SHALL BE INSTALLED WITHIN 24 HOURS OF GRUBBING.THE CONTRACTOR SHALL REMOVE ACCUMULATED SK-242 Ph 2 Phase 2 242-2 1.50 7.36 2,393 2,483 836.00 2,700 4,235 836.00 2.0 1.00 2:1 1.50 10
SILT WHEN THE SILT IS WITHIN 12"OF THE TOP OF THE SILT FENCE UTILIZED FOR EROSION CONTROL. 5. CONDUCT PERIODIC INSPECTIONS OF ALL EROSION AND SEDIMENTATION CONTROLS AND MAKE ANY REPAIRS OR
SK-243 Ph 1 Phase 1 243-1 2.26 11.09 3,605 3,627 876.00 4,068 6,228 876.00 3.0 1.00 2:1 1.50 10
9. ON-SITE STOCKPILING OF SOIL IS ALLOWED WITHIN THE LIMITS OF DISTURBANCE SUBJECT TO PLACING APPROPRIATE EROSION MODIFICATIONS NECESSARY TO ASSURE CONTINUED EFFECTIVE OPERATION OF EACH DEVICE.
CONTROL DEVICES TO PREVENT SOIL LOSS DURING RAIN EVENTS. LOCATIONS SHALL BE PRE-APPROVED BY THE INSPECTOR. SK-243 Ph 2 Phase 2 243-2 1.90 9.33 3,031 3,296 876.00 3,420 5,762 876.00 3.0 1.00 2:1 1.50 10
6. ALL SLOPES SHALL FOLLOW THE REQUIREMENTS OF INCREMENTAL STABILIZATION AS THEY ARE GRADED. SK-244 Phases 1 & 2 244 2.25 11.04 3,589 3,594 843.00 4,050 6,302 843.00 2.5 1.25 2:1 1 1.50 10
10. ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN APPROVED EROSION SK-245 Ph 1 Phase 1 245-1 3.10 15.21 4,945 5,001 842.00 5,580 8,947 842.00 2.0 1.50 2:1 1.50 10
CONTROL PLAN,A SITE REGULATED UNDER THE MINING ACT OF 1971,OR A LANDFILL REGULATED BY THE DIVISION OF SOLID 7. PROVIDE PERMANENT SEEDING ON ALL GRADED AREAS. FINAL SLOPES SHALL BE TRACKED AND MATTED PRIOR TO SEEDING. SK-245 Ph 2 Phase 2 245-2 1.15 5.64 1,834 1,946 842.00 2,070 3,175 842.00 2.0 0.75 2:1 1.50 10
WASTE MANAGEMENT. TRASH/DEBRIS FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY ACTIVITIES ON SITE MUST BE SK-246 Ph 1 Phase 1 246-1 2.80 13.74 4,466 4,512 879.00 5,040 8,034 879.00 2.5 1.25 2:1 1.50 10
DISPOSED OF AT A FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID WASTE 8. INSTALL STORM DRAINAGE INLET PROTECTION FOR ANY OPEN STRUCTURES AS THEY ARE COMPLETED.
MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. [15A NCAC 4B.0110] SK-247 Ph 1 Phase 1 247-1 1.90 9.33 3,031 3,069 890.00 3,420 5,324 890.00 2.5 1.00 2:1 1.50 10
9. PROVIDE OUTLET PROTECTION FOR ALL STORM DRAINAGE OUTLET POINTS. SK-248 Ph 1 Phase 1 248-1 2.95 14.48 4,706 4,732 872.00 5,310 8,435 872.00 2.5 1.25 2:1 1.50 10
11. ALL DITCH LINES DISTURBED DURING CONSTRUCTION SHALL BE STABILIZED BY THE CONTRACTOR. ON ALL, NEW OR SK-249 Ph 1 Phase 1 1 249-1 1 2.40 1 11.78 1 3,828 1 3,964 1 814.00 1 4,320 1 6,972 814.00 1 2.5 1.25 1 2:1 1 1.50 10 B
DISTURBED, UNPAVED DITCHES INSTALL SOIL STABILIZATION MEASURES AS APPROPRIATE AND IN ACCORDANCE WITH NCDEQ "SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE REVIEWED AND APPROVED BY THE ENGINEER ONCE A SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN.
STANDARDS. 10. MAINTAIN CONCRETE WASHOUT AREAS AND REMOVE ACCUMULATED CONCRETE AND DISPOSE OF IN A LEGAL MANNER.
SKIMMER BASIN SUMMARY TABLE
12. PROVIDE SILT FENCE ADJACENT TO DITCHES AND AT THE TOE OF FILL SLOPES.ALSO,PROVIDE ADEQUATE MEASURES IN AREAS
WHERE NATURAL VEGETATION DOES NOT PROVIDE A SUFFICIENT BUFFER AND AS DIRECTED BY THE ENGINEER.
13. PROVIDE INLET SEDIMENT FILTER AT ALL NEW STORM INLETS. PIPE
CONTRIBUTING DESIGN STORM DESIGN DIAMETER LENGTH SLOPE CULVERT
(
14. INSTALL SILT FENCES AND OTHER CONTROL DEVICES TO CONTROL SOIL EROSION DURING CONSTRUCTION. Culvert I.D. CAPACITY*
(CIITY* o )
AREA AC.) EVENT(YR) (FLOW CFS) IN.) (LF) (/o MATERIAL
15. INSTALL 7-FOOT PERIMETER FENCING AT LOCATIONS SHOWN ON THE PLANS. C-101 2.49 25 4.90 16.60 24 59 5.12 RCP
16. CLEAN OUT ALL SEDIMENT AND EROSION CONTROL DEVICES WHEN THEY REACH 1/2 FULL. C-102 5.59 25 11.03 46.03 36 47 6.45 RCP
C-103 14.21 25 28.73 92.73 48 108 2.70 RCP
17. ALL EROSION CONTROL DEVICES MUST MEET NCDEQ REQUIREMENTS AND BE PROPERLY MAINTAINED DURING ALL PHASES OF
CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALL DISTURBED AREAS HAVE BEEN 1A-N 2.93 25 20.7 24.51 24 35 1.00 HDPE
STABILIZED. 1B-N 1.88 25 13.46 24.51 24 35 1.00 HDPE
18. ADDITIONAL CONTROL DEVICES MAY BE REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFFSITE 2A-N 1.23 25 7.98 24.51 24 65 1.00 HDPE
SEDIMENTATION.
2B-N 2.38 25 16.04 24.51 24 65 1.00 HDPE
19. PROVIDE STABILIZATION IN PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE PERMANENTLY OR TEMPORARILY 3-N 1.63 25 10.91 24.51 24 120 1.00 HDPE
CEASED.THESE MEASURES SHALL BE IN PLACE NO LATER THAN 14 DAYS AFTER THE WORK HAS CEASED. 4A-N 3.08 25 21.49 24.51 24 100 1.00 HDPE
20. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES AND MEASURES UPON COMPLETION OF THE PROJECT 4B-N 2.91 25 19.55 24.51 24 100 1.00 HDPE
AND APPROVAL FROM THE OWNER. ALL SEDIMENT CONTROL WILL BE MAINTAINED UNTIL ALL UPSTREAM GROUND WITHIN THE 4C-N 2.91 25 19.55 24.51 24 190 1.00 HDPE
CONSTRUCTION AREA HAS BEEN COMPLETELY STABILIZED WITH PERMANENT VEGETATION.
4D-N 1.97 25 14.1 24.51 24 106 1.00 HDPE
21. GROUND STABILIZATION SHALL BE ACHIEVED CONSISTENT WITH NCDEQ GENERAL PERMIT NCG01000. WHERE LAND DISTURBING 5A-N 2.92 25 18.71 24.51 24 60 1.00 HDPE
ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED,ALL DISTURBED AREAS SHALL BE PROVIDED WITH TEMPORARY OR
PERMANENT STABILIZATION WITH GROUND COVER WITHIN 14 CALENDAR DAYS FROM THE LAST LAND DISTURBING ACTIVITY I 5B-N 2.921 251 18.711 24.511 241 180 1.00 HDPE
EXCEPT FOR ALL PERIMETER DIKES,SWALES, DITCHES,PERIMETER SLOPES,AND ALL SLOPES STEEPER THAN 3:1 (H:V),WHICH
SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER WITHIN 7 CALENDAR DAYS FROM THE CULVERT SUMMARY TABLE
LAND DISTURBING ACTIVITY. THE CONTRACTOR SHALL REFER TO GENERAL PERMIT NCGO1000 FOR SPECIFIC CONDITIONS,
EXEMPTIONS,AND DEFINITIONS FOR MEETING THESE STABILIZATION REQUIREMENTS. A
22. PERSONS RESPONSIBLE FOR LAND DISTURBING ACTIVITIES MUST INSPECT THE SEDIMENT AND EROSION CONTROL MEASURES
ON A PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED EROSION AND SEDIMENTATION
CONTROL PLAN IS BEING FOLLOWED.SELF-INSPECTION REPORTS ARE REQUIRED.A SAMPLE SELF-INSPECTION REPORT AS
WELL AS DETAILS OF THE SELF-INSPECTION PROGRAM CAN BE FOUND ON THE LAND QUALITY WEB SITE:
http://deq.nc.gov/about/divisions/energy-mineral-land-resources/erosion-sediment-control/forms
PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC.
C A ROB',,,, LITHIUM HYDROXIDE CONVERSION
•
CAROLINA LITHIUM PROJECT PLANT - CONSTRUCTION SEQUENCE
5 1/15/2024 REVISED PER DEMLR COMMENTS = �. SEAL AND DRAINAGE SUMMARY DETAILS
• °3 2 = LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS E GASTON COUNTY NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ",/?/E•K••NP o` FILENAME - OOG-005
440 S.Church Street,Suite 1200 i������ 1/15/24 C
L I T H I U Charlotte, NC28202-2075 1 8/27/2021 MINING PERMIT SCALE - N.T.S. oO�±v-oOJ
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238
N.C.B.E.L.S.License Number:F-0116

SKIMMER BASIN SUMMARY-CREST WIDTH IS 5 FEET FOR SKIMMER BASINS
OPERATIONAL DRAINAGE REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED PROVIDED ACTUAL SPILLWAY
PROPOSED CONCENTRATE OPERATIONS CONSTRUCTION SEQUENCE SKIMMER STORAGE SKIMMER ORFICE SPILLWAY SPILLWAY CONTROL
Phase DRAINAGE AREA AREA Q(cfs) SURFACE SURFACE SURFACE AREA STORAGE STORAGE * * SEDIMENT BASIN SUMMARY
BASIN I.D. VOLUME SIZE (in) DIAMETER SIDESLOPE DEPTH(ft) BOTTOM WIDTH
NO. ACREAGE AREA(sf) AREA(sf) ELEVATION(ft) VOLUME(cf) VOLUME(cf) ELEVATION(ft) (in) (ft) PROVIDED ACTUAL
REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED �
SK20 Pre-Construction --- 4.26 11.71 3,806 8,557 820.0 5,058 8,481 816.5 2.0 1.25 3:1 1.50 15.00 SEDIMENT OPERATIONAL DRAINAGEAREA DISTURBANCE STORAGE SKIMMER OFFICE _
Design Phase Q(cfs) SURFACE SURFACE SURFACE AREA STORAGE STORAGE2:
1. Install road closure signs to through traffic at Hephzibah Church Rd. and Whitesides Rd. intersection and at SK20 Operational 84,85 5.15 18.87 6,133 8,557 820.0 4,662 8,481 816.5 2.0 1.25 3:1 1.50 15.00 BASIN I.D. DRAINAGE AREA NO. ACREAGE ACREAGE VOLUME SIZE*(in) DIAMETER* _
Hephzibah Church Rd. and Aderholdt Rd. intersection. Install road closure signs and barricades at northern SK21 Pre-Construction --- 5.72 17.16 1 5,577 6,522 818.0 8,802 9,391 814.5 2.0 1.75 3:1 1.50 10.00 AREA(sf) AREA(sf) ELEVATION (ft) VOLUME(cf) VOLUME(cf) ELEVATION (ft) (in)
entrance to site on Hephzibah Church Rd., southern entrance to site on Hephzibah Church Rd., and site SK22 Pre-Construction --- 4.99 12.62 4,102 4,714 811.0 4,374 5,021 807.5 1.5 1.25 3:1 1.50 10.00 SB-1 Pre-Construction --- 40.70 40.70 130.64 56,829 60,130 814.0 73,260 279,354 810.18 5.0 4.25
boundary on Hastings Rd.Install Temporary Construction Entrances as shown in plans. SK23 Pre-Construction --- 9.64 36.06 11,720 11,839 810.0 9,558 12,811 806.5 2.0 1.75 3:1 1.50 11.00 J
SK24 Pre-Construction --- 3.94 13.54 4,401 4,443 81o.D 2,466 3,623 806.5 1.5 1.00 3:1 1.50 10.00 SB-1 Operational-Phase 1 2,4,4a,4b 18.43 18.43 80.58 35,053 60,130 814.0 33,174 279,354 810.18 5.0 4.25
2. Demolish existing structures within Permit Area as encountered. SK25 Pre-Construction --- 9.99 20.45 6,647 6,866 820.0 2,754 6,427 816.5 2.5 1.00 3:1 1.50 10.00 SB=1 Operational 2,4,4a,4b 18.43 18.43 79.84 34,731 60,130 814.0 33,174 279,354 810.18 5.0 4.25
3. Install chain link security fence of nine(9)-gauge steel or heavier,erected a minimum of seven(7)feet in height, SK25 Operational 90,91 4.46 15.77 5,125 6,866 820.0 3,258 6,427 816.5 2.5 1.00 3:1 1.50 10.00 SB 2 Pre Construction 3.77 3.77 11.86 5,160 43,957 841.0 6,786 175,533 835.00 6.0 3.50 C
including three(3)strands of barbed wire at the top within the Permit Area as shown in plans. SK26 Pre-Construction --- 4.29 18.59 6,042 6,255 846.0 7,722 10,911 843.5 2.5 1.50 3:1 1.50 10.00 SB-2 Operational-Phase 1 1,3,3a,5,6 22.01 22.01 95.35 41,478 43,957 841.0 39,618 175,533 835.00 6.0 3.50
p
4. Install silt fence within Permit Area as shown in plans prior to clearing and grubbing activities.
SK27 Pre-Construction --- 6.77 20.86 6,780 10,623 806.0 12,186 19,577 803.5 3.0 1.75 3:1 1.50 10.00 SB-2 Operational 1,3,3a,5,6 31.87 31.87 96.54 41,995 43,957 841.0 57,366 175,533 835.00 6.0 3.50
SK28 Pre-Construction --- 5.79 25.08 8,151 8,152 799.0 10,422 12,708 796.5 2.5 1.75 3:1 1.50 10.00 SB-3 Pre-Construction --- 26.28 26.28 94.54 41,125 41,288 804.0 47,304 150,509 799.27 4.0 3.25
5. Clear and grub the footprint of Erosion Control Structures to be installed for the Topsoil Storage Area and SK29 Pre-Construction --- 4.92 15.10 4,908 15,863 798.0 8,856 30,560 795.5 3.0 2.00 3:1 1.50 10.00
Screening Berm#9 prior to clearing the entire area,installing silt fence as shown in plans. Install Erosion Control SK29 Operational 51,51a,52,53 8.64 36.31 15,795 15,863 798.0 15,552 30,560 795.5 3.0 2.00 3:1 1.50 10.00 SB-3 Operational-Phase 1 6a,7,8,9,13 18.28 18.28 79.19 34,448 41,288 804.0 32,904 150,509 799.27 4.0 3.25
Structures as shown on the Pre-Construction Drainage Analysis Sheets.Track,seed and mulch slopes.Complete SK30 Pre-Construction --- 2.33 10.09 3,280 4,503 833.0 4,194 7,902 830.5 1.5 1.25 3:1 1.50 10.00 SB-3 Operational 6a,7,8,13,13a 15.22 15.22 65.94 28,684 41,288 804.0 27,396 150,509 799.27 4.0 3.25 w
clearing and grubbing limits for the Topsoil Storage Area and Screening Berm#9. Construct,track, seed, and SK32 Pre-Construction --- 9.01 40.20 13,065 13,957 789.0 17,982 18,713 788.5 4.0 2.00 3:1 1.50 10.00 SB-4 Pre-Construction --- 18.20 18.20 63.07 27,436 56,915 798.0 32,760 202,471 793.02 5.0 3.50 _
mulch slopes of screening berm. SK33 Pre-Construction 7.11 30.80 1,010 11,813 776.0 12,798 14,623 771.0 2.5 2.00 3:1 1.50 10.00 SB-4 Operational-Phase 1 10,11,12,14,15 29.97 29.97 129.84 56,480 56,915 798.0 53,946 202,471 793.02 5.0 3.50
6. Clear and rub the footprint of Erosion Control Structures to be installed for the Whitesides Road Crossing,the SK36 Pre-Construction --- 3.66 15.86 5,155 5,235 814.0 6,588 7,301 810.5 2.0 1.50 3:1 1.50 10.00
g P g SB-4 Operational 10,11,12,14,15 22.51 22.51 97.52 42,421 56,915 798.0 401518 202,471 793.02 5.0 3.50
Concentrator Plant area,and Screening Berms#1,#3,#12,and#13 prior to clearing the entire area, installing SK37 Pre-Construction --- 8.57 37.13 12,067 12,894 798.0 15,426 15,962 793.0 3.0 2.00 3:1 1.50 10.00 SB-5 Pre-Construction --- 3.16 3.16 14.89 6,478 15,408 855.0 5,688 36,028 851.48 2.5 2.00
silt fence as shown in plans. Install Erosion Control Structures as shown on the Pre-Construction Drainage SK38 Pre-Construction --- 1.91 8.27 2,688 3,646 762.0 3,438 3,946 758.5 2.5 1.00 3:1 1.50 10.00
Analysis Sheets.Track,seed and mulch slopes.Complete clearing and grubbing limits for the Whitesides Road SK39 Pre-Construction --- 2.30 9.96 3,237 4,025 766.0 4,500 4,597 762.5 2.0 1.25 3:1 1.50 10.00 SB-5 Operational-Phase 1 16,17 3.92 3.92 16.98 7,387 15,408 855.0 7,056 36,028 851.48 2.5 2.00
Crossing, Concentrator Plant area, and Screening Berms#1, #3, #12, and #13, transporting topsoil to onsite SK40 Pre-Construction --- 1.57 6.80 2,210 4,025 770.0 2,826 3,472 766.0 1.5 1.00 3:1 1.50 10.00 SB-5 Operational 16,17 7.43 7.43 32.19 14,003 15,408 855.0 13,374 36,028 851.48 2.5 2.00
storage areas or utilizing for screening berm construction. Install Sound Wall for Concentrator Plant area and SK41 Pre-Construction --- 6.67 27.77 9,026 11,660 786.0 12,006 12,569 782.5 3.0 1.75 3:1 1.50 10.00 SB-6 Pre-Construction --- 12.94 12.94 45.75 19,902 19,751 852.0 23,292 54,550 848.51 3.0 2.50
Screening Berms#1, #3, #12, and #13. Construct, track, seed and mulch slopes of screening berms. Install SK42 Pre-Construction 9.30 40.29 13,095 13,679 795.0 16,740 19,058 791.0 2.5 2.25 3:1 1.50 10.00 U
Culvert C-4 with associated permanent diversion ditch. As the Concentrator Plant Pad is constructed, install SB-6 Operational Phase 1 18,19 6.82 6.82 29.55 12,854 19,751 852.0 12,276 54,550 848.51 3.0 2.50 • W
SK43 Pre-Construction 8.06 34.92 11,349 13,679 777.0 14,508 19,058 773.0 3.0 2.00 3:1 1.50 10.00
Culvert C-3 from SB-14 to final pad elevation. SB-6 Operational 18,19 9.02 9.02 39.08 17,000 19,751 852.0 16,236 54,550 848.51 3.0 2.50
SK44 Pre-Construction --- 1.38 5.98 1,944 3,959 773.0 2,484 3,055 769.5 1.5 1.00 3:1 1.50 10.00
7. Construct Whitesides Road Tunnel Crossing(see plans and details for specific installation requirements of road SK45 Pre-Construction --- 4.52 19.58 6,364 6,373 773.0 8,136 8,865 769.5 3.0 1.50 3:1 1.50 10.00 SB 7 Pre-Construction --- 12.34 12.34 44.66 19,428 30,402 850.0 22,212 75,189 846.34 3.0 2.75
crossing) and Concentrator Plant Pad. As the Concentrator Plant Pad is constructed, install Culvert C-3 from SK46 Pre-Construction --- 3.23 13.99 4,547 5,235 775.0 5,814 5,856 771.0 3.0 1.25 3:1 1.50 10.00 SB-7 Operational-Phase 1 20,21 15.75 15.75 68.23 29,680 30,402 850.0 28,350 75,189 846.34 3.0 2.75 p
SB-14 to final pad elevation. ' N
SK47 Pre-Construction --- 1.26 5.46 1,775 4,025 847.0 2,268 3,053 843.5 1.5 1.00 3:1 1.50 10.00 SB-7 Operational 20,21 15.60 15.60 67.58 29,397 30,402 850.0 28,080 75,189 846.34 3.0 2.75 ty
8. Clear and grub the footprint of Erosion Control Structures to be installed for Screening Berm#14, Main Haul SK48 Pre-Construction --- 9.99 43.28 14,066 14,512 836.0 17,992 20,456 832.0 3.0 2.25 3:1 1.50 10.00 SB-8 Pre-Construction --- 4.42 4.42 14.93 6,495 24,265 880.0 7,956 98,415 877.45 4.0 2.25 ' oN
Road from Whitesides Road Tunnel Crossing to Stream Crossing No. 1,Stream Crossing No. 1, Main Haul Road SK49 Pre-Construction --- 9.54 41.33 13,433 13,679 838.0 17,172 19,058 834.0 4.0 2.00 3:1 1.50 10.00 SB-8 Operational 22,23 11.40 11.40 49.39 21,485 24,265 880.0 20,520 98,415 877.45 4.0 2.25 _
from Whitesides Road Tunnel Crossing to South Pit Haul Road, Magazine Pad, South Pit Haul Road,South Pit SK50 Pre-Construction --- 3.89 12.35 4,014 7,623 870.0 7,002 7,465 866.5 2.0 1.50 3:1 1.50 10.00 Q
Conveyor Access Road,and Stream Crossing No.2 prior to clearing the entire area,installing silt fence as shown SK51 Pre-Construction --- 8.84 39.30 12,448 13,679 879.0 15,912 19,058 875.0 2.5 2.25 3:1 1.50 11.00 SB-9 Pre-Construction --- 11.87 11.87 38.57 16,778 22,431 860.0 21,366 81,182 856.07 4.0 2.25
in plans. Install Erosion Control Structures as shown on the Pre-Construction Drainage Analysis Sheets.Track, ___ SB-9 Operational 24,25 11.27 11.27 48.82 21,237 22,431 860.0 20,286 81,182 856.07 4.0 2.25
SK52 Pre-Construction 9.35 40.51 13,166 13,679 861.0 16,830 19,058 857.0 2.5 2.25 3:1 1.50 15.00
seed and mulch slopes. Complete clearing and grubbing limits for Screening Berm#14, Main Haul Road from SK53 Pre-Construction --- 9.50 41.16 13,377 13,679 861.0 17,100 19,058 857.0 2.5 2.25 3:1 1.50 12.50 SB-10 Pre-Construction --- 17.65 17.65 63.49 27,619 30,434 814.0 31,770 122,407 811.18 4.0 2.75
Whitesides Road Tunnel Crossing to Stream Crossing 1, Stream Crossing No. 1, Main Haul Road from
Whitesides Road Tunnel Crossing to South Pit Haul Road, Magazine Pad, South Pit Haul Road, South Pit SK54 Pre-Construction --- 9.25 40.07 13,023 13,679 829.0 16,650 19,058 825.0 2.5 2.25 3:1 1.50 33.50 SB-10 Operational 26,26a,27 14.50 14.50 62.82 27,327 30,434 819.5 26,100 122,407 815.88 4.0 2.75
Conveyor Access Road,and Stream Crossing No.2,transporting topsoil to onsite storage areas or utilizing for SK55 Pre-Construction --- 9.80 42.46 13,800 13,954 815.0 17,640 19,519 811.0 2.5 2.25 3:1 1.50 10.00 SB-11 Pre-Construction --- 7.30 7.30 31.62 13,755 14,178 780.0 13,140 52,881 776.27 2.5 2.00
screening berm construction. Construct, track, seed and mulch slopes of screening berms. Drainage Area SK56 Pre-Construction --- 3.29 14.25 4,632 6,373 795.0 5,922 6,919 791.0 3.0 1.25 3:1 1.50 10.00 SB-11 Operational 28,29,30,31,38 7.50 7.50 32.49 14,134 14,178 780.0 13,500 52,881 776.27 2.5 2.00 • >
Pre-West Pit 1 will not be disturbed at this time. SK57 Pre-Construction --- 9.99 43.28 14,066 14,738 777.0 18,000 18,296 773.0 3.0 2.25 3:1 1.50 10.50
SB-12 Pre-Construction --- 22.54 22.54 76.42 33,243 33,943 760.0 40,572 116,762 756.31 6.0 3.00
SK58 Pre-Construction --- 9.09 39.38 12,799 13,954 757.0 16,362 19,518 753.0 2.5 2.25 3:1 1.50 14.50 >,
9. Install Stream Crossing No.1(see plans and details for specific installation requirements of road crossing).Utilize SB-12 Operational 32,33,34,35,36,39 14.02 14.02 57.96 25,213 33,943 760.0 25,236 116,762 756.31 6.0 3.00 '
temporary stream crossing as shown in plans. No pump around system will be required as all construction will SK59 Pre-Construction 2.43 10.53 3,423 4,503 762.0 4,374 5,013 758.0 2.0 1.25 3:1 1.50 10.00 --- U
SK60 Pre-Construction --- 2.08 9.01 2,929 4,503 767.0 3,744 4,966 763.5 3.0 1.00 3:1 1.50 10.00 SB-14 Pre-Construction 51.66 51.66 149.38 64,980 73,487 798.0 92,988 260,027 792.50 6.0 4.50
occur outside of ordinary high water mark of the stream. Construct Main Haul Road from Whitesides Road ' m
Tunnel Crossing to Stream Crossing No.1. SK61 Pre-Construction --- 2.30 9.96 3,237 4,503 769.0 4,140 4,967 765.5 1.5 1.25 3:1 1.50 10.00 40,43,44,45,46,47,48,
SK62 Pre-Construction --- 9.47 41.03 13,335 13,954 786.0 17,046 19,519 782.0 2.5 2.25 3:1 1.50 24.00 SB-14 Operational 49,50,50a,50b 47.19 47.19 166.43 72,398 73,487 798.0 84,942 260,027 792.50 6.0 4.50
10. Install Stream Crossing No.2(see plans and details for specific installation requirements of road crossing).Utilize SK63 Pre-Construction --- 2.79 12.09 3,930 4,476 812.0 5,022 4,966 808.5 2.5 1.25 3:1 1.50 10.00 SB-16 Pre-Construction --- 17.78 17.78 55.84 24,290 32,527 836.0 32,004 129,412 832.00 4.0 2.75
temporary stream crossing as shown in plans.No pump around system will be required as all construction will SK64 Pre-Construction --- 8.68 37.60 12,220 13,954 794.0 15,624 19,519 790.0 3.0 2.00 3:1 1.50 10.00
occur outside of ordinary high water mark of stream.Construct Main Haul Road from Whitesides Road Tunnel SK65 Pre-Construction --- 6.88 39.55 12,854 13,954 817.0 16,434 19,519 813.0 2.5 2.25 3:1 1.50 10.50 SB-16 Operational 40a,41a,41,42 17.93 17.93 73.37 31,916 32,527 836.0 32,274 129,412 832.00 4.0 2.75
Crossing to South Pit Haul Road,South Pit Haul Road,and South Pit Conveyor Access Road. SB-17 Operational 86 10.02 10.02 30.22 13,146 13,883 854.0 18,036 35,129 850.30 3.0 2.25
SK66 Pre-Construction --- 5.61 23.60 7,670 11,813 791.0 12,744 14,622 786.0 2.5 2.00 3:1 1.50 10.00
11. Clear and grub the footprint of Erosion Control Structures to be installed for Waste Rock Pile area, Main Haul SK67 Pre-Construction --- 6.79 30.20 9,815 11,813 797.0 12,546 14,622 792.0 2.5 2.00 3:1 1.50 10.00 SB-18 Pre-Construction --- 47.11 31.62 224.60 97,701 110,664 792.0 56,916 458,905 787.00 5.0 3.75
Road from Stream Crossing No.1 to Sediment Basin No.10,Maintenance Yard,Screening Berms#15,#16,#18, SK68 Pre-Construction --- 3.29 14.25 4,632 10,782 831.0 5,922 14,267 827.0 1 2.5 2.00 3:1 1 1.50 10.00 56,57,63,64,65,67,96,
#19, and #20 prior to clearing the entire area, installing silt fence as shown in plans. Install Erosion Control SK68 Operational 42A,42B,42C,42D 7.26 31.45 10,222 10,782 831.0 13,068 14,267 827.0 2.5 2.00 3:1 1.50 10.00
SK69 Pre-Construction --- 3.90 16.90 5,493 6,373 832.0 7,020 8,865 828.5 2.0 1.50 3:1 1.50 10.00
Structures as shown on Pre-Construction Drainage Analysis Sheets.Track,seed and mulch slopes.Install Sound SB-18 Operational 97,98,99,100,101a,101 56.03 34.03 254.17 110,564 110,664 792.0 61,254 1 458,905 787.00 5.0 3.75
Wall.Complete clearing and grubbing limits for Waste Rock Pile area,Main Haul Road from Stream Crossing No. *SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE REVIEWED AND APPROVED BY THE ENGINEER ONCE A SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. V) V)
1 to Sediment Basin No. 10, Maintenance Yard, Screening Berms #15, #16, #18, #19, and #20, transporting SK70 Pre-Construction 2.20 9.53 3,098 5,087 848.0 3,960 4,772 842.5 1.5 1.25 3:1 1.50 10.00 w w
topsoil to onsite storage areas or utilizing for screening berm construction. Construct,track,seed and mulch *SKIMMER SIZES AND ORIFICE DIAMETERSARE CALCULATED BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE REVIEWED AND APPROVED BYTHE ENGINEER ONCE ASKIMMER SUPPLIER MANUFACTURER HAS BEEN CHOSEN.
slopes of screening berms. SKIMMER BASIN SUMMARY TABLE SEDIMENT BASIN SUMMARY TABLE
12. Construct Main Haul Road from Stream Crossing No.1 to Sediment Basin No.10 and Maintenance Yard.
w w
13. Install compacted clay liner and protective overburden for the Waste Rock Pile area as detailed in the Liner
System Basis of Design package as found in the Mine Permit. a a
0 0
14. Clear and grub the footprint of Erosion Control Structures to be installed for South Pit and Screening Berm#4 '0� w w
prior to clearing the entire area, installing silt fence as shown in plans. Install Erosion Control Structures as UPSTREAM > >
shown on Pre-Construction Drainage Analysis Sheets.Track,seed and mulch slopes.Clear and grub South Pit for OUTLET PROTECTION DOWNSTREAM
mining as needed, transporting topsoil to onsite storage areas or utilizing for screening berm construction. PIPE PROVIDED STRUCTURE I.D. RIP RAP CLASS LENGTH(ft) TOP WIDTH DEPTH(in)
CULVERT CONTRIBUTING DESIGN STORM DESIGN DIAMETER LENGTH SLOPE CULVERT DRAINAGE REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED STRUCTURE TYPE TOP WIDTH(ft)
Clear,grub,construct,track,seed and mulch slopes of screening berm. CAPACITY SEDIMENT STORAGE (ft)
I.D. AREA(AC. EVENT YR FLOW CFS IN. LF % MATERIAL PHASE AREA Q25(cfs) SURFACE SURFACE SURFACE AREA STORAGE STORAGE o N
) ( ) ( ) ( ) ( ) ( ) TRAP I.D. VOLUME - 0 N
15. Construct conveyor structures for waste rock, ore, and concentrate product / tailings per manufacturer's (CFS) ACREAGE AREA(sf) AREA(sf) ELEVATION(ft) VOLUME(cf) VOLUME(cf) SB-1 Principle Spillway Rip Rap Outlet Protection II 24 9.0 27 30 0
installation requirements. C-1 26.35 25 75.73 120.62 42 220 4.9 CMP ELEVATION(ft)
q SB-2 Principle Spillway Rip Rap Outlet Protection II 24 9.0 27 30 0 N �
ST-100 Pre-Construction 0.62 2.69 1,171 1,377 807.0 2,232 2,263 805.5
16. Clear and rub the footprint of Erosion Control Structures to be installed for Main Haul Road from South Pit Haul C-2 5.30 25 22.29 32.95 30 165 2.2 CMP SB-3 Principle Spillway Rip Rap Outlet Protection II 24 9.0 27 30
g P ST-101 Pre-Construction 0.99 4.29 1,867 2,179 804.0 3,564 3,596 802.5 0 N
Road to East Pit prior to clearing the entire area,installing silt fence as shown in plans. Install Erosion Control C-3 7.04 25 34.15 264.97 48 490 11.6 CMP SB-4 Principle Spillway Rip Rap Outlet Protection II 26 10.5 30 36 z
ST-302 Pre-Construction 0.69 3.10 1,349 1,512 805.0 2,484 2,485 803.5
Structures as shown on Pre-Construction Drainage Analysis Sheets. Track, seed and mulch slopes. Construct C-4 23.64 25 89.95 254.49 48 464 10.7 CMP SB-5 Principle Spillway Rip Rap Outlet Protection B 22 7.5 24 24
Main Haul Road from South Pit Haul Road to East Pit. 5T-103 Pre-Construction 0.77 3.34 1,453 1,702 804.0 2,772 2,799 802.5
C-5 13.31 25 50.77 54.49 42 106 1.0 CMP SB-6 Principle Spillway Rip Rap Outlet Protection B 22 7.5 24 24
ST-104 Pre-Construction 0.59 2.56 1,114 1,512 809.0 2,124 2,485 807.5
17. Clear and grub the footprint of Erosion Control Structures to be installed for North Pit Haul Road, North Pit C-6 4.81 100 27.10 54.87 30 227 6.1 CMP ST-105 Pre-Construction 0.94 4.07 1,771 2,179 880.0 3,384 3,596 878.5 SB-7 Principle Spillway Rip Rap Outlet Protection 1 24 9.0 27 30
Conveyor Access Road,and Screening Berm#11 prior to clearing the entire area,installing silt fence as shown in SB-8 Principle Spillway Rip Rap Outlet Protection 1 22 7.5 24 24
plans.Install Erosion Control Structures as shown on Pre-Construction Drainage Analysis Sheets.Track,seed and C-7 36.21 100 163.30 289.09 60 331 4.2 CMP ST-106 Pre-Construction 0.99 4.29 1,867 2,179 831.0 3,564 3,596 878.5
C-8 323 25 13.99 23.25 24 135 3.6 CMP ST-107 Pre-Construction 0.36 1.56 679 933 845.0 1,296 1,531 843.5 SB-9 Principle Spillway Rip Rap Outlet Protection 1 22 9. 24 24
.
mulch slopes.Complete clearing and grubbing limits for North Pit Haul Road,North Pit Conveyor Access Road, SB-10 Principle Spillway Rip Rap Outlet Protection I 24 9.00 27 30
and Screening Berm #11, transporting topsoil to onsite storage areas or utilizing for screening berm C-9 1.09 25 16.59 19.76 24 153 2.6 CMP ST-108 Pre-Construction 1 0.74 3.21 1,397 1,702 846.0 2,664 2,799 844.5
construction.Construct,track,seed and mulch slopes of screening berm. ST-109 Pre-Construction 0.75 3.25 1,414 1,702 850.0 2,700 2,799 844.5 SB-11 Principle Spillway Rip Rap Outlet Protection 1 20 9.0 22 24
p g C-10 1.60 25 6.93 15.58 18 129 7.5 CMP SB-12 Principle Spillway Rip Rap Outlet Protection I 24 9.0 27 30
18. Construct North Pit Haul Road and North Pit Conveyor Access Road. Utilize um around system for installation C-11 13.42 25 25.81 48.67 30 203 4.8 CMP ST-110 Pre-Construction 0.39 1.69 736 933 797.0 1,404 1,532 795.5
Y pump Y SB-14 Principle Spillway Rip Rap Outlet Protection II 28 12.0 32 36
of instream Culvert C-13. C-13 272.49 100 525.14 1,640.73 2- 60 x 120 180 4.2 CONCRETE BOX ST-112 Pre-Construction 0.85 3.68 1,601 1,644 755.0 3,060 3,127 753.5
SB-16 Principle Spillway Rip Rap Outlet Protection 1 24 9.0 27 30
19. Clear and grub the footprint of Erosion Control Structures to be installed for Emulsion Storage and Bulk Truck C-14 1.62 25 7.02 17,63 18 132 9.6 CMP SEDIMENT TRAP SUMMARY TABLE SB-17 Principle Spillway Outlet Splash Pad/Plunge Pool 1 39 21.0 21 68
Parking pad and access road prior to clearing the entire area, installing silt fence as shown in plans. Install C-15 0.58 25 16.59 27.12 24 156 4.9 CMP SB-18 Principle Spillway Rip Rap Outlet Protection II 26 10.5 30 36
Erosion Control Structures as shown on Pre-Construction Drainage Analysis Sheets. Track, seed and mulch C-16 0.65 25 16.59 32.65 24 225 7.1 CMP C-1 Rip Rap Outlet Protection 1 26 10.5 30 36
slopes.Complete clearing and grubbing limits for Emulsion Storage and Bulk Truck Parking pad and access road, C-17 16.28 25 136.89 244.32 60 158 3.0 CMP C-2 Rip Rap outlet Protection B 16 4.5 18 24
transporting topsoil to onsite storage areas or utilizing for screening berm construction.Construct,track,seed
and mulch slopes of the Emulsion Storage and Bulk Truck Parking pad and access road. Until the pad C-18 3.96 25 13.61 15.01 24 116 1.5 CMP C-3 Rip Rap Outlet Protection II 28 12.0 32 36
construction is complete, C-19 will convey water to SK23. Upon the removal of SK23, Culvert C-19 will be C-19 1 9.64 25 36.06 110.17 36 600 9.3 CMP C-4 Rip Rap Outlet Protection II 28 12.0 32 36
extended to convey clean water under the proposed Emulsion Storage Pad to the receiving stream. C-20 2.19 25 21.57 46.60 30 115 4.4 CMP C-5 Rip Rap Outlet Protection 1 24 7.0 7 12
20. As South Pit mining advances,clear and grub footprint of Erosion Control Structures to be installed for East Pit C-21 0.50 25 11.05 85.18 30 93 14.7 CMP C-6 outlet Splash Pad/Plunge Pool B 10 5.0 5 24
and Screening Berms#5,#6,#7,and#8 prior to clearing the entire area,installing silt fence as shown in plans. C-22 0.77 25 16.12 79.48 30 72 12.8 CMP C-7 Outlet Splash Pad/Plunge Pool 1 20 10.0 10 42
Install Erosion Control Structures as shown on Pre-Construction Drainage Analysis Sheets.Track,seed and mulch C-23 0.79 25 3.50 23.29 30 82 1.1 CMP C-8 Rip Rap Outlet Protection B 20 6.0 22 24
slopes.Clear and grub East Pit for mining as needed,transporting topsoil to onsite storage areas, utilizing for C-9 Rip Rap Outlet Protection B 24 7.0 7 12
screeningberm construction, or Waste Rock Pile reclamation. Clear, rub, construct, track, seed and mulch C-24 1.27 25 5.50 9.85 18 105 3.0 CMP PIPE SIZE ENERGY RIP RAP UPSTREAM DOWNSTREAM
g STRUCTURE LENGTH(ft) DEPTH(in) C-10 Rip Rap Outlet Protection B 16 4.5 18 24
slopes of screening berms. C-25 16.37 100 76.97 78.97 42 237 2.1 CMP (in) DISSIPATOR CLASS WIDTH(ft) WIDTH(ft) C-11 Outlet Splash Pad/Plunge Pool B 10 5.0 5 24
C-26 0.42 25 1.82 3.81 12 42 3.9 CMP T
21. As mining advances in East Pit,waste rock to be backfilled into the South Pit for reclamation.Clear and grub the C-14 Rip Rap Outlet Protection B 16 4.S 18 24 L
Rip Rap Outlet 0
footprint of Erosion Control Structures to be installed for North Pit and Screening Berm#10 prior to clearing the C-27 1.14 25 4.94 9.85 18 56 3.0 CMP C-15 Rip Rap Outlet Protection B 24 7.0 7 12 z
entire area, installing silt fence as shown in plans. Install Erosion Control Structures as shown on SEDIMENT BASIN 30 Protection I 22 7.5 24 24 c� E
C-28 7.11 25 30.80 42.74 36 282 1.4 CMP C-16 Rip Rap Outlet Protection B 24 7.0 7 12 O O C140 E
Pre-Construction Drainage Analysis Sheets.Track,seed and mulch slopes.Clear and grub North Pit for mining as Rip Rap Outlet w w O O rn 0
TC-1 10.00 25 20.45 62.57 36 40 3.0 CMP C-17 Rip Rap Outlet Protection 1 26 10.5 30 36 N = O �
needed,transporting topsoil to onsite storage areas,utilizing for screening berm construction,or South Pit for SKIMMER BASIN 24 Protection B 20 6 22 24 i) o
reclamation.Clear,grub,construct,track,seed and mulch slopes of screening berm. TC-2 4.78 25 20.71 38.48 30 40 3.0 CMP SEDIMENT TRAP Outlet Splash C-18 Outlet Splash Pad/Plunge Pool B 12 6.0 6 24 0 0 3 U) J 0
22. As mining advances in North Pit,waste rock to be backfilled into the East Pit for reclamation.Clear and grub the
TC-3 26.17 25 68.11 94.38 42 1 52 1 3.0 CMP HAUL ROAD DITCH 12 Pad/Plunge Pool B 5 5 5 12 C-19 Outlet Splash Pad/Plunge Pool B 12 6.0 6 24 O O :2Q a_ o
'0
C-23 Rip Rap Outlet Protection B 20 6.0 22 24 •
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footprint of Erosion Control Structures to be installed for West Pit prior to clearing the area,installing silt fence TC-4 9.37 25 29.74 38.48 30 1 52 1 3.0 CMP SLOPE DRAIN SUMMARY TABLE C-24 Outlet Splash Pad/Plunge Pool B 5 5.0 5 12 Oz
as shown in plans. Install Erosion Control Structures as shown on Pre-Construction Drainage Analysis Sheets. 0
Track, seed and mulch slopes. Clear and grub West Pit for mining as needed, transporting topsoil to onsite CULVERT SUMMARY TABLE C-25 Outlet Splash Pad/Plunge Pool B 14 7.0 7 36 w o U O
storage areas or East Pit for reclamation. Drainage Area Pre-West Pit 1 will be disturbed in this phase during the C-26 Rip Rap Outlet Protection B 24 7.0 7 12 z
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clearing of West Pit. C-27 Rip Rap Outlet Protection B 24 7.0 7 12 cn Q w ­_ Q O J
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23. As mining advances in West Pit,waste rock to be backfilled into the East Pit for reclamation. C-28 Rip Rap Outlet Protection B 12 6.0 6 24 0 o O o U) w L�
TC-1 Rip Rap Outlet Protection B 24 7.0 7 12
24. As structures stabilize and are no longer considered disturbed,remove associated Erosion Control Structures. TC-2 Rip Rap Outlet Protection B 24 7.0 7 12
TC-3 Rip Rap Outlet Protection 1 24 7.0 7 12
TC-4 Rip Rap Outlet Protection B 24 7.0 7 12
Skimmer Basin -Skimmer
Spillway Outlet Splash Pad/Plunge Pool B 5 5.0 5 12 Z
Clean Water Diversion O W
Ditch Level Spreader 30 24.0 3 12 L W
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OUTLET PROTECTION SUMMARY TABLE V Q C.� W
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cli 0 OC
Q WQ
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Triangular Channel �=)
Equal Side Slopes O V
Channel Lining: Class B Rock Rip-Rap
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13.55 ft. II 64.07 ft. CV o O
1.00ft. Freeboard 1 0 ft.1.00ft. Freeboard G `„ Q
1 2 2 1 2 3� T $ 40.00 ft. 8
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Channel Design (Non-Erodible)
Channel Design (Non-Erodible) Channel Type: Trapezoidal, Equal Side Slopes LL� O WL
Channel Type: Triangular, Equal Side Slopes Dimensions: Left Side Slope 8.00:1 r U r Z
YP 9 Q P Right Side Slope 8.00:1
Dimensions: Left Side Slope 2.00:1 Base Dimension: 40.00 Q
Right Side Slope 2.00:1 Z
Wetted Perimeter: 10.69 Wetted Perimeter: 48.13 O O �'�/ W
Area of Wetted Cross Section: 11.43 Area of Wetted Cross Section: 22.21 ri
Channel Slope: 0.5000 Channel Slope: 1.0000
Manning's n of Channel: 0.0290 Manning's n of Channel: 0.0340 V, Z Z
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a C� t>
Discharge: 43.28 cfs Discharge: c s
Depth of Flow: 2.39 feet Depth of Flow: 0.50 feet
Velocity: 3.79 fps Velocity: 2.61 fps Z CY
Channel Lining: Class B Rock Rip-Rap Channel Lining: D50 = 1.50 IN. RIP RAP (GROUTED) O
Freeboard: 1.00 feet I hereby certify that this document was ` , CAr%jQ. (n
Freeboard: 1.00 feet sti��► ��
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prepared by me or under my direct personal V
supervision and is correct to the best of my � •o��ssrp,
knowledge and belief and that I am a duly = �:Q SEAL
SCREENING BERM DIVERSION DITCH DETAIL TYPICAL LOW WATER CROSSING DRIVE THRU DETAIL licensed Professional Engineer under the 048820 � SHEET NUMBER
laws of the Sta$eGof o h arolina.
NOT TO SCALE NOT TO SCALE �y g��,''`Nt(y�� •`
(Signature) ,t•�� OOG-006
Date; January 15,2024 r�rrri�111■ ,,

PIQ11 VIBW ASFA 51'AUC7yRE GROUND SURF POE
STEEL P6ST5{g7pWTITM VARf SKIMMER 1512E VAR.I
12'mr -^f eoor#5 Level Spreader(not to scale) 4'MIN.
SE�L
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STruGture - 6R ^ `:' •"' .',j,,.,. SLOPE DRAIN HERE mumlll?" DITCH
3600 cu ftlocre , ,.� _ GEOTE%TILF UNIHG Vegetated �,,:"','i"'4• E Transition PIPE LINE
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PERMANFNT❑ITCH y�,p'7�yi. '"'t.e. r•.P: +yew ,�`� o .Nr'..y, .A•y.J"••�F�
Skimmer mlry EMERGENCY sPI LLWAv a�.� �+` >i•••v' � ■• ,
fabric �i,.4-`� .A�H•:a� a .p,.
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PLAN VIEW undisturbed_ �.A. ,.+' `` L
wvonstwrJ M. ,Y• t.�1� /^• A,. �+..�,.. ,a..
Avar'ege =9L4so' Overfill
'ax+afrA.msY Outlet. 1 r- L� +h" �'.l`' µ'�L•. " `'[��� i„ �"` f�I ?Ill m_ ,J'-
Wldth W L pesign setYfed 2� Overfill 6"for wlx{� M`�i. AY•. r'll' �• - <' IN II?I
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_ top� m. / Sett emle^t TOP GIF FWANAMF.NTµll•� µYEN• L'" LEI WI LEVEL
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top ai principal spi l I"er-t tan Baffles TAASH fiACK t i - E M F RG F NCY SP IL LWAY
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w �"t yyti Ev =Yy�Y I DIKE MATERIAL COMPACTED 90%MODIFIED PROCTOR TOP OF BERM
2'to 3.5' 1� dI+�1T[I .Y9 [4;�YY; F zf a[1 1�1..Y FEgura 5.4Qa Lav6d spreader i5 dpssgned lu&peme smafJ volumes of goncenlrated Sm acsoa:slabfe siopas.
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s�ueture � � � {31Yer 3• f //�/� J �f/ // �/// /v� f
Cross Section
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SKIMMER BASIN DESIGN AND CONSTRUCTION NOTES SEDIMENT BASIN DESIGN AND CONSTRUCTION NOTES FEgure8.4960otallaE]avaf5preasrcrcrosssc:.tlon i 111=�- ISOMETRIC vlEw �
1. SKIMMER BASINS DESIGNED WITH A TRAPEZOIDAL SPILLWAY WITH IMPERMEABLE MEMBRANE; 1. SEDIMENT TRAPS DESIGNED WITH A STONE SPILLWAY WITH MAXIMUM DRAINAGE AREA OF 1 1. SEDIMENT bASIN , DESIGNED WITH A RISER/BARREL PIPE PRINCIPAL SPILLWAY AND LEVEL SPREADER DETAIL
MAXIMUM DRAINAGE AREA OF 10 ACRES; MINIMUM VOLUME OF 1800 CUBIC FEET PER ACRE TRAPEZOIDAL EMERGENCY SPILLWAY; MAXIMUM DRAINAGE AREA OF 100 ACRES; MINIMUM
ACRE; MINIMUM VOLUME OF 3600 CUBIC FEET PER ACRE OF DISTURBED AREA; MINIMUM
OF DISTURBED AREA; MINIMUM SURFACE AREA OF 325 SQUARE FEET PER CFS OF Q25 VOLUME OF 1800 CUBIC FEET PER ACRE OF DISTURBED AREA; MINIMUM SURFACE AREA OF c n'ss a
LENGTH/WIDTH RATIO OF 21; MINIMUM DEPTH OF 3.5 FEET, 1.5 FEET EXCAVATED BELOW
STONE >
SURFACE AREA OF 435 SQUARE FEET PER CFS OF Q25 PEAK INFLOW; MINIMUM
PEAK INFLOW; MINIMUM LENGTH WIDTH RATIO OF 2:1; MAXIMUM LENGTH RATIO OF 6:1; 435 SQUARE FEET PER ICES OF 025 PEAK INFLOW; MINIMUM LENGTH/WIDTH RATIO OF 2:1; NOT TO SCALE •
MINIMUM DEPTH OF 2 FEET; SKIMMER WITH ORIFICE WITH MINIMUM DEWATERING TIME OF 2 GRADE; MAXIMUM HEIGHT - WEIR ELEVATION 3.5 FEET ABOVE GRADE; AND 3 BAFFLES. MAXIMUM LENGTH RATIO OF 6:1; MINIMUM DEPTH OF 2 FEET; SKIMMER WITH ORIFICE WITH A EARTH BERM DITCH BLOCK
DAYS; AND 3 BAFFLES. MINIMUM DEWATERING TIME OF 3 DAYS; AND 3 BAFFLES.
2. CLEAR, GRUB, AND STRIP AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT 2. CLEAR, GRUB, AND STRIP AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT 2, SITE PREPARATION - CLEAR, GRUB, AND STRIP AREA UNDER THE EMBANKMENT OF ALL
MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND TREES, VEGETATION AND ROOTS. AND OTHER OBJECTIONABLE MATERIAL. DELAY CLEARING LEVEL SPREADER DESIGN AND CONSTRUCTION NOTES v
STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE e.o ET.MI". CD
STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL AREA. THE POOL AREA UNTIL THE DAM IS COMPLETE AND THEN REMOVE BRUSH, TREES, AND suNP LocnnoN 2.0 FT.MIN. ' m
DESIGNATED DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW OTHER OBJECTIONABLE MATERIALS TO FACILITATE SEDIMENT CLEANOUT. STOCKPILE ALL
BASIN A MINIMUM OF 10 FEET FROM THE STRUCTURE AS NEEDED. 3. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY TOPSOIL OR SOIL CONTAINING ORGANIC MATTER FOR USE ON THE OUTER SHELL OF THE 1. THE MATTING SHOULD BE A MINIMUM OF 4 FEET WIDE EXTENDING 6 INCHES OVER THE LIP
VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL IN EMBANKMENT TO FACILITATE VEGETATIVE ESTABLISHMENT. PLACE TEMPORARY SEDIMENT AND BURIED 6 INCHES DEEP IN A VERTICAL TRENCH ON THE LOWER EDGE. THE UPPER
3. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY LIFTS NOT TO EXCEED 9 INCHES AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6 CONTROL MEASURES BELOW THE BASIN AS NEEDED. EDGE SHOULD BUTT AGAINST SMOOTH CUT SOD AND BE SECURELY HELD IN PLACE WITH
VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL IN INCHES TO ALLOW FOR SETTLEMENT. CLOSELY SPACED HEAVY DUTY WIRE STAPLES AT LEAST 12 INCHES LONG.
LIFTS NOT TO EXCEED 9 INCHES AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6 3. CUT-OFF TRENCH - EXCAVATE A CUT-OFF TRENCH ALONG THE CENTER LINE OF THE
INCHES TO ALLOW FOR SETTLEMENT. 4. CONSTRUCT THE OUTLET SECTION IN THE EMBANKMENT. PROTECT THE CONNECTION EARTH FILL EMBANKMENT. CUT THE TRENCH TO STABLE SOIL MATERIAL, BUT IN NO CASE 2. ENSURE THAT THE SPREADER LIP IS LEVEL FOR UNIFORM SPREADING OF STORM RUNOFF.
4. SHAPE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM BETWEEN THE RIPRAP AND THE SOIL FROM PIPING BY USING FILTER FABRIC OR A KEYWAY MAKE IT LESS THAN 2 FEET DEEP. THE CUT-OFF TRENCH MUST EXTEND INTO BOTH 3. CONSTRUCT THE LEVEL SPREADER ON UNDISTURBED SOIL (NOT ON FILL). TOP OF BERM SLOPE DRAIN
SETTLING INTO THE MUD BY EXCAVATING A SHALLOW PIT UNDER THE SKIMMER OR CUTOFF TRENCH BETWEEN THE RIPRAP STRUCTURE AND SOIL: 1) PLACE THE FILTER FABRIC ABUTMENTS TO AT LEAST THE ELEVATION OF THE RISER CREST. MAKE THE MINIMUM BOTTOM
BETWEEN THE RIPRAP AND THE SOIL. EXTEND THE FABRIC ACROSS THE SPILLWAY WIDTH WIDE ENOUGH TO PERMIT OPERATION OF EXCAVATION AND COMPACTION EQUIPMENT, 4. CONSTRUCT A 20-FOOT TRANSITION SECTION FROM THE DIVERSION CHANNEL TO BLEND
PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER. FOUNDATION AND SIDES TO THE TOP OF THE DAM; OR 2) EXCAVATE A KEYWAY TRENCH BUT IN NO CASE LESS THAN 2 FEET. MAKE SIDE SLOPES OF THE TRENCH NO STEEPER SMOOTHLY TO THE WIDTH AND DEPTH OF THE SPREADER.
5. PLACE THE BARREL (TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH ALONG THE CENTER LINE OF THE SPILLWAY FOUNDATION EXTENDING UP THE SIDES TO THE THAN 1:1. KEEP THE TRENCH DRY DURING BACKFILLING AND COMPACTION OPERATIONS. 71 5. DISPERSE RUNOFF FROM THE SPREADER ACROSS A PROPERLY STABILIZED SLOPE NOT TO SEE TABLE FOR
UP
FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH AS SAND, HEIGHT OF THE DAM. THE TRENCH SHOULD BE AT LEAST 2 FEET DEEP AND 2 FEET WIDE 4. EMBANKMENT - TAKE FILL MATERIAL FROM THE APPROVED AREAS SHOWN ON THE PLANS. EXCEED 10%. MAKE SURE THE SLOPE IS SUFFICIENTLY SMOOTH TO KEEP FLOW FROM ENERGY DISSIPATER w
GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL WITH 1:1 SIDE SLOPES. IT SHOULD BE CLEAN MINERAL SOIL, FREE OF ROOTS, WOODY VEGETATION, ROCKS, AND CONCENTRATING. A
AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND THE OTHER OBJECTIONABLE MATERIAL. SCARIFY AREAS ON WHICH FILL IS TO BE PLACED BEFORE 6. IMMEDIATELY AFTER ITS CONSTRUCTION, APPROPRIATELY SEED AND MULCH THE ENTIRE INLET PROTECTION DETAIL
5. CLEAR THE POND AREA BELOW THE ELEVATION OF THE CREST OF THE SPILLWAY TO
PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE FACILITATE SEDIMENT CLEANOUT. PLACING FILL. THE FILL MATERIAL MUST CONTAIN SUFFICIENT MOISTURE SO IT CAN BE
TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN FORMED BY HAND INTO A BALL WITHOUT CRUMBLING. IF WATER CAN BE SQUEEZED OUT OF DISTURBED AREA OF THE SPREADER. J
COMPACTING UNDER THE PIPE HAUNCHES. PLACE A MINIMUM DEPTH OF 2 FEET OF 6. ALL CUT AND FILL SLOPES SHOULD BE 2:1 OR FLATTER. THE BALL, IT IS TOO WET FOR PROPER COMPACTION. PLACE FILL MATERIAL IN 6 TO 8 INCH PERMANENT DIVERSION MAINTENANCE NOTES TYPICAL SLOPE DRAIN DETAIL o
COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH CONSTRUCTION CONTINUOUS LAYERS OVER THE ENTIRE LENGTH OF THE FILL AREA AND COMPACT IT.
EQUIPMENT. IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH 7. ENSURE THAT THE STONE (DRAINAGE) SECTION OF THE EMBANKMENT HAS A MINIMUM
COMPACTION MAY BE OBTAINED BY ROUTING THE CONSTRUCTION HAULING EQUIPMENT OVER 1. INSPECT LEVEL SPREADERS AFTER EVERY RAINFALL UNTIL VEGETATION IS ESTABLISHED, AND w
THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE. BOTTOM WIDTH OF 3 FEET AND MAXIMUM SIDE SLOPES OF 1:1 THAT EXTEND TO THE THE FILL SO THAT THE ENTIRE SURFACE OF EACH LAYER IS TRAVERSED BY AT LEAST ONE PROMPTLY MAKE NEEDED REPAIRS. AFTER THE AREA HAS BEEN STABILIZED, MAKE PERIODIC NOT TO SCALE o
6. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED.
BOTTOM OF THE SPILLWAY SECTION. - o
WHEEL OR TREAD TRACK OF HEAVY EQUIPMENT, OR A COMPACTOR MAY BE USED. INSPECTIONS AND KEEP VEGETATION IN A HEALTHY VIGOROUS CONDITION. 11 w
CONSTRUCT THE EMBANKMENT TO AN ELEVATION 10 PERCENT HIGHER THAN THE DESIGN
8. CONSTRUCT THE MINIMUM FINISHED STONE SPILLWAY BOTTOM WIDTH, AS SHOWN ON THE >
FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. �
PLANS, WITH 2:1 SIDE SLOPES EXTENDING TO THE TOP of THE OVER FILLED EMBANKMENT. HEIGHT TO ALLOW FOR SETTLING. wSLOPE DRAIN DESIGN AND CONSTRUCTION NOTES
7. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT KEEP THE THICKNESS OF THE SIDES OF THE SPILLWAY OUTLET STRUCTURE AT A MINIMUM 5. CONDUIT SPILLWAYS - SECURELY ATTACH THE RISER TO THE BARREL OR BARREL STUB TO
THE INLET OF THE BARREL PIPE. ATTACH THE FLEXIBLE JOINT TO THE BARREL PIPE AND OF 21 INCHES. THE WEIR MUST BE LEVEL AND CONSTRUCTED TO GRADE TO ASSURE MAKE A WATERTIGHT STRUCTURAL CONNECTION. SECURE ALL CONNECTIONS BETWEEN BARREL
POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A DESIGN CAPACITY.
SECTIONS BY APPROVED WATERTIGHT ASSEMBLIES. PLACE THE BARREL AND RISER ON A
ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE USED 1. PLACE SLOPE DRAINS ON UNDISTURBED SOIL OR WELL COMPACTED FILL AT LOCATIONS AND �
TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE. 9. MATERIAL USED IN THE STONE SECTION SHOULD BE A WELL-GRADED MIXTURE OF STONE FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH ELEVATIONS SHOWN ON THE PLAN o
.
WITH A d50 SIZE OF 9 INCHES (CLASS B EROSION CONTROL STONE IS RECOMMENDED) AS SAND, GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE PIPE OR ANTI-SEEP a
8. EARTHEN SPILLWAYS - INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST AND A MAXIMUM STONE SIZE OF 14 INCHES. THE STONE MAY BE MACHINE PLACED AND COLLARS. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS, AND 2. SLIGHTLY SLOPE THE SECTION OF PIPE UNDER THE DIKE TOWARD ITS OUTLET.
EXTENT POSSIBLE. THE ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND THE SMALLER STONES WORKED INTO THE VOIDS OF THE LARGER STONES COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE o
ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF . THE STONE ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM FIRM 3. HAND TAMP THE SOIL UNDER AND AROUND THE ENTRANCE SECTION IN LIFTS NOT TO z
THE SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC OR IMPERMEABLE SHOULD BE HARD, ANGULAR, AND HIGHLY WEATHER-RESISTANT. CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES. PLACE A EXCEED 6 INCHES.
GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOM 10. DISCHARGE INLET WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE MINIMUM DEPTH OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE 4. ENSURE THAT FILL OVER THE DRAIN AT THE TOP OF THE SLOPE HAS MINIMUM DIMENSIONS
AND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT CROSSING IT WITH CONSTRUCTION EQUIPMENT. ANCHOR THE RISER IN PLACE BY CONCRETE OF 1.5 FEET DEPTH, 4 FEET TOP WIDTH, AND 3:1 SIDE SLOPES.
EDGES MAY BE SECURED WITH 8-INCH STAPLES OR PINS. THE FABRIC MUST BE LONG SEDIMENT-LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP OR OTHER SATISFACTORY MEANS TO PREVENT FLOTATION. IN NO CASE SHOULD THE PIPE
ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO TABLE GROUND. THE WIDTH OF THE EFFICIENCY. CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT 5. ENSURE THAT ALL SLOPE DRAIN CONNECTIONS AREA WATERTIGHT.
FABRIC MUST BE ONE PIECE, NOT JOINED OR SPLICED; OTHERWISE WATER CAN GET UNDER 11. ENSURE THAT THE STONE SPILLWAY OUTLET SECTION EXTENDS DOWNSTREAM PAST THE TOE IS COMPLETE. 6. ENSURE THAT ALL FILL MATERIAL IS WELL-COMPACTED. SECURELY FASTEN THE EXPOSED
THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF OF THE EMBANKMENT UNTIL STABLE CONDITIONS ARE REACHED AND OUTLET VELOCITY IS 6. EMERGENCY SPILLWAY - INSTALL THE EMERGENCY SPILLWAY IN UNDISTURBED SOIL. THE SECTION OF THE DRAIN TO GROMMETS OR STAKES SPACED NO MORE THAN 10 FEET APART.
THE SPILLWAY, MULTIPLE SECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE ACCEPTABLE FOR THE RECEIVING STREAM. KEEP THE EDGES OF THE STONE OUTLET ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT
UPPER SECTION(S) SHOULD OVERLAP THE LOWER SECTION(S) SO THAT WATER CANNOT SECTION FLUSH WITH THE SURROUNDING GROUND, AND SHAPE THE CENTER TO CONFINE CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF THE EMERGENCY -W 2 + min k0 7. EXTEND THE DRAIN BEYOND THE TOE OF THE SLOPE, AND ADEQUATELY PROTECT THE
FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A THE OUTFLOW STREAM. SPILLWAY. I OUTLET FROM EROSION.
TRENCH WITH STAPLES OR PINS. (ADAPTED FROM "A MANUAL FOR DESIGNING, INSTALLING ++
AND MAINTAINING SKIMMER SEDIMENT BASINS." FEBRUARY, 1999, J.W. FAIRCLOTH & SON.). 2. DIRECT EMERGENCY BYPASS TO NATURAL, STABLE AREAS. LOCATE BYPASS OUTLETS SO 7. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE Steep cut fr t bo rd 8. MAKE THE SETTLED, COMPACTED DIKE RIDGE NO LESS THAN 1 FEET ABOVE THE TOP OF
THAT FLOW WILL NOT DAMAGE THE EMBANKMENT. DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT-LADEN WATER TO THE UPPER _ THE PIPE AT EVERY POINT.
9. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY. or fill '' ' = fjaHd _ 9. IMMEDIATELY STABILIZE ALL DISTURBED AREAS FOLLOWING CONSTRUCTION.
13. STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND _
TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT slope SLOPE DRAIN MAINTENANCE NOTES
SEDIMENT-LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP DOWNSTREAM FROM THE TRAP IMMEDIATELY AFTER CONSTRUCTION. 8. INSTALL POROUS BAFFLES AS SPECIFIED ON THE DETAILS SHEET OF THESE PLANS. P -Id y[��I s111� Jf -1`11ruIIna 191F
EFFICIENCY. 14. SHOW THE DISTANCE FROM THE TOP OF THE SPILLWAY TO THE SEDIMENT CLEANOUT LEVEL 9. SAFETY - SEDIMENT BASINS MAY ATTRACT CHILDREN AND CAN BE DANGEROUS. AVOID
21 slope 1 INSPECT THE SLOPE DRAIN AND SUPPORTING DIVERSION AFTER EVERY RAINFALL, AND
10. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS (ONE-HALF THE DESIGN DEPTH) ON THE PLANS AND MARK IT IN THE FIELD. STEEP SIDE SLOPES, AND FENCE AND MARK BASINS WITH WARNING SIGNS IF TRESPASSING T .
IS LIKELY. FOLLOW ALL STATE AND LOCATE REQUIREMENTS. Or [��I+Pr PROMPTLY MAKE NECESSARY REPAIRS. WHEN THE PROTECTED AREA HAS BEEN
MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENT 15. INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE STANDARDS AND SPECIFICATIONS 6.65 PERMANENTLY STABILIZED, TEMPORARY MEASURES MAY BE REMOVED, MATERIALS DISPOSED
BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL OF THE NO EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL. SEDIMENT BASIN MAINTENANCE NOTES OF PROPERLY, AND ALL DISTURBED AREAS STABILIZED APPROPRIATELY.
OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY
AFTER CONSTRUCTION. SEDIMENT TRAP MAINTENANCE NOTES 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF TYPICAL PERMANENT DIVERSION
11. INSTALL POROUS BAFFLES AS SPECIFIED ON THE DETAILS SHEET OF THESE PLANS. 1. INSPECT TEMPORARY SEDIMENT TRAPS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND
12. AFTER ALL THE SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE (ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO
SEDIMENT AND RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ONE-HALF THE DESIGN DEPTH. PLACE REMOVED SEDIMENT IN AN AREA WITH SEDIMENT NOT TO SCALE
THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY. ACCUMULATES TO ONE-HALF THE HEIGHT OF THE DESIGN DEPTH OF THE TRAP. PLACE THE CONTROLS.
SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA, AND REPLACE THE PART 2. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT TEMPORARY DIVERSION DESIGN AND CONSTRUCTION NOTES
SKIMMER BASIN MAINTENANCE NOTES OF THE GRAVEL FACING THAT IS IMPAIRED BY SEDIMENT. THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
1. INSPECT SKIMMER BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH 2. CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREA. T
OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM OF 1.5 FEET BELOW THE LOW POINT 1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, OR OTHER N z 0
THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO OBJECTIONABLE MATERIAL. FILL AND COMPACT ALL DITCHES, SWALES, OR GULLIES THAT WILL O O N �
HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT SLIGHTLY ABOVE DESIGN GRADE. ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST BE BE CROSSED TO NATURAL GROUND LEVEL OR ABOVE. J J O �
UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, REPLACED IMMEDIATELY. w w N = o
NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE VEGETATION GROWING IN 3. AFTER ALL SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE 2. JUST BEFORE PLACEMENT OF FILL, THE BASE OF THE RIDGE SHOULD BE DISKED BY Compatledtoil 2 o �' �_
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THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER. MACHINERY. ; min 0 J
THE STRUCTURE AND ALL UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE L - O � �C) U :5 't Q a-
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2. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE-ANCHOR THE BAFFLES IF WATER IS ADJOINING AREAS, AND STABILIZE PROPERLY. 3. EXCAVATE, SHAPE, AND STABILIZE THE DIVERSION TO LINE, GRADE, AND CROSS SECTION. i o
FLOWING UNDERNEATH OR AROUND THEM. =" ' " '' ' = +6 min rf z o
4. COMPACT THE RIDGE TO PREVENT UNEQUAL SETTLEMENT, AND TO PROVIDE STABILITY1111�11�11 111�1�1 Ili o
3. IF THE SKIMMER IS CLOGGED WITH TRASH OR THERE IS WATER IN THE BASIN, USUALLY AGAINST SEEPAGE. w O
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=11 1 T l fly 11 rii - Irl sir_ 1i--
JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE 5. VEGETATIVELY STABILIZE THE DIVERSION AFTER ITS INSTALLATION. - - g tYpi } z w ElDEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE 3: O w J -D
SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE PERMANENT DIVERSION MAINTENANCE NOTES w = Q Q o LLI
SKIMMER TO SEE IF IT IS CLOGGED; IF SO, REMOVE THE DEBRIS. plaures30aTomy°rayean ea�vasaondkm. I� 0 O 0 � a- L_
1. INSPECT PERMANENT DIVERSIONS AFTER EVERY RAINFALL DURING THE CONSTRUCTION
4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND OPERATION. IMMEDIATELY REMOVE ANY OBSTRUCTIONS FROM THE FLOW AREA, AND REPAIR Coarse aggregate
THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE THE DIVERSION RIDGE. CHECK OUTLETS, AND MAKE TIMELY REPAIRS AS NEEDED. MAINTAIN
SURF AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER. THE VEGETATION IN A VIGOROUS, HEALTHY CONDITION AT ALL TIMES. 31 max
5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH Is"min oW
FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT,
SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING �-
OR SETTLEMENT. MAKE ALL NECESSARY REPAIR IMMEDIATELY. REMOVE ALL TRASH AND
OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS. H•typica, -�
6. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL
PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM Figure 6.406 Temporary gavel direremn dikerur-fioacmming(wodlliad ham Va SWCC).
PLUGGING WITH ICE.
V
Z
TYPICAL TEMPORARY DIVERSION Z J
NOT TO SCALE Q 0 J
INSTALL ENERGY DISSIPATER AT ALL TEMPORARY DIVERSION DESIGN AND CONSTRUCTION NOTES Z V H
IUVE TC 9ENGH INTERSECTIONS J W
Simplified Technical Drawing FL O = Q
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER L
$F:NCN OBJECTIONABLE MATERIAL. r J
ts05T PpSY �/� FTC. � I7G- - --•-•.•--.--'-•--- - - 2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS DESIGN REQUIREMENTS. N POST SPACHJG = 4sfi0mm */c (WX.) ....___...._... ......., O
I.L
1 _ .....__„_.,__.................•-_ �s� 3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN OU
h
(TYPICAL) "r-. ------ PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND z CLEANOUT. r
DURISOL NOSE BARRIER PANELS #•::_._ �- -
NATVRAt• STQNE PATTERN __ •"•" _ 4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND O
{M9ULD SIDE} _ URlVE THR�1 CLEANOUT.
ROAD ROAD CROS51WC 5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN PLACE = r
LESS THAN 30 WORKING DAYS. Z
20 z :-: ; = •_- -- ^� _ = TEMPORARY DIVERSION MAINTENANCE NOTES J = Z
BERM To BE O O
CONSTRUCTED OF EARTH 1. INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY LL
\\ OR BOULDERS REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY r
1 T CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA PROTECTED IS Z v/
.30' PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE Z O
/\%jo\\//\\/\\/\/ \\/�/\\/\ O
/\/�\ \/\�/�\/\/\\/\/\�/ NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE. O
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i -III-III-III, ,III-III- I I �"' W
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II- GRADE LU
i � RAC� �M EIENi TYPICAL FLUME DETAIL a (�
l GALV. STEEL POST f k NOT TO SCALE
TYPICAL SCREENING BERM DETAIL TYPICAL HIGHWALL BERM DETAIL 4't,rElrr,
L �CC}NCI±'£7E aonNG �I I hereby certify that this document was 1% �'iA�f��,�,.
FLUME NOTES prepared by me or under my direct personal
NOT TO SCALE supervision and is correct to the best of my
.'o��ssrQ�:':
NOT TO SCALE TYPICAL SCREENING (SOUND) WALL DETAIL 1. UPON PLACEMENT OF MATERIAL AND FINALIZATION OF SLOPE, ENSURE ALL OBSTRUCTIONS p
ARE REMOVED FROM THE FLUME CHANNEL AREA. knowledge and belief and that I am a duly _ SEAL
2. CONSTRUCT FLUME CHANNEL TO THE DIMENSIONS AS SHOWN ON THE DESIGN DETAILS. THE licensed Professional Engineer under the - = 0413820 pz SHEET NUMBER
NOT TO SCALE CONSTRUCTED CHANNEL SHALL BE FREE FLOWING WITH LOW SPOTS NOT TO EXCEED 0.2 laws Of the St O O h arolina. •� '
FEET IN DEPTH. ��'7 � Q`,•'��`
3. INSPECT FLUME CHANNEL INLET AND OUTLET POINT REGULARLY AND AFTER STORM EVENTS.
Date: (Signatury re)
OOG-007
2024 f��2 .`t,`.

1 2 3 4 5 6 17 8
MIN. 14 GAUGE GALVANIZED WIRE FENCE
WITH MAX. 6" MESH SPACING SYNTHETIC FILTER FABRIC
(CERTIFIED TO MEET THE
0
4"x4" REINFORCED REQUIREMENTS OF ASTM D 6461)
�09CIO ao goo- jM�M SAFETY POSALL POSTS
6�\G o ) 5' PAINTED OR GALVANIZED
Q J / 0 00p 8'-0" MAXIMUM (1.25 LB/LF)
STEEL POST
ATTACH TO POSTS WITH o ao
AA"AAA AA WIRE OR PLASTIC ZIP TIES
�pJ M N (MIN. 50 LBS TENSILE STRENGTH) D
GEOTEXTILE FABRIC TO STABILIZE FOUNDATION o ONSITE CONCRETE WASHOUT GRADE
(ESPECIALLY IMPORTANT WHERE WETNESS IS
ANTICIPATED)
STRUCTURE WITH LINER
- �
12'MIN. _ _
ME mom MEM
CLEARLY MARKED _
1II=111=II _ _ _ _ _ _z =1II=1II=1I1=1I1=1I1=1I1=1I1=I'
SIGNAGE NOTING -i Lco
10, DEVICE
2-3"DIAMETER WASHED PERSPECTIVE VIEW A HIGH COHESIVE & LOW MIN (18"X24" MIN.) N
STONE,6"DEEP
0 CDCD0 SANDBAGS (TYP.) FILTRATION SOIL BERM 8" DOWN &4" FORWARD
0-1 0 OR STAPLES 0 o CD 0 ALONG THE TRENCH LLU
0 O O CONCRETE
TEMPORARY CONSTRUCTION ENTRANCE 0 0 0 0 WASHOUT FRONT VIEW
oz
DESIGN AND CONSTRUCTION NOTES 0 0 0 0 0 0 T-F 5' PAINTED OR GALVANIZED
Oo o
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER A STEEL POST
OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT. LB/LF
2. PLACE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS, CONCRETE,-----CLEARLY MARKED B 4"x P REINFORCED (1.25 )
PLAN
AND SMOOTH IT. WASHOUT SIGNAGE NOTING SAFETY POST CAP (TYP.
DEVICE (18"X24" MIN.) PLAN SANDBAGS (TYP.) ALL POSTS) MIN. 14 GAUGE GALVANIZED WIRE
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE FOR STAPLES
OUTLET. TFENCE WITH MAX. 6" MESH SPACING
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN SANDBAGS (TYP.)
LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE. 10 MIL OR STAPLES SYNTHETIC FILTER FABRIC
PLASTIC LINING (CERTIFIED TO MEET THE
5. PAD LOCATION: LOCATE CONSTRUCTION ENTRANCES AND EXITS TO LIMIT SEDIMENT HIGH COHESIVE & REQUIREMENTS OF ASTM D 6461)
FROM LEAVING THE SITE AND TO PROVIDE MAXIMUM UTILITY BY ALL CONSTRUCTION 10 MIL 1:1 SIDE LOW
VEHICLES. AVOID STEEP GRADES AND ENTRANCES AT CURVES IN PUBLIC ROADS.
1:1 PLASTIC SLOPE FILTRATION SOIL m N TRENCH IN SILT FENCE. BACKFILL
6. WASHING: IF CONDITIONS AT THE SITE ARE SUCH THAT MOST OF THE MUD AND SIDE LINING (TYP.) BERM NCDEQ TABLE 6.62a: MAXIMUM SLOPE LENGTH AND O AND COMPACT THOROUGHLY
SEDIMENT ARE NOT REMOVED BY VEHICLES TRAVELING OVER THE GRAVEL, THE TIRES SANDBAGS (TYP.) �
SHOULD BE WASHED. WASHING SHOULD BE DONE ON AN AREA STABILIZED WITH SILT FENCE SLOPE OR STAPLES 00
SLOPE FOR EACH SEDIMENT FENCE IS APPLICABLE AFTER PLACEMENT.
CRUSHED STONE THAT DRAINS INTO A SEDIMENT TRAP OR OTHER SUITABLE (TYP.) FLOW C
DISPOSAL AREA. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE SLOPE SLOPE LENGTH (FT) MAXIMUM AREA(SF)
CONVENIENT AND EFFECTIVE. O co TEMPORARY CONSTRUCTION ENTRANCE MAINTENANCE NOTES 6 < 2% 100 10,000 - - 00
1. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM 3'-0" MIN. & -
LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH
MAX. MAX.MIN. &X' 2 TO 5% 75 7,500 N 4 MIN. GRADE
2-INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SECTION A-A SECTION B-B 5 TO 10% 50 5,000
SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL
OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS. NOTES: NOTES: 10 TO 20% 25 2,500
1.ACTUAL LOCATION DETERMINED IN FIELD. 1.ACTUAL LOCATION DETERMINED IN FIELD.
2.THE CONCRETE WASHOUT STRUCTURES SHALL BE MAINTAINED WHEN THE LIQUID 2.THE CONCRETE WASHOUT STRUCTURES SHALL BE MAINTAINED WHEN THE LIQUID AND/OR > 20% 15 1,500 SIDE VIEW
AND/OR SOLID REACHES 75%OF THE STRUCTURES CAPACITY. SOLID REACHES 75%OF THE STRUCTURES CAPACITY TO PROVIDE ADEQUATE HOLDING
CONSTRUCTION ENTRANCE DETAIL 3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE CLEARLY MARKED WITH SIGNAGE CAPACITY WITH A MINIMUM 12 INCHES OF FREEBOARD.
NOTING DEVICE. 3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE CLEARLY MARKED WITH SIGNAGE NOTING
DEVICE.
NOT TO SCALE
BELOW GRADE WASHOUT STRUCTURE ABOVE GRADE WASHOUT STRUCTURE
12"OF OR#57 DED NOT TO SCALE NOT TO SCALE
WASH STONE 1.5' SILT FENCE DESIGN AND CONSTRUCTION NOTES
CLASS B RIP RAP pD0 ap��D 1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFIN OR POLYESTER, WHICH IS CERTIFIED BY THE MANUFACTURER OR
0 �a°o0� SUPPLIER AS CONFORMING TO THE REQUIREMENTS IN ASTM D 6461. SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS AND
2'MAX AT STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 1 TO 120 DEGREES
�Q ,�Q� FAH REN H EIT.
FILTER CLOTH CENTER
° ° DQ DQ Q�p�Q�pOvapO��
1.5'MIN 2 THE STEEL
ENSURE
i POSTS AVE PROJECTIONS O FACILITATE FASTENING THE FABRIC.
S FOR EnTR POUND/LINEAR FOOT MINIMUM STEEL WITH A MINIMUM LENGTH OF 5 FEET. MAKE SURE
°o 000Da�aoODO�OQoO�Do D�oaD CONCRETE WASHOUT
9"MIN 4'TO 6' 3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE AND MAXIMUM MESH SPACING OF 6
DESIGN AND CONSTRUCTION NOTES INCHES.
o pOO000 CROSS-SECTION VIEW 4. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
° °°� °° 8 °8 gO 1. DO NOT DISCHARGE CONCRETE OR CEMENT SLURRY FROM THE SITE.
° 2. DISPOSE OF, OR RECYCLE SETTLED, HARDENED CONCRETE RESIDUE IN 5. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND
o ° ° ACCORDANCE WITH LOCAL AND STATE SOLID WASTE REGULATIONS AND AT AN VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.) B
FILTER CLOTH ° APPROVED FACILITY. 6. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS AREA NECESSARY,
L=THE DISTANCE SUCH THAT POINTS SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
A AND B ARE OF EQUAL ELEVATION 3. MANAGE WASHOUT FROM MORTAR MIXERS IN ACCORDANCE WITH THE ABOVE ITEM
PLAN VIEW AND IN ADDITION PLACE THE MIXER AND ASSOCIATED MATERIALS ON IMPERVIOUS 7. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH
BARRIER AND WITHIN LOT PERIMETER SILT FENCE. SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR
0°a°00001 a1 PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
�III�IIII�IIII-_ pO000° A L B 4. INSTALL TEMPORARY CONCRETE WASHOUTS PER LOCAL REQUIREMENTS, WHERE
III_// APPLICABLE. IF AN ALTERNATE METHOD OR PRODUCT IS TO BE USED, CONTACT 8. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO
°°o °
ooOO�oo°p° YOUR APPROVAL AUTHORITY FOR REVIEW AND APPROVAL. IF LOCAL STANDARD THE GROUND A MINIMUM OF 24 INCHES.
°° DETAILS ARE NOT AVAILABLE, USE ONE OF THE TWO TYPES OF TEMPORARY
0O0° O°
°°0° CONCRETE WASHOUTS PROVIDED ON THIS DETAIL. 9 EXTRA
L ER FABRIC WIRE O P WITH
6 FEET
TIC ZIP POST
TIE SPACING
SHOULD DOES NOT
MINIMUM REQUIRE
50 WIRE
TENSILE
MESH
STRENGTH.
FENCE. SECURELY FASTEN THE FILTER
SIDE VIEW IIII-I��� 5. DO NOT USE CONCRETE WASHOUTS FOR DEWATERING OR STORING DEFECTIVE FABRIC DIRECTLY TO
CURB OR SIDEWALK SECTIONS. STORMWATER ACCUMULATED WITHIN THE WASHOUT 10. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE
MAY NOT BE PUMPED INTO OR DISCHARGED TO THE STORM DRAIN SYSTEM OR BARRIER.
ROCK CHECK DAM RECEIVING SURFACE WATERS. LIQUID WASTE MUST BE PUMPED OUT AND 11. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
REMOVED FROM PROJECT.
DESIGN AND CONSTRUCTION NOTES 6. LOCATE WASHOUTS AT LEAST 50 FEET FROM STORM DRAIN INLETS AND SURFACE 12. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT
WATERS UNLESS IT CAN BE SHOWN THAT NO OTHER ALTERNATIVES ARE FENCE PERFORMANCE.
1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FILTER FABRIC FOUNDATION. REASONABLY AVAILABLE. AT A MINIMUM, INSTALL PROTECTION OF STORM DRAIN 13. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL WHERE THE DAM ABUTS THE INLET(S) CLOSEST TO THE WASHOUT WHICH COULD RECEIVE SPILLS OR OVERFLOW. 14. IF INSTALLING THE SEDIMENT FENCE USING THE SLICING METHOD, THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN
CHANNEL BANKS. 7. LOCATE WASHOUTS IN AN EASILY ACCESSIBLE AREA, ON LEVEL GROUND AND THE MIDDLE OF THE FENCE. CHECK WITH A LEVEL IF NECESSARY. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON
3. EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP WATER FROM CUTTING AROUND THE ENDS OF THE INSTALL A STONE ENTRANCE PAD IN FRONT OF THE WASHOUT. ADDITIONAL STANDARD APPLICATIONS. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND AS CLOSE AS POSSIBLE TO THE
CHECK DAMS. CONTROLS MAY BE REQUIRED BY THE APPROVING AUTHORITY. FABRIC, ENABLING POSTS TO SUPPORT THE FABRIC FROM UPSTREAM WATER PRESSURE. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE
SILT FABRIC. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP 8 INCHES OF THE FABRIC. ATTACH THE FABRIC TO
4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER DAM IS THE SAME AS THE 8. INSTALL AT LEAST ONE SIGN DIRECTING CONCRETE TRUCKS TO THE WASHOUT EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP 8 INCHES OF THE FABRIC. ATTACHED EACH TIE DIAGONALLY 45 DEGREES THROUGH THE
TOE ELEVATION OF THE UPPER DAM. WITHIN THE PROJECT LIMITS. POST SIGNAGE ON THE WASHOUT ITSELF TO FABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY APART. ALSO, EACH TIE SHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN
IDENTIFY THIS LOCATION. TIGHTENED TO PREVENT SAGGING. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES. NO MORE THAN
5. PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW THAT COULD CAUSE EROSION. 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY
CONCRETE WASHOUT MAINTENANCE NOTES 6. MAKE SURE THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE. DEVIATIONS BEFORE COMPACTION. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT TO THE SILT
7. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES BELOW THE CHECK DAMS, ARE NOT 1. REMOVE LEAVINGS FROM THE WASHOUT WHEN AT APPROXIMATELY 75% CAPACITY FENCE FABRIC WITH THE FRONT WHEEL OF THE TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POUNDS PER SQUARE INCH. COMPACT
SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED STONES. TO LIMIT OVERFLOW EVENTS. REPLACE THE TARP, SAND BAGS OR OTHER THE UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FOR A TOTAL OF 4 TRIPS.
TEMPORARY STRUCTURAL COMPONENTS WHEN NO LONGER FUNCTIONAL. WHEN 15. MAKE THE SILT FENCE STABLE FOR THE 10-YEAR PEAK STORM RUNOFF.
8. KEEP THE SIDE SLOPES OF THE DAM AT 2:1 OR FLATTER. UTILIZING ALTERNATIVE OR PROPRIETARY PRODUCTS, FOLLOW MANUFACTURER'S
ROCK CHECK DAM MAINTENANCE NOTES INSTRUCTIONS.
2. AT THE COMPLETION OF THE CONCRETE WORK, REMOVE REMAINING LEAVINGS AND SILT FENCE MAINTENANCE NOTES
1. INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) DISPOSE OF IN AN APPROVED DISPOSAL FACILITY. FILL PIT, IF APPLICABLE, AND A
RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG STABILIZE ANY DISTURBANCE CAUSED BY REMOVAL OF WASHOUT. 1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
THE CHANNEL WHEN NEEDED. 2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOS AROUND THE EDGES 3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE
OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONAL FENCE. TAKE ARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
MEASURES CAN BE TAKEN SUCH AS, INSTALLING A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CHANNEL.
3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW 4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING
THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE AREA HAS BEEN PROPERLY STABILIZED.
THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
ROCK CHECK DAM DETAIL CONCRETE WASHOUT DETAIL SILT FENCE DETAIL
NOT TO SCALE NOT TO SCALE NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC.
\A CARo "" EROSION CONTROL DETAILS
o�.••'•ESS/o•'•..'�' CAROLINA LITHIUM PROJECT
-: ti
.•
r V'
= •SE LITHIUM HYDROXIDE CONVERSION PLANTA =
= 032 =
4 1/23/2023 REVISED PER DEMLR COMMENTS
P I E DPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS �'.,9� '•• i �•' GASTON COUNTY NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''�,FI?IE""'•\A y �� FILENAME - OOG-008
440 S.Church Street,Suite 1200 i,,�������������� 1/15/24 oOG�oOV
T H I U Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - N.T.S.
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
2" x 2" WOOD STAKES OR FLOW STAKES PLACED AT 2'
DRIVE STAKES AT AN ANGLE TO
1.25 #/FT STEEL POST WATTLE INTO SOIL AND NOT MINIMUM SPACING
4' MIN. SILT FENCE PERPENDICULAR TO GRADE. (TYPICAL)
I
MINIMUM I�FNC/NjM�
TOP OF SILT FENCE /\/�\ \\i\\i\�q r MINIMUM
MUST BE AT LEAST \i\\i
ABOVE THE TOP OF /
2.0 SPACING (TYPICAL) ?0
` �\ �
THE WASHED STONE `�\�\\i\\�i�\\\ \�\i\\i\\/\i 18" \�� CONTINUOUS ALONG TUBE M/ D
Tt I
Q-� I
SEDIMENT TUBE SPACING
SLOPE MAX. SEDIMENT TUBE SPACING INSTALL SECTION OF
BURY WIRE FENCE, TEMPORARY DIVERSION ° MATTING (N.A.G. C350 OR
STEEL FENCE FILTER FABRIC, DESIGN AND CONSTRUCTION NOTES LESS THAN 2/0 150-FEET APPROVED EQUAL) UNDER
STEEL FENCE POST POST SET MAX 2' AND HARDWARE ° ALL SEDIMENT TUBES
APART MIN. 18" CLOTH IN TRENCH 2/0 100-FEET PRIOR TO SEDIMENT TUBE
WIRE FENCE 1. IMMEDIATELY LINE AND STABILIZE BEFORE ANY DOWNSLOPE GRADING BEGINS A-A
INTO SOLID (STABILIZATION MUST OCCUR BEFORE ISSUANCE OF A CERTIFICATE OF COMPLIANCE). 3% 75-FEET INSTALLATION
HARDWARE CLOTH GROUND STABILIZATION METHOD IS BASED ON VELOCITY OF OFFSITE DRAINAGE.
TO BE 16" HIGH FRONT VIEW 2. DIVERSIONS SHOULD ONLY BE USED FOR DRAINING 5 ACRES OR LESS. 4% 50-FEET SEDIMENT TUBE INSTALLATION
3. DIVERTED WATER SHOULD EMPTY INTO AN APPROVED OUTLET DEVICE. 5% 40-FEET
FILTER OF#57 0 0 4. ALL TEMPORARY DIVERSION SWALES SHALL BE MATTED.
WASHED STONE 0g0'0
TO BE 16" HIGH op'b°0� 6% 30-FEET
AND PLACED AT o�pp0�o SILT FENCE ROCK OUTLET
A 1:1 SLOPE p °oQ>°o°orb°0 3' FILTER FABRIC DESIGN AND CONSTRUCTION NOTES TEMPORARY DIVERSION MAINTENANCE NOTES GREATER THAN 6% 25-FEET
qb- 000�3 0,0� ON GROUND 1. INSPECT EVERY 7 CALENDAR DAYS AND IMMEDIATELY FOLLOWING A RAIN EVENT
00 0o°°°p°o� �p 1. HARDWARE CLOTH AND GRAVEL SHOULD OVERLAY THE SILT WHICH EXCEEDS 1.0 INCHES IN A 24-HOUR PERIOD. REMOVE SEDIMENT FROM
FLOW o�0°��08�00�00° FENCE AT LEAST 16 INCHES. THE FLOW AREA AND REPAIR THE DIVERSION RIDGES. ALSO CHECK AND MAINTAIN DESIGN AND CONSTRUCTION NOTES
_ q�j 0 0 0 0o OUTLETS.
0�°v 0'T 000�0° 0 2. STONE OUTLETS SHOULD BE PLACED ON LOW ELEVATION AREAS
OC-6 °0 orb°o°o��o° OF SILT FENCE AND BASED ON FIELD CONDITIONS. 2. WHEN THE PROTECTED AREA IS PERMANENTLY STABILIZED, REMOVE THE RIDGES AND 1. MATERIALS USED IN THE SEDIMENT TUBE MUST MEET THE SPECIFICATIONS OUTLINED IN THE NCDEQ EROSION AND SEDIMENT CONTROL MANUAL PRACTICE 6.18, COMPOST
THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY BLANKETS.
IL STABILIZE SITE. 2. SEDIMENT TUBES SHOULD BE LOCATED AS SHOWN ON THE EROSION AND SEDIMENTATION CONTROL PLAN.
BURY WIRE FENCE AND SILT FENCE ROCK OUTLET MAINTENANCE NOTES 3. PRIOR TO INSTALLATION, CLEAR ALL OBSTRUCTIONS INCLUDING ROCKS, CLODS, AND OTHER DEBRIS GREATER THAN ONE INCH THAT MAY INTERFERE WITH PROPER
AND HARDWARE CLOTH BURY 6" OF UPPER EDGE OF 1. PER NCG-01, INSPECT OUTLET AT LEAST ONCE A WEEK AND FUNCTION OF THE SEDIMENT TUBE.
FILTER FABRIC IN TRENCH AFTER EACH 1 INCH OR GREATER RAINFALL EVENT. COMPLETE 4. FILL SOCK NETTING UNIFORMLY WITH COMPOST TO THE DESIRED LENGTH SUCH THAT LOGS DO NOT DEFORM.
ANY REQUIRED REPAIRS IMMEDIATELY.
2. FRESHEN STONE WHEN SEDIMENT ACCUMULATION EXCEEDS 6 5. OAK OR OTHER DURABLE HARDWOOD STAKES 2" X 2" IN CROSS SECTION SHOULD BE DRIVEN VERTICALLY PLUMB, THROUGH THE CENTER OF THE SEDIMENT TUBE. C
INCHES. STAKES SHOULD BE PLACED AS SHOWN ABOVE. THE STAKES SHOULD BE DRIVEN TO A MINIMUM DEPTH OF 12 INCHES, WITH A MINIMUM OF 3 INCHES PROTRUDING
ABOVE THE SEDIMENT TUBE.
3. KEEP MESH FREE OF DEBRIS TO PROVIDE ADEQUATE FLOW. 6. SEDIMENT TUBES ARE NOT TO BE USED IN PERENNIAL OR INTERMITTENT STREAMS.
SECTION VIEW 4. REMOVE SEDIMENT WHEN HALF OF STONE OUTLET IS COVERED.
5. REPLACE STONE AS NEEDED TO FACILITATE DE-WATERING. SEDIMENT TUBE MAINTENANCE NOTES
1. INSPECT SEDIMENT TUBES WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT (1/2 INCH OR GREATER). REMOVE ACCUMULATED SEDIMENT AND ANY DEBRIS. THE
SEDIMENT TUBE MUST BE REPLACED IF CLOGGED OR TORN. IF PONDING BECOMES EXCESSIVE, THE TUBE MAY NEED TO BE REPLACED WITH A LARGER DIAMETER OR A
DIFFERENT MEASURE. THE TUBE NEEDS TO BE REINSTALLED IF UNDERMINED OR DISLODGED. THE SEDIMENT TUBE SHALL BE INSPECTED UNTIL LAND DISTURBANCE IS
COMPLETE AND THE AREA ABOVE THE MEASURE HAS BEEN PERMANENTLY STABILIZED.
SILT FENCE ROCK OUTLET DETAIL TEMPORARY DIVERSION SWALE DETAIL SEDIMENT TUBE DETAIL
NOT TO SCALE NOT TO SCALE NOT TO SCALE
LIMITS OF W2
DISTURBANCE 1
END OF FLARED
SECTION 0 % SLOPE COMPACTED 4 10 FT MIN. 1 FT MIN.
EMBANKMENT DEPTH
SILT FENCE 1 11�11�11�11��11�11�11�111=IIII=1111=11 = 4 FT MIN. \
2� NONWOVEN 1
2405 1 - - - - - I II III II IF 1' MIN. '�<a °�' F,� O GEOTEXTILE ?2
MAXIMUM SPACE BETWEEN I II SIDE SLOPE TTF �``.� ?2 ►�
19 IN MIN. DEPTH
SLOPE STEEPNESS SILT FENCE ROWS OR J-HOOKS 1 6 1 MIN. �� OF TRAP/BASIN �F moo. /� 4 FT MIN. OF CLASS I RIPRAP
(FT.) < I TYPE 2 GEOTEXTILE FILTER FABRIC LAP (IF 2:1 OR FLATTER a � \�
°
2:1 (50/°) 25 -2404 1 ELEVATION NEEDED) ��� � TRAP/BASIN 10 FT MIN.
3:1 (33%) 50 p�SC BOTTOM0 FT MIN. ENTRANCE E SECTION CROSS SECTION
4:1 (25%) 75 1 EXIT SECTION
5:1 OR FLATTER (20%) 100 2403
Q 0% SLOPE
B
-2402�. III RIP RAP
_ 1 ' Z B B NATURAL GRADE 10 FT MIN.TRAP BASIN oa NONWOVEN
co
J IIII � 2 2 -lll BOTTOM Q 19 IN MIN. DEPTH GEOTEXTILE
� � I � - ISOMETRIC VIEW OF CLASS I RIPRAP
2401 �DiSp H �IIII I Il PROFILE ALONG CENTERLINE
-
2400 1 I W1lill T(THICKNESS)
SILT FENCE 1 PROVIDE SILT FENCE r END OF APRON
OUTLET (TYP.) OUTLETS AT EACH LAYER OF TYPE 2 GEOTE TILE RIPRAP INFLOW PROTECTION
10, J-HOOK TO RELEASE PLAN MINIMUM H=2/3 * PIPE DIAMETER FILTER FABRIC DESIGN AND CONSTRUCTION NOTES
RUNOFF AWAY FROM
20 WORK AREA (TYP.) SECTION B-B 1. PREPARE THE SUBGRADE FOR RIPRAP AND FILTER TO THE REQUIRED LINES AND GRADES SHOWN ON THE PLANS. COMPACT ANY FILL
REQUIRED IN THE SUBGRADE TO A DENSITY APPROXIMATING THAT OF THE SURROUNDING UNDISTURBED MATERIAL OR OVERFILL DEPRESSIONS
WITH RIPRAP. REMOVE BRUSH, TREES, STUMPS, AND OTHER OBJECTIONABLE MATERIAL. CUT THE SUBGRADE SUFFICIENTLY DEEP THAT THE
SEE SHEETS OOG-005 AND OOG-006 FOR OUTLET PROTECTION SIZING FINISHED GRADE OF THE RIPRAP WILL BE AT THE ELEVATION OF THE SURROUNDING AREA. CHANNELS SHOULD BE EXCAVATED SUFFICIENTLY
SILT FENCE J-HOOK TO ALLOW PLACEMENT OF THE RIPRAP IN A MANNER SUCH THAT THE FINISHED INSIDE DIMENSIONS AND GRADE OF THE RIPRAP MEET DESIGN
SPECIFICATIONS.
DESIGN AND CONSTRUCTION NOTES RIPRAP OUTLET PROTECTION 2. PLACE THE FILTER BLANKET IMMEDIATELY AFTER THE GROUND FOUNDATION IS PREPARED. FOR GRAVEL, SPREAD FILTER STONE IN A UNIFORM
1. THE PROPER OPERATION OF SILT FENCE DEPENDS ON THE ABILITY TO TEMPORARILY POND RUNOFF BEHIND THE FENCE, ALLOWING TIME FOR DESIGN AND CONSTRUCTION NOTES LAYER TO THE SPECIFIED DEPTH. WHERE MORE THAN ONE LAYER OF FILTER MATERIAL IS USED, SPREAD THE LAYERS WITH MINIMAL MIXING.
SEDIMENT TO SETTLE. SILT FENCE IS NOT A FILTER. IF RUNOFF FLOWS AROUND THE END(S), THE SILT FENCE FAILS TO FUNCTION. IT MUST 3. PLACE THE SYNTHETIC FILTER FABRIC DIRECTLY ON THE PREPARED FOUNDATION. OVERLAP THE EDGES BY AT LEAST 12 INCHES, AND SPACE
BE PLACED WHERE IT WILL STORE WATER - OFTEN TIMES ALONG A SLOPE A J-HOOK SHAPE IS REQUIRED TO CREATE A STORAGE AREA. 1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT ANY FILL REQUIRED ANCHOR PINS EVERY 3 FEET ALONG THE OVERLAP. BURY THE UPSTREAM END OF THE CLOTH A MINIMUM OF 12 INCHES BELOW GROUND
LONG RUNS SHOULD BE AVOIDED, AND BROKEN UP INTO SMALLER SEGMENTS. IN THE SUBGRADE TO 95% MAXIMUM DRY DENSITY PER ASTM D-1557 OR GREATER. LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE AND WHERE NECESSARY, BURY THE LOWER END OF THE CLOTH OR OVERLAP WITH THE NEXT SECTION AS REQUIRED. TAKE CARE NOT TO
2. J-HOOKS SHALL BE USED WHENEVER THE SILT FENCE LINE IS INSTALLED AT AN ANGLE OF 30 DEGREES OR GREATER FROM PARALLEL TO FILLED BY INCREASING THE RIPRAP THICKNESS. DAMAGE THE CLOTH WHEN PLACING RIPRAP. IF DAMAGE OCCURS, REMOVE THE RIPRAP AND REPAIR THE SHEET BY ADDING ANOTHER LAYER
THE CONTOURS 2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS. OF FILTER MATERIAL WITH A MINIMUM OVERLAP OF 12 INCHES AROUND THE DAMAGED AREA. IF EXTENSIVE DAMAGE IS SUSPECTED, REMOVE
3. SILT FENCE INSTALLED IN SHORTER RUNS WITH "J-HOOKS" TO AVOID CONCENTRATION OF FLOWS AT ONE LOCATION BY TRAPPING RUNOFF AT 3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTALLATION. REPAIR AND REPLACE THE ENTIRE SHEET. WHERE LARGE STONES ARE USED, OR MACHINE PLACEMENT IS DIFFICULT, A 4-INCH LAYER OF FINE
MULTIPLE POINTS ALONG A SLOPE. ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA. ALL CONNECTING JOINTS SHOULD GRAVEL OR SAND MAY BE NEEDED TO PROTECT THE FILTER CLOTH.
4. START DOWN-GRADIENT SILT FENCE LINE AS CLOSE AS POSSIBLE TO UP-GRADIENT J-HOOK 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. PLACEMENT OF RIPRAP SHOULD FOLLOW IMMEDIATELY AFTER PLACEMENT OF THE FILTER. PLACE RIPRAP SO THAT IT FORMS A DENSE,
5. TYPICAL J-HOOK DIMENSIONS MINIMUM WIDTH IS RECOMMENDED AT 20FT WITH A DEPTH OF 1OFT. WHERE SPACE IS LIMITED (E.G., ALONG 4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER. WELL-GRADED MASS OF STONE WITH A MINIMUM OF VOIDS. THE DESIRED DISTRIBUTION OF STONES THROUGHOUT THE MASS MAY BE
NARROW RIGHTS OF WAY), NARROWER HOOKS CAN BE USED WITH A HIGHER SPACING FREQUENCY. 5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER. OBTAINED BY SELECTIVE LOADING AT THE QUARRY, AND CONTROLLED DUMPING DURING FINAL PLACEMENT. PLACE RIPRAP TO ITS FULL
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD, ANGULAR, HIGHLY WEATHER-RESISTANT AND WELL GRADED. THICKNESS IN ONE OPERATION. DO NOT PLACE RIPRAP BY DUMPING THROUGH CHUTES OR OTHER METHODS THAT CAUSE SEGREGATION OF
STONE SIZES. TAKE CARE NOT TO DISLODGE THE UNDERLYING BASE OR FILTER WHEN PLACING THE STONES. THE TOE OF THE RIPRAP SLOPE q
SILT FENCE J-HOOK MAINTENANCE NOTES 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 SHOULD BE KEYED TO A STABLE FOUNDATION AT ITS BASE. THE TOE SHOULD BE EXCAVATED TO A DEPTH ABOUT 1.5 TIMES THE DESIGN
RECEIVING AREA OR SLIGHTLY BELOW IT. THICKNESS OF THE RIPRAP, AND SHOULD EXTEND HORIZONTALLY FROM THE SLOPE. THE FINISHED SLOPE SHOULD BE FREE OF POCKETS OF
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY. 8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM OR CHANNEL AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF A SMALL STONE OR CLUSTERS OF LARGE STONES. HAND PLACING MAY BE NECESSARY TO ACHIEVE THE PROPER DISTRIBUTION OF STONE SIZES
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY. CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON. TO PRODUCE A RELATIVELY SMOOTH, UNIFORM SURFACE. THE FINISHED GRADE OF THE RIPRAP SHOULD BLEND WITH THE SURROUNDING
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON 9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION. AREA. NO OVERFALL OR PROTRUSION OF RIPRAP SHOULD BE APPARENT.
THE FENCE. TAKE ARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. RIPRAP INFLOW PROTECTION MAINTENANCE NOTES
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE RIPRAP OUTLET PROTECTION MAINTENANCE NOTES 1. IN GENERAL, ONCE A RIPRAP INSTALLATION HAS BEEN PROPERLY DESIGNED AND INSTALLED IT REQUIRES VERY LITTLE MAINTENANCE. RIPRAP SHOULD BE INSPECTED
CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED. PERIODICALLY FOR SCOUR OR DISLODGED STONES. CONTROL OF WEED AND BRUSH GROWTH MAY BE NEED IN SOME LOCATIONS.
1. INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFICANT (1/2 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.
SILT FENCE J-HOOKS DETAIL RIPRAP OUTLET PROTECTION DETAIL RIPRAP INFLOW PROTECTION DETAIL
NOT TO SCALE NOT TO SCALE NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
,,, ���" �,,,,, PIEDMONT LITHIUM CAROLINAS, INC. EROSION CONTROL DETAILS
., N CARo '.
o� :•'F�Ssio•..%-; CAROLINA LITHIUM PROJECT
••Q�o SEAL ���••�'=
°3 z LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
P I E D/�AON T 3 5/31/2022 REVISED PER DEMLR COMMENTS �.'•• E.• GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''�,,F�/EK
L 1 T H I U '•NP ` FILENAME - OOG-009
440 S. Church Street,Suite 1200 ���11"JIc111�%%%%%
Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT 1/15/2_4 SCALE - N.T.S. oOv�00J
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
4' MAX.
19-GAUGE HARDWARE CLOTH
(4"MESH OPENINGS)
DISTURBED
TIMBER MAT APPROACH _* AREA
NCDOT#5 OR#57 �y i� D
WASHEDSTON Z
O
STREAM
CHANNEL �gE�
TEMPORARYSPAN
BRIDGE CROSSING
N o
FILTERED
- _-
NCDOT#5 OR#57 WATER
WASHED STONE-\
WATTLES
STREAM � ISOMETRIC VIEW
CHANNEL
TIMBER MAT APPROACH
TOE OF FILL
INSTALL
PERSPECTIVE VIEW SIDEBOARDS OR UPSLOPE
COMPOST FILTER STAKE
SOCKS,OR OTHER ow
TIMBER MAT MATERIAL TO
PREVENT
INLET PROTECTION APPROACH SEDIMENT FROM TEMPORARY
DESIGN AND CONSTRUCTION NOTES SURFACE FLOW EXITING THE SIDES SPAN
DIVERSION TO OF THE BRIDGE. BRIDGE SURFACE FLOW
CROSSING DIVERSION TO
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET. TRAP TRAP 18" WATTLE DOWNSLOPE STAKE
TOP VIEW
2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND THE PERIMETER OF THE INLET, A
MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE THE WIRE MESH TO THE STEEL POSTS AT THE TOP, MIDDLE, AND BOTTOM. ORIGINAL
PLACING A 2-FOOT FLAP OF THE WIRE MESH UNDER THE GRAVEL FOR ANCHORING IS RECOMMENDED. T EAMB K
C
4. PLACE CLEAN GRAVEL (NC DOT #5 OR #57 STONE) ON A 2:1 SLOPE WITH A HEIGHT OF 16 INCHES AROUND THE WIRE, AND SMOOTH TO AN EVEN FILTER FABRIC FILTER FABRIC
GRADE
STREAM BED 18" WATTLE
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ACCUMULATED SEDIMENT, AND ESTABLISH FINAL GRADING ELEVATIONS.
LONGITUDINAL SECTION
6. COMPACT THE AREA PROPERLY AND STABILIZE IT WITH GROUNDCOVER. 2' WOODEN STAKE
INLET PROTECTION MAINTENANCE NOTES
1. INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF ANY DEBRIS 2"
OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING 4'
SEDIMENT SEDIMENT REMOVAL. REPLACE STONE AS NEEDED.
15"-16" 1
INLET PROTECTION DETAIL r
NOT TO SCALE2.�J
FRONT VIEW SEE INSET A
SEDIMENT CONTROL STONE
TEMPORARY STREAM CROSSING
STRUCTURAL STONE DESIGN AND CONSTRUCTION NOTES
INVERT PIPE 1. TO BE USED FOR TEMPORARY ACCESS DURING CONSTRUCTION ONLY.
2. EROSION AND SEDIMENT CONTROL MEASURES, AS SHOWN ON PLANS AND DISTURBED AREA
B SPECIFIED BY NCDEQ, MUST BE IMPLEMENTED PRIOR TO INSTALLATION OF A
B FLOW TEMPORARY CROSSING.
3. KEEP CLEARING AND EXCAVATION OF THE STREAM BANKS AND BED AND
APPROACH SECTIONS TO A MINIMUM.
4. DIVERT ALL SURFACE WATER FROM THE CONSTRUCTION SITE ONTO 4
UNDISTURBED AREAS ADJOINING THE STREAM. I I II I I II I I II III-III I II I I I
5. KEEP STREAM CROSSINGS AT RIGHT ANGLES TO THE STREAM FLOW. 2"-3" TRENCH
6. ALIGN ROAD APPROACHES WITH THE CENTER LINE OF THE CROSSING FOR A INSET A
MINIMUM DISTANCE OF 20 FEET. RAISE BRIDGE ABUTMENTS AND CULVERT B
FILLS A MINIMUM OF 1 FOOT ABOVE THE ADJOINING APPROACH SECTIONS TO
PREVENT EROSION FROM SURFACE RUNOFF AND TO ALLOW FLOOD FLOWS 18" WATTLE
TO PASS AROUND THE STRUCTURE.
PLAN \I / 7. STABILIZE ALL DISTURBED AREAS SUBJECT TO FLOWING WATER, INCLUDING DOUBLE ROW WATTLE SPACING
PLANNED OVERFLOW AREAS, WITH RIPRAP OR OTHER SUITABLE MEANS IF
\/\\//�e� DESIGN VELOCITY EXCEEDS THE ALLOWABLE FOR THE IN-PLACE SOIL
8. ENSURE THAT BYPASS CHANNELS NECESSARY TO DEWATER THE CROSSING
V-6" INVERT PIPE //\\j/\\j/\\j` SITE AREA STABLE BEFORE DIVERTING THE STREAM. UPON COMPLETION OF
THE CROSSING, FILL, COMPACT, AND STABILIZE THE BYPASS CHANNEL
APPROPRIATELY.
9. REMOVE TEMPORARY STREAM CROSSINGS IMMEDIATELY WHEN THEY ARE NO
LONGER NEEDED. RESTORE THE STREAM CHANNEL TO ITS ORIGINAL WATTLE DESIGN AND CONSTRUCTION NOTES
,FLOW CROSS-SECTION, AND SMOOTH AND APPROPRIATELY STABILIZE ALL
DISTURBED AREAS. 1. USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL CROSS SECTION.
10. ANY IN-STREAM SEDIMENT CONTROL MEASURES MUST BE REMOVED UPON
2. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES AT AN ANGLE TO
/ ////////// // ///////////// /• STABILIZATION OF THE AREA. WEDGE WATTLE TO GROUND.
11. TEMPORARY CROSSINGS SHALL BE REMOVED AFTER PERMANENT CROSSINGS 3. PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE FORMED INTO A U SHAPE NOT
4'-6" 24" PIPE MAX. ARE COMPLETE. LESS THAN 12" IN LENGTH.
12. MEASURES SHOWN ARE A MINIMUM. CROSSING TO BE BUILT ACCORDING TO 4. INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF WATTLE AND
CONTRACTOR'S REQUIREMENTS FOR LOADS CROSSING STREAM AT EACH END TO SECURE IT TO THE SOIL.
.
CULVERT INLET PROTECTION SECTION B-B 5. FOR BREAKS ALONG LARGE SLOPES, USE MAXIMUM SPACING OF 25 FT.
DESIGN AND CONSTRUCTION NOTES TEMPORARY STREAM CROSSING MAINTENANCE NOTES WATTLE MAINTENANCE NOTES
1. INSPECT TEMPORARY STREAM CROSSINGS ON A DAILY BASIS AND AFTER 1. INSPECT WATTLES AND CHANNELS FOR DAMAGE WEEKLY AND IMMEDIATELY FOLLOWING A
1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND DISPOSAL OF SPOIL. RUNOFF-PRODUCING RAINS TO CHECK FOR BLOCKAGE IN CHANNEL, EROSION RAIN EVENT WHICH EXCEEDS 1.0 INCHES IN A 24-HOUR PERIOD.
OF ABUTMENTS, CHANNEL SCOUR, RIPRAP DISPLACEMENT, OR PIPING. MAKE 2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE WATTLE AND EROSION FROM HIGH
2. INSTALL THE CLASS B OR CLASS I RIPRAP IN A SEMI-CIRCLE AROUND THE PIPE INLET. THE STONE SHOULD BE BUILT UP HIGHER ON EACH END ALL REPAIRS IMMEDIATELY TO PREVENT FURTHER DAMAGE TO THE FLOWS AROUND THE EDGES OF THE WATTLE. CORRECT ALL DAMAGE IMMEDIATELY. IF
WHERE IT TIES INTO THE EMBANKMENT. THE MINIMUM CREST WIDTH OF THE RIPRAP SHOULD BE 3 FEET WITH A MINIMUM BOTTOM WIDTH OF 11 FEET. INSTALLATION. SIGNIFICANT EROSION OCCURS BETWEEN WATTLES, INSTALL A PROTECTIVE RIPRAP LINER IN
THE MINIMUM HEIGHT SHOULD BE 2 FEET, BUT ALSO 1 FOOT LOWER THAN THE SHOULDER OF THE EMBANKMENT OR DIVERSIONS. 2. DAMAGED CROSSINGS SHALL BE REPAIRED WITHIN 24 HOURS OF THE THAT PORTION OF THE CHANNEL.
3. A 1 FOOT THICK LAYER OF NC DOT 57 STONE SHOULD BE PLACED ON THE OUTSIDE SLOPE OF THE RIPRAP.OR 5 INSPECTION AND BEFORE ANY SUBSEQUENT USE. 3. REMOVE SEDIMENT ACCUMULATED BEHIND THE WATTLES WHEN IT REACHES HALF THE HEIGHT
# # OF THE LOG TO PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN
4. THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED AROUND THE OUTSIDE OF THE STONE HORSESHOE 18 INCHES BELOW NATURAL GRADE. 3. SEDIMENT DEPOSITS ON THE CROSSING OR ITS APPROACHES SHALL BE THROUGH THE STRAW WATTLE AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER
REMOVED WITHIN 24 HOURS OF THE INSPECTION. THE WATTLE.
5. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, FILL DEPRESSION AND ESTABLISH FINAL GRADING ELEVATIONS, COMPACT AREA
PROPERLY, AND STABILIZE WITH GROUNDCOVER. 4. AS SOON AS THE TEMPORARY CROSSING IS NO LONGER NEEDED, IT SHALL
BE REMOVED. ALL MATERIALS SHALL BE DISPOSED OF PROPERLY AND A
6. ENSURE THAT TOP OF STONE IS 6 INCHES LESS THAN PARALLEL PAVEMENT EDGE IF IN A DITCH LINE. DISTURBED AREAS STABILIZED.
CULVERT INLET PROTECTION MAINTENANCE NOTES 5. GEOTEXTILE FABRIC TO BE WRAPPED AROUND UNDERSIDE OF TEMPORARY
1. INSPECT ROCK PIPE INLET PROTECTION AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR SPAN BRIDGE.
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE SEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO
ONE-HALF THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA AND REPLACE THE
CONTAMINATED PART OF THE GRAVEL FACING.
2. CHECK THE STRUCTURE FOR DAMAGE. ANY RIPRAP DISPLACED FROM THE STONE HORSESHOE MUST BE REPLACED IMMEDIATELY.
3. AFTER ALL THE SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT.
SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND PROVIDE PERMANENT GROUNDCOVER.
CULVERT INLET PROTECTION DETAIL TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL WATTLE DETAIL
NOT TO SCALE NOT TO SCALE NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
" - PIEDMONT LITHIUM CAROLINAS INC.
°'�N.•�AR0 EROSION CONTROL DETAILS
CAROLINA LITHIUM PROJECT
SEAL
03 2 LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
P I E D/�AON T 3 5/31/2022 REVISED PER DEMLR COMMENTS '., ��'•• �.••y % GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''��Fri'/ P o` FILENAME - OOG-010
440 S.Church Street,Suite 1200 �� E K. N
HI I d �,l 1 8/27/2021 MINING PERMIT �"I li,t�►�� ■^'
L I T L� � ' IYI Charlotte, NC 28202-2075 SCALE - N.T.S. 00 v�O� O
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
5'
2:1 SIDE SLOPE 10'-0" MAXIMUM
CAP o PROVIDE RAZOR WIRE
1'
AS SPECIFIED
A A
1'SKIMMER OUTLET VARIES 5 PROVIDE A MINIMUM OF THREE INLET ZONE 35% FIRST CHAMBER 25%
POROUS BAFFLES PER SKIMMER OF SURFACE AREA OF SURFACE AREA
SEDIMENT TRAP SECOND CHAMBER 25%
F/pw OF SURFACE AREA
OUTLET ZONE 15% 1 5/8" OD TOP RAIL
OF SURFACE AREA
PLAN VIEW / TENSION CHAIN LINK FABRIC
/ BAR BANDS #9 GAUGE 2" MESH D
1
PROVIDE A MINIMUM 8'WIDE x 16'
LONG CLASS 1 RIP-RAP 15"DEEP ON \ BRACE
TUBE
U
LAYER OF NON-WOVEN GEOTEXTILE EE
FABRIC(MIRAFI 140N OR APPROVED \ 00
EQUAL)AT DITCH CONVEYANCE <
DROP ENTRY POINTS INTO THE C)2 12 TENSION
SEDIMENT TRAPS.
Forth ger BAR 3/8" TRUSS ROD
o � 1 2 / m AT END SECTIONS Al
1 �
12" /
0 0 0 0 0 0 \
18 IN O
TENSION WIRE
NONWOVEN GEOTEXTILE
N
SECTION A-A
END, CORNER OR PULL LINE POST _
PLUNGE POOL DESIGN AND CONSTRUCTION NOTES (TYPICAL) M POST (STEEL)4" OD STEEL 21/2" OD M
4' 0" MAX SPACING 5'STEEL POT PIPE - CORNER STEEL PIPE
-
1. USE SPECIFIED CLASS OF RIPRAP. AND PULL POSTS TO HAVE
2. USE NONWOVEN GEOTEXTILE AS SPECIFIED IN SECTION H-1 MATERIALS, AND PROTECT FROM PUNCHING, CUTTING, OR TEARING. REPAIR ANY DAMAGE OTHER THAN AN OCCASIONAL ► EQUAL BRACING
SMALL HOLE BY PLACING ANOTHER PIECE OF GEOTEXTILE OVER THE DAMAGED PART OR BY COMPLETELY REPLACING THE GEOTEXTILE. PROVIDE A MINIMUM OF ONE FOOT OVERLAP FOR FLOW ON BOTH SIDES u
ALL REPAIRS AND FOR JOINING TWO PIECES OF GEOTEXTILE.
G d
3. PREPARE THE SUBGRADE FOR THE PLUNGE POOL TO THE REQUIRED LINES AND GRADES. COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO A DENSITY OF APPROXIMATELY THAT OF N
THE SURROUNDING UNDISTURBED MATERIAL.
8"DX6"W TRENCH r
4. EMBED THE GEOTEXTILE A MINIMUM OF 4 INCHES AND EXTEND THE GEOTEXTILE A MINIMUM OF 6 INCHES BEYOND THE EDGE OF THE SCOUR HOLE. BACKFILL AND COMPACT °
5. STONE FOR THE PLUNGE POOL MAY BE PLACED BY EQUIPMENT. CONSTRUCT TO THE FULL COURSE THICKNESS IN ONE OPERATION AND IN SUCH A MANNER AS TO AVOID FENCE AND FABRIC 12" C
DISPLACEMENT OF UNDERLYING MATERIALS. DELIVER AND PLACE THE STONE FOR THE PLUNGE POOL IN A MANNER THAT WILL ENSURE THAT IT IS REASONABLY HOMOGENEOUS WITH THE BURIED IN TRENCH 12"
SMALLER STONES AND SPALLS FILLING THE VOIDS BETWEEN THE LARGER STONES. PLACE STONE FOR THE PLUNGE POOL IN A MANNER TO PREVENT DAMAGE TO THE GEOTEXTILE. HAND
PLACE TO THE EXTENT NECESSARY. _ NOTES:
6. AT THE PLUNGE POOL OUTLET, PLACE THE STONE SO THAT IT MEETS THE EXISTING GRADE. I I I-I I I- I I I-_
III-I� -III- 1. PULL POST SHALL BE USED AT SHARP BREAKS IN VERTICAL GRADES OR AT APPROXIMATELY 330, CENTERS ON
PLUNGE POOL MAINTENANCE NOTES III= STRAIGHT RUNS, OR AS DIRECTED BY THE ENGINEER.
1. MAINTAIN LINE, GRADE, AND CROSS SECTION. KEEP OUTLET FREE OF EROSION. REMOVE ACCMULATED SEDIMENT AND DEBRIS. AFTER HIGH FLOWS INSPECT FOR SCOUR AND DISLODGED 2. SPLICES SHALL BE IN WOVEN WIRE FABRIC ONLY AT CORNER, GATE END, OR PULL POSTS.
RIPRAP. MAKE NECESSARY REPAIRS IMMEDIATELY. 3. THE SECURITY FENCE SHALL BE CHAIN LINK, OF 9-GAUGE STEEL OR HEAVIER, ERECTED A MINIMUM OF 7 FEET
IN HEIGHT, INCLUDING 3 STRANDS OF BARBED WIRE AT THE TOP.
SKIMMER OUTLET SPLASH PAD/PLUNGE POOL SECURITY FENCE DETAIL
NOT TO SCALE NOT TO SCALE
B
POROUS BAFFLES DESIGN AND CONSTRUCTION NOTES 9/16" C C
1. USE MATTING MADE OF 100% COCONUT FIBER (COIR) TWINE WOVEN INTO HIGH STRENGTH MATRIX
WITH THE PROPERTIES SHOWN IN THE NCDEQ MANUAL, PRACTICE STANDARDS AND SPECIFICATIONS
TABLE 6.65a.
2. STAPLES SHOULD BE MADE OF 0.125 INCH DIAMETER NEW STEEL WIRE FORMED INTO A 'U' SHAPE BBBB
NOT LESS THAN 12 INCHES IN LENGTH WITH A THROAT OF 1 INCH IN WIDTH. THE STAPLES ANCHOR
THE POROUS BAFFLE INTO THE SIDES AND BOTTOM OF THE BASIN. ®®®B
3. ENSURE THAT STEEL POSTS FOR POROUS BAFFLES ARE OF A SUFFICIENT HEIGHT TO SUPPORT BBBB
BAFFLES AT DESIRED HEIGHT. POSTS SHOULD BE APPROXIMATELY 1-3/8" WIDE MEASURED PARALLEL
TEMPORARY STOCKPILE AREA TO THE FENCE, AND HAVE A MINIMUM WEIGHT OF 1.25 POUND/LINEAR FOOT. THE POSTS MUST BE 1:11:1
El Ll
1:1
EQUIPPED WITH AN ANCHOR PLATE HAVING A MINIMUM AREA OF 14.0 SQUARE INCHES AND BE OF
THE SELF-FASTENER ANGLE STEEL TYPE TO HAVE A MEANS OF RETAINING WIRE AND COIR FIBER MAT
2' IN THE DESIRED POSITION WITHOUT DISPLACEMENT. [I [I El El El(MIN.) SILT FENCE 4. USE 9-GAUGE HIGH TENSION WIRE FOR SUPPORT WIRE.
(SEE DETAIL 5. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE. W B
THIS SHEET) D ❑ ❑ ❑ ❑ ❑
6. INSTALL THE COIR FIBER BAFFLES IMMEDIATELY UPON EXCAVATION OF THE BASINS.
7. INSTALL POSTS ACROSS THE WIDTH OF THE SEDIMENT TRAP.
SOIL/SEDIMENT �, 8. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES AND SPACED A MAXIMUM OF 4 FEET ❑ ❑ ❑ ❑ ❑
STOCKPILE APART. THE TOP OF THE FABRIC SHOULD BE MINIMUM OF 6 INCHES HIGHER THAN THE INVERT OF
THE SPILLWAY. TOPS OF THE BAFFLES SHOULD BE MINIMUM OF 2 INCHES LOWER THAN THE TOP OF
AREA THE EARTHEN EMBANKMENT. El 11111:1
❑
9. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET DISCHARGE POINT.
BASIN LESS THAN 20 FEET IN LENGTH MAY USE 2 BAFFLES.
10. ATTACH A 9 GAUGE HIGH TENSION WIRE STRAND TO THE STEEL POSTS AT A HEIGHT OF 6 INCHES
ABOVE THE SPILLWAY ELEVATION WITH PLASTIC TIES OR WIRE FASTENERS TO PREVENT SAGGING. IF
ORIGINAL GROUND SURFACE THE TEMPORARY SEDIMENT BASIN WILL BE CONVERTED TO A PERMANENT STORMWATER BASIN OF A
GREATER DEPTH, THE BAFFLE HEIGHT SHOULD BE BASED ON THE POOL DEPTH DURING USE AS A
TEMPORARY SEDIMENT BASIN.
0
11. EXTEND 9 GAUGE MINIMUM HIGH TENSION WIRE STRAND TO SIDE OF BASIN OR INSTALL STEEL I E -n
T-POSTS TO ANCHOR BAFFLE TO SIDE OF BASIN AND SECURE TO VERTICAL END POSTS.
12. DRAPE THE COIR FIBER MAT OVER THE WIRE STRAND MOUNTED AT A HEIGHT OF 6 INCHES ABOVE
THE SPILLWAY ELEVATION. SECURE THE COIR FIBER MAT TO THE WIRE STRAND WITH PLASTIC TIES OR
WIRE FASTENERS. ANCHOR THE MATTING TO THE SIDES AND FLOOR OF THE BASIN WITH 12 INCH m
WIRE STAPLES, APPROXIMATELY 1 FOOT APART, ALONG THE BOTTOM AND SIDE SLOPES OF THE
BASIN. A
13. DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN.
14. ADJUSTMENTS MAY BE REQUIRED IN THE STAPLING REQUIREMENTS TO FIT INDIVIDUAL SITE
CONDITIONS. NOTES:
POROUS BAFFLE MAINTENANCE NOTES 1. TRASH RACK TO BE HOT-DIPPED GALVANIZED OR OTHER NON-CORROSIVE MATERIAL.
1. INSPECT BAFFLES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
TEMPORARY STOCKPILE CONSTRUCTION NOTES IMMEDIATELY. TRASH RACK TABLE
2. BE SURE TO MAINTAIN ACCESS TO THE BAFFLES. SHOULD THE FABRIC OF THE BAFFLE COLLAPSE,
1. SILT FENCE TO EXTEND AROUND ENTIRE PERIMETER OF STOCKPILE, OR IF STOCKPILE AREA IS TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
LOCATED ON/NEAR A SLOPE THE SILT FENCE IS TO EXTEND ALONG CONTOURS OF THE 3. REMOVE SEDIMENT DEPOSITS WHEN IT REACHES HALF FULL, TO PROVIDE ADEQUATE STORAGE VOLUME RISER SIZE A B C D E F
DOWN-GRADIENT AREA. FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE BAFFLES.
2. IF STOCKPILE IS TO REMAIN FOR MORE THAN 14 DAYS, TEMPORARY STABILIZATION MEASURES MUST 4. TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT, AND REPLACE IF DAMAGED DURING
BE IMPLEMENTED. CLEANOUT OPERATIONS. SEDIMENT DEPTH SHOULD NEVER EXCEED HALF THE DESIGNED STORAGE
3. SILT FENCE SHALL BE MAINTAINED UNTIL STOCKPILE AREA HAS EITHER BEEN REMOVED OR DEPTH.
PERMANENTLY STABILIZED.
4. THE KEY TO FUNCTIONAL TEMPORARY STOCKPILE AREAS IS WEEKLY INSPECTIONS, ROUTINE 5. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL BAFFLE
MAINTENANCE, AND REGULAR SEDIMENT REMOVAL. MATERIALS AND UNSTABLE SEDIMENT DEPOSITS, BRING THE AREA TO GRADE, AND STABILIZE IT. 48" SQUARE 4'-0" 3'-5" 0'-3" 0'-8" 0'-3" 1'-0"
5. WATER TO BE APPLIED BY SPRAYER TO STOCKPILE TO KEEP DUST DOWN. AVOID EXCESS WATER THAT A
CAN CAUSE EROSION PROBLEMS.
72" SQUARE 6'-0" 5'-2" 0'-4" 1'-0" 0'-5" 1'-5"
TEMPORARY STOCKPILE DETAIL POROUS BAFFLE DETAIL TRASH RACK DETAIL
NOT TO SCALE NOT TO SCALE NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
" - PIEDMONT LITHIUM CAROLINAS INC.
°' 'N.•�AR�<'''��',, EROSION CONTROL DETAILS
oFESs,o�..% CAROLINA LITHIUM PROJECT
�. SEAL
03 2 LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
P I E D/�AON T 3 5/31/2022 REVISED PER DEMLR COMMENTS '., </ �.••y GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''��Fri'/ P o` FILENAME - OOG-011
440 S.Church Street,Suite 1200 �� E K. N``,�
�I �,l 1 8/27/2021 MINING PERMIT ����,,,,,�►�� 1/1.5/24
L � T [� � U IYI Charlotte, NC28202-2075
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - N.T.S. o0G-011
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
12" FLOW
CLEAN WATER PUMP-AROUND PUMP STABILIZED OUTLET OR NATIVE
IMPERVIOUS DIKE APPROXIMATE STREAMBED STONE MATERIAL
(SEE NOTE 8) BASE
FLOW
IIIIII WATER
2"-5"
SURFACE TEMPORARY
" _ = TEMPORARY FLEXIBLE HOSE TOP OF BANK FLEXIBLE HOSE
I (SEE NOTE 5)
RIP RAP
12"(30cm) 3B \ \ ��r X
0 \ EXISTING CHANNEL
6
6" III-I - I I III III
I-I H - I =1 -I I 15cm 4"(1 Ocm)
= . -�1=1�1= �=i i i=��
(15cm) ( ) WORKING
I I 1 I
X2
=1 =III=III- I I1111 I r AREA \
X5
\ IMPERVIOUS
6° -�` ^ ^ TEMPORARY HOSE I \ DIKE THIS SHEET)
TEMPORARY STABILIZED OUTLET - SECTION A-A'
(15cm) ^2" 5" ^ , n ^ �• •� _=1 I I FLEXIBLE (SEE DETAIL,
( -12.5 II I-I I
) `� ^ + ^ I I
�'- I-I
�---� III-III-I I
APPROXIMATE BASE FLOW WATER LEVEL
4%6" • . t , _ _-III-III-III-I
) I 1 •,�. •, t > > 0 , �� =III=11 III III=I =111=1 I I=111=1 I I=1 I DEWATERING PUMP I I TEMPORARY STABILIZED OUTLET
(10-15c
t �� 1�. -III= 11= I= =111=111=111=111=1 I 1 \ (SEE NOTES 5 AND 6) SANDBAG/STONE (SEE NOTE 8)
----- -- - '- t © - I I 1=1 11=1 11=1 11=1 I M
- ^ ^ ^ ^ I I M I M I M I M I M I I= \ A'
, 3A 1=1 1=1 1=1 1=1 1=1 1=1 I SEDIMENT REMOVAL DEVICE A X1 I —
® III . . - III-III-III-III-III-I
(SEE DETAIL THIS SHEET) WORKING AREA
III-III-III-III-I 1= � FLOW
1111 ` I-III-III-III=1 X5 — — — — — — —
- - - - -
• 111-I I I=1 I I-
1 IIIII III
II - PLAN VIEW
III= = I MI I I 1=
IMPERVIOUS MEMBRANE
6„ l =1 11=1
-ITI=1T -TI TI III - =1 11= I- - -I I 1=111-IIF
(15cm) I=1 I I I III-I I-I 111-_ _ r 1=111-111-111=11 3" IMPERVIOUS DIKE
11-II 1=III- 1=1 I M I I=111=111- " " =111=111=1 I M 11=111= �� TEMPORARY STONE
I=� �III� III= ® III1I I1I I1I I1I IIIIIIIIII—III— -1I I1I1 I I1I I1 = FLEXIBLE TOE APPROXIMATE
CRITICAL POINTS *NOTE:
NOW LOOSE SOIL CONDITIONS, THE USE 5 = IIIII IIIII IIIII= HOSE (SEE NOTEMENT
TOP OF OF BASE C
NOTES: OF STAPLE OR STAKE LENGTHS _ ) BANK BANK
A. OVERLAPS AND SEAMS *HORIZONTAL STAPLE SPACING SHOULD BE GREATER THAN 6"(15CM) MAY BE FLOW X WATER
B. PROJECTED WATER LINE ALTERED IF NECESSARY TO ALLOW STAPLES TO NECESSARY TO PROPERLY SECURE SURFACE
C. CHANNEL BOTTOM/SIDE SLOPE VERTICES SECURE THE CRITICAL POINTS ALONG THE \r\
THE RECP S.
A A CHANNEL SURFACE. FILTER FABRIC
B B C ** (SEE NOTE 6)
C IN LOOSE SOIL CONDITIONS, THE USE OF \ \ \ \
/,./
7
STAPLE OR STAKE LENGTHS GREATER THAN X6 X
6"(15CM) MAY BE NECESSARY TO PROPERLY
SECURE THE RECP'S.
SEDIMENT REMOVAL DEVICE
DIMENSIONS (VALUES TO BE PROVIDED BY DESIGNER)
VARIABLE VALUES TYPICAL UNIT DESCRIPTION
X1 4 FT. SPLASH PAD /STABILIZED OUTLET WIDTH
X2 6 FT. SPLASH PAD LENGTH
X3 8 IN. SPLASH PAD /STABILIZED OUTLET THICKNESS
ROLLED EROSION CONTROL PRODUCTS ROLLED EROSION CONTROL PRODUCTS X5 8 FT. STREAM BED WIDTH
DESIGN AND CONSTRUCTION NOTES DESIGN AND CONSTRUCTION NOTES
X6 6 FT. SEDIMENT BAG PAD LENGTH
1. GRADE THE SURFACE OF INSTALLATION AREAS SO THAT THE GROUND IS SMOOTH AND LOOSE. WHEN SEEDING PRIOR TO 1. GRADE THE SURFACE OF INSTALLATION AREAS SO THAT THE GROUND IS SMOOTH AND LOOSE. WHEN SEEDING PRIOR TO
INSTALLATION, FOLLOW THE STEPS FOR SEED BED PREPARATION, SOIL AMENDMENTS, AND SEEING AS FOUND IN THE NCDEQ INSTALLATION, FOLLOW THE STEPS FOR SEED BED PREPARATION, SOIL AMENDMENTS, AND SEEING AS FOUND IN THE NCDEQ X7 4 FT. SEDIMENT BAG SETBACK FROM TOP OF BANK
MANUAL, PRACTICE STANDARDS AND SPECIFICATION SECTION 6.1. ALL GULLIES, RILLS AND ANY OTHER DISTURBED AREAS MUST MANUAL, PRACTICE STANDARDS AND SPECIFICATION SECTION 6.1. ALL GULLIES, RILLS AND ANY OTHER DISTURBED AREAS MUST
BE FINE GRADED PRIOR TO INSTALLATION. SPREAD SEED BEFORE ROLLED EROSION CONTROL PRODUCTS (RECP)INSTALLATION. BE FINE GRADED PRIOR TO INSTALLATION. SPREAD SEED BEFORE ROLLED EROSION CONTROL PRODUCTS (RECP)INSTALLATION. X8 9 IN. SEDIMENT BAG PAD THICKNESS
REMOVE ALL LARGE ROCKS, DIRT CLODS, STUMPS, ROOTS, GRASS CLUMPS, TRASH, AND OTHER OBSTRUCTIONS FROM THE SOIL REMOVE ALL LARGE ROCKS, DIRT CLODS, STUMPS, ROOTS, GRASS CLUMPS, TRASH, AND OTHER OBSTRUCTIONS FROM THE SOIL
SURFACE TO ALLOW FOR DIRECT CONTACT BETWEEN THE SOIL SURFACE AND THE RECP. SURFACE TO ALLOW FOR DIRECT CONTACT BETWEEN THE SOIL SURFACE AND THE RECP. X9 4 FT. IMPERVIOUS DIKE LENGTH B
2. TERMINAL ANCHOR TRENCHES ARE REQUIRED AT RECP ENDS AND INTERMITTENT TRENCHES MUST BE CONSTRUCTED ACROSS 2. TERMINAL ANCHOR TRENCHES ARE REQUIRED AT RECP ENDS AND INTERMITTENT TRENCHES MUST BE CONSTRUCTED ACROSS
CHANNELS AT 25—FOOT INTERVALS. TERMINAL ANCHOR TRENCHES SHOULD BE A MINIMUM OF 12 INCHES IN DEPTH AND 6 CHANNELS AT 25—FOOT INTERVALS. TERMINAL ANCHOR TRENCHES SHOULD BE A MINIMUM OF 12 INCHES IN DEPTH AND 6 X10 2 FT. IMPERVIOUS DIKE HEIGHT
INCHES IN WIDTH, WHILE INTERMITTENT TRENCHES NEED BE ONLY 6 INCHES DEEP AND 6 INCHES WIDE. INCHES IN WIDTH, WHILE INTERMITTENT TRENCHES NEED BE ONLY 6 INCHES DEEP AND 6 INCHES WIDE.
3. FOR INSTALLATION IN CHANNELS, EXCAVATE TERMINAL TRENCHES (12 INCHES DEEP AND 6 INCHES WIDE) ACROSS THE CHANNEL 3. FOR INSTALLATION ON SLOPES, PLACE THE RECP 2-3 FEET OVER THE TOP OF THE SLOPE AND INTO AN EXCAVATED END X11 4 IN. APPROXIMATE BASE FLOW WATER LEVEL
AT THE UPPER AND LOWER END OF THE LINED CHANNEL SECTIONS. AT 25—FOOT INTERVALS ALONG THE CHANNEL, ANCHOR TRENCH MEASURING APPROXIMATELY 12 INCHES DEEP BY 6 INCHES WIDE. PIN THE RECP AT 1 FOOT INTERVALS ALONG THE D50 OF STABILIZED OUTLET STONE/IMPERVIOUS
THE RECP ACROSS THE CHANNEL EITHER IN 6 INCH BY 6 INCH TRENCHES OR BY INSTALLING TWO CLOSELY SPACED ROWS OF BOTTOM OF THE TRENCH, BACKFILL, AND COMPACT. UNROLL THE RECP DOWN (OR ALONG) THE SLOPE MAINTAINING DIRECT X12 8 IN.
ANCHORS. EXCAVATE LONGITUDINAL TRENCHES 6 INCHES DEEP AND WIDE ALONG CHANNEL EDGES (ABOVE WATER LINE) IN CONTACT BETWEEN THE SOIL AND THE RECP. OVERLAP ADJACENT ROLLS A MINIMUM OF 3 INCHES. PIN THE RECP TO THE DIKE STONE
WHICH TO BURY THE OUTSIDE RECP EDGES. PLACE THE FIRST RECP AT THE DOWNSTREAM END OF THE CHANNEL. PLACE THE GROUND USING STAPLES OR PINS IN A 3 FOOT CENTER—TO—CENTER PATTERN. LESS FREQUENT STAPLING/PINNING IS
END OF THE FIRST RECP IN THE TERMINAL TRENCH AND PIN IT AT 1 FOOT INTERVALS ALONG THE BOTTOM OF THE TRENCH. ACCEPTABLE ON MODERATE SLOPES. DIMENSIONS
THE RECP SHOULD BE PLACED UPSIDE DOWN IN THE TRENCH WITH THE ROLL ON THE DOWNSTREAM SIDE OF THE BENCH. 4. FOR ANCHORING DEVICES, 11 GAUGE, AT LEAST 6 INCHES LENGTH BY 1 INCH WIDTH STAPLES OR 12 INCH MINIMUM LENGTH NOTES:
ONCE PINNED AND BACKFILLED, THE RECP IS DEPLOYED BY WRAPPING OVER THE TROP OF THE TRENCH AND UNROLLING WOODEN STAKES AREA RECOMMENDED FOR ANCHORING THE RECP TO THE GROUND. DRIVE STAPLES OR PINS SO THAT THE
UPSTREAM. IF THE CHANNEL IS WIDER THAN THE PROVIDED ROLLS, PLACE ENDS OF ADJACENT ROLLS IN THE TERMINAL TOP OF THE STAPLE OR PIN IS FLUSH WITH THE GROUND SURFACE. ANCHOR EACH RECP EVERY 3 FEET ALONG ITS CENTER. 1. ALL CHANNEL WORK INVOLVING EXCAVATION SHALL BE PERFORMED IN DRY CONDITIONS OR IN CHANNEL SECTIONS ISOLATED BY
TRENCH, OVERLAPPING THE ADJACENT ROLLS A MINIMUM OF 3 INCHES. PIN AT 1 FOOT INTERVALS, BACKFILL, AND COMPACT. LONGITUDINAL OVERLAPS MUST BE SUFFICIENT TO ACCOMMODATE A ROW OF ANCHORS AND UNIFORM ALONG THE ENTIRE IMPERVIOUS DIKES AND KEPT DE-WATERED.
UNROLL THE RECP IN THE UPSTREAM DIRECTION UNTIL REACHING THE FIRST INTERMITTENT TRENCH. FOLD THE RECP BACK LENGTH OF OVERLAP AND ANCHORED EVERY 3 FEET ALONG THE OVERLAP LENGTH. ROLL ENDS MAY BE SPLICED BY
OVER ITSELF, POSITIONING THE ROLL ON THE DOWNSTREAM SIDE OF THE TRENCH, AND ALLOWING THE MAT TO CONFORM TO OVERLAPPING 1 FOOT (IN THE DIRECTION OF WATER FLOW), WITH THE UPSTREAM/UPSLOPE MAT PLACED ON TOP OF THE
THE TRENCH. THEN PIN THE RECP (TWO LAYERS) TO THE BOTTOM OF THE TRENCH, BACKFILL, AND COMPACT. CONTINUE UP DOWNSTREAM/DOWNSLOPE RECP. THIS OVERLAP SHOULD BE ANCHORED AT 1 FOOT SPACING ACROSS THE RECP. WHEN 2. THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN BE STABILIZED THE SAME WORKING DAY.
THE CHANNEL (WRAPPING OVER THE TOP OF THE INTERMITTENT TRENCH) REPEATING THIS STEP AT OTHER INTERMITTENT INSTALLING MULTIPLE WIDTH MATS HEAT SEAMED IN THE FACTORY, ALL FACTORY SEAMS AND FIELD OVERLAPS SHOULD BE
TRENCHES, UNTIL REACHING THE UPPER TERMINAL TRENCH. AT THE UPPER TERMINAL TRENCH, ALLOW THE RECP TO CONFORM SIMILARLY ANCHORED. 3. PUMP-AROUND PUMP AND HOSE SHALL ADEQUATELY CONVEY BASEFLOW. DE-WATERING PUMP SHALL ADEQUATELY DE-WATER THE
TO THE TRENCH, SECURE WITH PINS OR STAPLES, BACKFILL, COMPACT, AND THEN BRING THE MAT BACK OVER THE TOP OF WORKING AREA AT THE DOWNSTREAM IMPERVIOUS DIKE.
THE TRENCH AND ONTO THE EXISTING MAT (2 TO 3 FEET OVERLAP IN THE DOWNSTREAM DIRECTION), AND PIN AT 1 FOOT
INTERVALS ACROSS THE RECP. WHEN STARTING INSTALLATION OF A NEW ROLL, BEGIN IN A TRENCH OR SHINGLE—LAP ENDS OF RECP MAINTENANCE NOTES
ROLLS A MINIMUM OF 1 FOOT WITH UPSTREAM RECP ON TOP TO PREVENT UPLIFTING. PLACE THE OUTSIDE EDGES OF THE 4. GRAVITY-BASED GEOTEXTILE BAG FILTERS SHALL BE USED TO COLLECT SILT AND SEDIMENT FROM WORK AREA DEWATERING.
RECP(S) IN LONGITUDINAL TRENCHES, PIN, BACKFILL, AND COMPACT. 1. INSPECT RECP AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT REPAIR IMMEDIATELY.
4. FOR ANCHORING DEVICES, 11 GAUGE, AT LEAST 6 INCHES LENGTH BY 1 INCH WIDTH STAPLES OR 12 INCH MINIMUM LENGTH 2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR BENEATH THE RECP. 5. EFFLUENT FROM CLEAN WATER PUMP AROUND MAY BE DISCHARGED DIRECTLY INTO STABILIZED OUTLET (NO SEDIMENT REMOVAL
WOODEN STAKES AREA RECOMMENDED FOR ANCHORING THE RECP TO THE GROUND. DRIVE STAPLES OR PINS SO THAT THE 3 ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED AND DEVICE REQUIRED).
.
TOP OF THE STAPLE OR PIN IS FLUSH WITH THE GROUND SURFACE. ANCHOR EACH RECP EVERY 3 FEET ALONG ITS CENTER. STAPLED.
LONGITUDINAL OVERLAPS MUST BE SUFFICIENT TO ACCOMMODATE A ROW OF ANCHORS AND UNIFORM ALONG THE ENTIRE 6. FILTER FABRIC SHALL BE USED UNDERNEATH ALL STONE/RIP RAP PLACED FOR SEDIMENT BAGS, STABILIZED OUTLETS, SPLASH PADS.
LENGTH OF OVERLAP AND ANCHORED EVERY 3 FEET ALONG THE OVERLAP LENGTH. ROLL ENDS MAY BE SPLICED BY 4. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE ERODED AREA
OVERLAPPING 1 FOOT (IN THE DIRECTION OF WATER FLOW), WITH THE UPSTREAM/UPSLOPE MAT PLACED ON TOP OF THE PROTECTED.
DOWNSTREAM/DOWNSLOPE RECP. THIS OVERLAP SHOULD BE ANCHORED AT 1 FOOT SPACING ACROSS THE RECP. WHEN 5 MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUNDCOVER IS ESTABLISHED 7. IMPERVIOUS DIKES SHALL BE CONSTRUCTED TO ISOLATE THE IN-STREAM WORKING AREA. AN IMPERVIOUS FABRIC MEMBRANE AND
. .
INSTALLING MULTIPLE WIDTH MATS HEAT SEAMED IN THE FACTORY, ALL FACTORY SEAMS AND FIELD OVERLAPS SHOULD BE SAND BAGS OR STONE SHALL BE USED TO CREATE THE DIKES.
SIMILARLY ANCHORED.
8. THE WORK SEQUENCE IN PUMP-AROUND OPERATIONS PROCEEDS AS FOLLOWS:
RECP MAINTENANCE NOTES A
A. INSTALL SEDIMENT REMOVAL DEVICE AND TEMPORARY STABILIZED OUTLETS AT THE DOWNSTREAM END OF WORKING AREA.
1. INSPECT RECP AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT REPAIR IMMEDIATELY.
B. INSTALL PUMP-AROUND PUMP AND FLEXIBLE HOSE.
2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR BENEATH THE RECP. C. INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING (CLEAN WATER) DOWNSTREAM TO STABILIZED OUTLET.
3. ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED AND D. INSTALL DOWNSTREAM IMPERVIOUS DIKE AND DE-WATERING PUMP.
STAPLED. E. PERFORM CHANNEL WORK IN ACCORDANCE WITH THE PLANS IN THE WORKING AREA.
4. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE ERODED AREA F. DE-WATER THE WORKING AREA(AS NEEDED) INTO THE SEDIMENT REMOVAL DEVICE AND TEMPORARY STABILIZED OUTLET.
PROTECTED. G. UPON COMPLETION OF WORK, REMOVE ANY SEDIMENT ACCUMULATION BEHIND IMPERVIOUS DIKES.
5. MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUNDCOVER IS ESTABLISHED. H. REMOVE DOWNSTREAM AND THEN UPSTREAM DIKES AND ALL PUMPS AND HOSE.
I. SEED AND MULCH ALL DISTURBED AREAS PER THE PLANTING PLAN.
MATTING - CHANNEL INSTALLATION MATTING - SLOPE INSTALLATION PUMP AROUND DIVERSION / DEWATERING DETAIL
NOT TO SCALE NOT TO SCALE NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
" - PIEDMONT LITHIUM CAROLINAS INC.
°'�N.•CARO EROSION CONTROL DETAILS
CAROLINA LITHIUM PROJECT
SEAL
03 2 = LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
P I E D/�AON T 3 5/31/2022 REVISED PER DEMLR COMMENTS '., ��'•• �.••y GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''��Fri'/ P o` FILENAME - OOG-012
440 S.Church Street,Suite 1200 ",, E K. \A``,�
HI I �,l 1 8/27/2021 MINING PERMIT 11"11,,11►0� 1/15/24 ■^'
L I T i-1 � kJ IY� Charlotte, NC 28202-2075 SCALE - N.T.S. 00 v�O
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
A. GENERAL
1. THE FOLLOWING INFORMATION SHALL BE APPLICABLE FOR ALL PERMANENT LAWN SEEDING. PERMANENT LAWN
SEEDING SHALL TAKE PLACE WITHIN ALL DEVELOPED AREAS OF DISTURBANCE INCLUDING RESIDENTIAL AND
COMMERCIAL AREAS AND SHALL BE REPLACED IN KIND OF EXISTING MATERIAL BY THE CONTRACTOR. AN
APPROVED TURF TYPE TALL FESCUE BLEND SHALL BE USED PER THE CONTRACT DOCUMENTS. KENTUCKY 31 IS
NOT AN ACCEPTABLE BLEND.
3. WHEN SEEDING MUST TAKE PLACE OUT OF SEASON FOR PERMANENT GRASS THE APPROPRIATE TEMPORARY
SEEDING SHALL BE DONE AND THE CONTRACTOR SHALL BE RESPONSIBLE FOR PERMANENT SEEDING AS
SPECIFIED IN SEASON AT NO ADDITIONAL COST TO OWNER.
A. GENERAL: 4. CONTRACTOR SHALL BE RESPONSIBLE FOR LAWN MAINTENANCE THROUGH SUBSTANTIAL COMPLETION. LAWNS
MUST BE AT 90%COVERAGE AT SUBSTANTIAL COMPLETION REVIEW TO BE ACCEPTED. IF NOT AT 90%COVERAGE, p
1. AFTER CONSTRUCTION IS COMPLETE IN ANY AREA OR PHASE OF THE PROJECT,THE DISTURBED SUBSTANTIAL COMPLETION WILL BE DELAYED UNTIL THE FOLLOWING GROWING SEASON.
AREAS SHALL RECEIVE A PERMANENT GROUND COVER. SEEDING AND MULCHING SHALL BE
PERFORMED IMMEDIATELY BEHIND CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE PERMANENT B. SITE PREPARATION:
SEEDING IN ALL DISTURBED AREAS AS INDICATED IN THE CONTRACT DOCUMENTS. THE
CONTRACTOR SHALL ADAPT PERMANENT SEEDING OPERATIONS TO PROTECT AND TO 1. REMOVE OR KILL ANY UNDESIRABLE EXISTING TURF OR VEGETATION. HERBICIDE SPRAYING OR OTHER CHEMICAL
ACCOMMODATE ANY TEMPORARY SEEDING AND SOIL AND EROSION CONTROL MEASURES THAT MAY TREATMENT SHALL BE APPROVED BY THE ENGINEER PRIOR TO BEING USED BY THE CONTRACTOR. IF
ALREADY BE IN PLACE DURING THE WORK PERIOD. PREEXISTING TURF OR OTHER VEGETATION IS MIXED WITH THE SOIL TO BE REUSED,THE CONTRACTOR SHALL
USE BEST JUDGEMENT IN REMOVING IT OR INCORPORATING IT INTO THE SOIL DURING PREPARATION.
2. WHEN SEEDING MUST TAKE PLACE OUT OF SEASON FOR PERMANENT GRASS THE APPROPRIATE
TEMPORARY SEEDING SHALL BE DONE AND THE CONTRACTOR SHALL BE RESPONSIBLE FOR 2. IF TOPSOIL WAS NOT USED TO REESTABLISH THE UPPER SOIL LAYER AND THE UPPER SOIL IS HEAVY WITH HIGH
PERMANENT SEEDING AS SPECIFIED IN SEASON AT NO ADDITIONAL COST TO OWNER. CLAY CONTENT,SPREAD 1.5-2 INCHES OF AGED GROUND PINE BARK OR BAGGED ORGANIC HUMUS OVER THE
AREA TO BE REPAIRED.
3. CONTRACTOR SHALL BE RESPONSIBLE FOR TURF MAINTENANCE THROUGH SUBSTANTIAL 3. FOR ALL GRASSES EXCEPT CENTIPEDEGRASS,APPLY PER 1,000 SQUARE FEET:
COMPLETION. SLOPES MUST BE AT 90%COVERAGE AT SUBSTANTIAL COMPLETION REVIEW TO BE 75 POUNDS OF GROUND LIMESTONE AND ONE OF THE FOLLOWING FERTILIZERS:
ACCEPTED. IF NOT AT 90%COVERAGE,SUBSTANTIAL COMPLETION WILL BE DELAYED UNTIL THE 40 POUNDS OF 5-10-10;20 POUNDS OF 10-20-20;OR 20 POUNDS OF 8-8-8 OR 10-10-10 IN COMBINATION WITH 4
FOLLOWING GROWING SEASON. POUNDS OF 0-46-0. CENTIPEDEGRASS PREFERS ACIDIC SOILS AND LOW LEVELS OF PHOSPHORUS AND MAY NOT
REQUIRE THE ADDITION OF LIME AND PHOSPHORUS.
B. SITE PREPARATION AND INSTALLATION:
4. INCORPORATE LIME AND FERTILIZER(AND PINE BARK IF ADDED)INTO THE TOP 6 INCHES OF THE SOIL USING A
1. GROUND COVER:ALL DISTURBED AREAS SHALL BE DRESSED TO A DEPTH OF SIX(6)INCHES. THE TOP ROTOTILLER OR BY HAND. ROTOTILL OR HAND CULTIVATE TO WELL INCORPORATE THE AMENDMENTS AND GET A
THREE(3)INCHES SHALL BE PULVERIZED TO PROVIDE A UNIFORM SEEDBED. RAKE OR HARROW THE UNIFORM LOOSELY TEXTURED SOIL OF MINIMUM 6-INCH DEPTH.
SITE TO ESTABLISH A SMOOTH AND LEVEL FINAL GRADE.SOIL PARTICLES SHOULD BE NO LARGER
THAN MARBLE SIZE,AND PEA GRAVEL SIZE IS EVEN BETTER. AGRICULTURAL LIME SHALL BE APPLIED
AT THE RATE OF 1 TONS/ACRE IMMEDIATELY BEFORE PLOWING. GRASS SEED SHALL BE APPLIED AT 5. RAKE OR HARROW THE SITE TO ESTABLISH A SMOOTH AND LEVEL FINAL GRADE.SOIL PARTICLES SHOULD BE NO
THE RATES OUTLINED IN TABLES 2A AND 2B. LARGER THAN MARBLE SIZE,AND PEA GRAVEL SIZE IS EVEN BETTER. HAND RAKING TO LEVEL THE SOIL AND
WORKOUT HILLS AND HOLLOWS. FOR AREAS LARGER THAN 100 SQ. FT.ALLOW RAIN OR IRRIGATE TO SETTLE THE
SOIL. IN SOME SITUATIONS,THE ENGINEER MAY REQUIRE ROLLING OR CULTIPACKING TO FIRM THE SOIL BEFORE
2. 10-10-10 FERTILIZER SHALL BE APPLIED TO ALL DISTURBED AREAS AT A RATE OF 750 LBS./ACRE. SEEDING. HAND RAKE AGAIN TO BREAK UP THE CRUSTY SURFACE BEFORE SEEDING OR PLANTING.
MULCHING SHALL CONSIST OF SMALL GRAIN STRAW APPLIED AT A RATE OF 2 TONS/ACRE. MULCHED
AREAS SHALL BE TACKED WITH AN APPROVED METHOD SUFFICIENT TO HOLD THE STRAW IN PLACE,
AT A RATE OF 150 TO 200 GALLONS PER TON OF STRAW. C. INSTALLATION:
3. SOME AREAS MAY REQUIRE TEMPORARY SEEDING DUE TO AN INTERRUPTION OF WORK OR 1. SEEDING:
SEASONAL RESTRICTIONS AS SPECIFIED IN THE PERMANENT SEEDING SCHEDULE,OR A
COMBINATION THEREOF. THESE AREAS SHALL BE RE-SEEDED IN ACCORDANCE WITH THE a)SOW THE SEED ON FRESHLY PREPARED SOIL. ENSURE UNIFORM COVERAGE BY USING A CENTRIFUGAL C
PERMANENT SEEDING SCHEDULE. IF TEMPORARY SEEDING IS REQUIRED DUE TO CONTRACTOR (ROTARY)OR DROP-TYPE SPREADER. AREAS LARGER THAN 100 SQ. FT.SHALL BE SEEDED WITH A MINIMUM OF
DELAYS,THERE WILL BE NO COMPENSATION FOR THE TEMPORARY SEEDING. TEMPORARY SEEDING TWO PASSES AT THE APPROPRIATE PARTIAL RATE FOR EACH PASS. FOR AREAS AVERAGING GREATER 15 FT.
SHALL BE PERFORMED ONLY AT THE DIRECTION OF THE ENGINEER OR INSPECTOR. WIDTH,APPLY HALF THE SEED IN ONE DIRECTION AND THE OTHER HALF AT RIGHT ANGLES TO THE FIRST
4. SITE TO BE SEEDED ACCORDING TO TABLES 2A AND 2B BELOW. DIRECTION.SEE TABLE 3 THIS SHEET FOR SEEDING MIXTURES.
b)APPLY A STARTER-TYPE FERTILIZER TO THE SOIL SURFACE FOR EXAMPLE, 10 POUNDS OF 5-10-10 OR 5
C. CLEANUP AND INSPECTION: POUNDS OF 10-20-20 PER 1,000 SQUARE FEET AT THE TIME OF SEEDING.
1. UPON COMPLETION OF WORK,THE CONTRACTOR SHALL REMOVE FROM THE SITE ALL EQUIPMENT c)LIGHTLY COVER THE SEED BY HAND RAKING OR DRAGGING WITH A MAT OR CHAIN-LINK FENCE. ROLL OR TAMP
AND OTHER ARTICLES USED. ALL EXCESS SOIL,STONE,AND DEBRIS SHALL BE REMOVED AND THE SOIL LIGHTLY TO FIRM THE SURFACE AND PROVIDE GOOD SEED-TO-SOIL CONTACT.
LEGALLY DISPOSED OF AT NO ADDITIONAL COST TO THE OWNER. ALL WORK AREAS SHALL BE LEFT IN
A CLEAN AND NEAT CONDITION. ALL DAMAGE TO EXISTING CONSTRUCTION CAUSED BY d)MULCH GRASS SEED WITH WEED-FREE SMALL GRAIN STRAW OR HAY APPLIED AT A RATE OF 2 TONS/ACRE.
LANDSCAPING OPERATIONS SHALL BE REPAIRED TO THE SATISFACTION OF THE TOWN AT THE STABILIZE SMALL AREAS OF MULCH BY ROLLING,WATERING OR TACKING WITH ASPHALT TACKING SPRAY.
CONTRACTOR'S EXPENSE. TWINE NETTING CAN BE USED IF WIND DISPLACEMENT IS A PROBLEM. IF APPLIED EVENLY AND LIGHTLY,THESE
MATERIALS NEED NOT BE REMOVED. LARGER AREAS SHALL BE STABILIZED BY ASPHALT TACKING SPRAY OR
2. SEEDED AREAS SHALL BE PROTECTED AND REPLANTED AS NECESSARY TO ESTABLISH A UNIFORM TWINE NETTING.
STAND OF SPECIFIED GRASS. SCATTERED BARE SPOTS, NONE OF WHICH SHALL BE LARGER THAT
ONE(1)SQUARE FOOT,WILL BE ALLOWED UP TO A MAXIMUM OF 3%OF THE SEEDED AREA FOR EACH e)SITE TO BE SEEDED ACCORDING TO TABLE 3 BELOW.
PROPERTY. WHEN SEEDED AREAS ARE READY FOR INSPECTION,THE MAINTAINED TURF AREAS
SHALL BE NEATLY MOWED TO THE UNIFORM HEIGHT OF APPROXIMATELY TWO AND ONE-HALF(2.5) D. CLEANUP AND INSPECTION:
INCHES. THE LAWNS SHALL BE CONSIDERED ESTABLISHED ONLY WHEN THE SPECIFIED GRASS IS
VIGOROUS AND GROWING WELL IN ADDITION TO MEETING THE OTHER REQUIREMENTS SPECIFIED.
2. UPON COMPLETION OF WORK,THE CONTRACTOR SHALL REMOVE FROM THE SITE ALL EQUIPMENT AND OTHER
ARTICLES USED. ALL EXCESS SOIL,STONE,AND DEBRIS SHALL BE REMOVED AND LEGALLY DISPOSED OF AT NO
3. AN INSPECTION OF THE COMPLETED SEEDING SHALL BE MADE AT THE CONCLUSION OF THE ADDITIONAL COST TO THE OWNER. ALL WORK AREAS SHALL BE LEFT IN A CLEAN AND NEAT CONDITION. ALL
LANDSCAPE WORK UPON WRITTEN NOTICE REQUESTING SUCH INSPECTION SUBMITTED BY THE DAMAGE TO EXISTING CONSTRUCTION CAUSED BY LANDSCAPING OPERATIONS SHALL BE REPAIRED TO THE
CONTRACTOR TO THE ENGINEER,AT LEAST TEN(10)DAYS PRIOR TO THE ANTICIPATED DATE OF SATISFACTION OF THE TOWN AT THE CONTRACTOR'S EXPENSE.
INSPECTION. 3. SEEDED AREAS SHALL BE PROTECTED AND REPLANTED AS NECESSARY TO ESTABLISH A UNIFORM STAND OF
SPECIFIED GRASS. SCATTERED BARE SPOTS, NONE OF WHICH SHALL BE LARGER THAT ONE(1)SQUARE FOOT,
4. A FINAL INSPECTION SHALL BE PERFORMED WHEN A SATISFACTORY STAND OF SEEDED TURF GRASS WILL BE ALLOWED UP TO A MAXIMUM OF 3%OF THE SEEDED AREA FOR EACH PROPERTY. WHEN SEEDED AREAS
HAS BEEN PRODUCED,UPON WRITTEN NOTICE REQUESTING SUCH INSPECTION SUBMITTED BY THE ARE READY FOR INSPECTION,THE MAINTAINED TURF AREAS SHALL BE NEATLY MOWED TO THE UNIFORM HEIGHT
CONTRACTOR TO THE ENGINEER,AT LEAST TEN(10)DAYS PRIOR TO THE ANTICIPATED DATE OF OF APPROXIMATELY TWO AND ONE-HALF(2.5)INCHES. THE LAWNS SHALL BE CONSIDERED ESTABLISHED ONLY
INSPECTION. IF A SATISFACTORY STAND OF TURF HAS NOT BEEN PRODUCED AT THE TIME OF FINAL WHEN THE SPECIFIED GRASS IS VIGOROUS AND GROWING WELL IN ADDITION TO MEETING THE OTHER
INSPECTION, NECESSARY REPAIRS SHALL BE PERFORMED IN CONFORMANCE WITH THE REQUIREMENTS SPECIFIED.
REQUIREMENTS OF THIS SECTION. UPON COMPLETION OF THESE REPAIRS,THE SEEDED GRASS
SHALL BE REINSPECTED UPON WRITTEN NOTICE AS ABOVE. 4. AN INSPECTION OF THE COMPLETED SEEDING SHALL BE MADE AT THE CONCLUSION OF THE LANDSCAPE WORK
UPON WRITTEN NOTICE REQUESTING SUCH INSPECTION SUBMITTED BY THE CONTRACTOR TO THE ENGINEER,AT B
LEAST TEN(10)DAYS PRIOR TO THE ANTICIPATED DATE OF INSPECTION.
5. A FINAL INSPECTION SHALL BE PERFORMED WHEN A SATISFACTORY STAND OF SEEDED TURF GRASS HAS BEEN
TABLE 2A PRODUCED, UPON WRITTEN NOTICE REQUESTING SUCH INSPECTION SUBMITTED BY THE CONTRACTOR TO THE
ENGINEER,AT LEAST TEN(10)DAYS PRIOR TO THE ANTICIPATED DATE OF INSPECTION. IF A SATISFACTORY
SHOULDERS, SIDE DITCHES, SLOPES STAND OF TURF HAS NOT BEEN PRODUCED AT THE TIME OF FINAL INSPECTION, NECESSARY REPAIRS SHALL BE
(For Slopes Between 2:1 and 3:1) PERFORMED IN CONFORMANCE WITH THE REQUIREMENTS OF THIS SECTION. UPON COMPLETION OF THESE
Date Type Planting Rate REPAIRS,THE SEEDED GRASS SHALL BE REINSPECTED UPON WRITTEN NOTICE AS ABOVE.
Mar 1 -June 1 Kobe Lespedeza(scarified) 50lbs./acre TABLE 3
and LAWN SEEDING
Mar 1 -Apr 15 Add Tall Fescue 120lbs./acre (Cool- and Warm-Season Grasses)
or Typical Planting Rate/1,000 sq. ft.
Marl -June 30 Add Hulled Common Bermudagrass 25 lbs./acre 2 3 4
***Tall Fescue and 120lbs./acre Lawn Grass Planting Dates Seeds Space Planting Sprigging
June 1 -Sept 1 ***Browntop Millet or 35lbs./acre March 1 to Oct. 15 6 - -
"'Sorghum-Sudan Hybrids 30lbs./acre Tall fescue (Aug. 15 to Oct. 1 optimum)
Sept 1 Mar 1 Kobe Lespedeza(unhulled/unscarified) 70 lbs./acre Oct. 15 to March 1 6 fescue
and Tall Fescue 120 lbs./acre Tall fescue/annual (winter) ryE 1 rye
Nov -Mar 1 Add Abruzzi Rye 25lbs./acre Bermudagrass(seed) Apr. 1 to Aug. 15 1 to 2 - -
Bermudagrass (vegetative) Apr. 15 to Aug. 30 - 5 45
TABLE 2B Centipedegrass March to July 0.25 to 0.50 5 4 -
SHOULDERS, SIDE DITCHES, SLOPES Zoysiagrass April to July - 5 45
(For Slopes 3:1 and Flatter) St. Augustinegrass Apr. to July - 5 -
Date Type Planting Rate
Aug 15-Nov 1 Tall Fescue 300lbs./acre *NOTE: SUBSTITUTE GRASS SEED MIXTURES MUST BE REVIEWED AND APPROVED BY THE ENGINEER.
Nov 1 -Mar 1 Tall Fescue and Abruzzi Rye 300 lbs./acre
Mar 1 -Apr 15 Tall Fescue 300 lbs./acre NOTES:
Apr 15-June 30 Hulled Common Bermudagrass 25 lbs./acre
Tall Fescue and***Browntop Millet 35 lbs./acre 1. SOD CONSISTING OF COOL-SEASON GRASSES CAN BE INSTALLED ANYTIME THE GROUND IS NOT FROZEN.SOD
July 15-Aug 15 CONSISTING OF WARM-SEASON GRASSES CAN BE INSTALLED AS LONG AS SOIL TEMPERATURE EXCEEDS 55'F A
or***Sorghum-Sudan Hybrids (TYPICALLY APRIL 15 TO OCTOBER 1).
2. POUNDS OF SEED PER 1,000 SQ. FT.
*NOTE:SUBSTITUTE GRASS SEED MIXTURES MUST BE REVIEWED AND APPROVED BYTHE ENGINEER. 3. SQ.YDS.TO TURF CUT INTO 2-INCH CENTERS TO PLANT 1,000 SQ. FT.
4. BUSHELS OF SPRIGS PER 1,000 SQ. FT. (1 SQ.YD.OF TURF PULLED APART IS EQUIVALENT TO 1 BUSHEL OF
SPRIGS.
TEMPORARY AND PERMANENT NON-LAWN SEEDING MEASURES PERMANENT LAWN SEEDING MEASURES
NOT TO SCALE NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
" - PIEDMONT LITHIUM CAROLINAS INC.
°'�N.•CARO EROSION CONTROL DETAILS
Ess,o�..% CAROLINA LITHIUM PROJECT
SEAL
03 2 LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
P I E D/�AON T 3 5/31/2022 REVISED PER DEMLR COMMENTS '., ��'•• �.••y GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''��Fri'/••" P o` FILENAME - OOG-013
440 S.Church Street,Suite 1200 �� E K. N` �
L ` �,l 1 8/27/2021 MINING PERMIT ����,,,,,�►�� 1/15/24
I � i-1 � U IY� Charlotte, NC28202-2075
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - N.T.S. o0G-013
N.C.B.E.L.S. License Number: F-0116

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PROJECT MANAGER V. HAYNES, PE
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,,♦��N •CAR0 "',,,, LITHIUM HYDROXIDE CONVERSION
o�:••F�ss %-; CAROLINA LITHIUM PROJECT PLANT EROSION CONTROL & DRAINAGE
r- - . 'sE _
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20 = LITHIUM HYDROXIDE CONVERSION PLANT AREAS PHASE 1 - OVERALL MAP
PIEDPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS '%9��''•** ��•�1:1 GASTON COUNTY NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ��'�R�E•K.•HP .�`�1/15/24 FILENAME - 01 CP-001
440 S.Church Street,Suite 1200 ' /,,11111�11���%\ `
L I T H I U Charlotte,NC 28202-2075 1 8/27/2021 MINING PERMIT SCALE - 1" - 200' 01 C P-0 01
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 -
N.C.B.E.L.S.License Number: F-0116

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I I - / / // y // / ( /�/ A V A .yl A v - �., w \w \ w \ w \ v AIIIIIIII - / / l / l) \ VI 1 \ - _ / / / /////// / / I I v v I I 1
/ I " RECLAIMED _ '���y89 ❑w / ❑// / I v 1 1 vA, v / wV v wv� vw x li //2'/N/ SEE GENERAL NOT v- v
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v v v �I /� I I� _- ,,�� �.--- �`so_ i ��- // 1 � / � ' .���� v v v ' /i Ill II(W v v19vv 1 �v vv /// I b I I III ° - -- - / //////// / ii v I I I v I I / / // I 1 II I 1 / �/ 5. SITE LAYOUT IS BASED ON GASTON COUNTY UNIFIED
1 - / I - = -v���, / / ` / / / v � 1 A iSbj/ III11 \ \ VA\ I -�/ A I / / / / / II 1 1 I /
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v /
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/ v� v �/ �' \ vv vvvvvvv- VAVA\ V - �� W V A' A v � � ♦ III1� IIIIIIIIIIIIA\ IlAVv \ \ 1V 1_ -// /' A A I1/ IIII -`-�� �/ / / / /// l1I / i I I V vv - / // / I I I / / I I I
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p / \\ \ \ \ W \1 \ ` - lii ;/-_ / /// / I I / \ / / / MINIMIZED AND NO IMPACTS WILL BE ALLOWED WITHIN
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v I I� I \� v� l ♦ \ VA \ A V A v \vV\Vl ������ — 1 i .vv` �� /� �,— / / / 11 --_v — i i 1 I / // // / /' THE DELINEATED STREAM "HIGH WATER MARK."
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\_� - ♦ •�\�\\ \ \ -103 \ I I \ \ \ IIIIIl I \ / \ \ , 1 , I / I I / 7. CULVERTS TO CONVEY CLEAN WATER ARE TO BE
- 1 _ --m- --- - W � \. \ 1 1 \ \ \\ 111 \\ \"\` - / I I I 1 \ -`, . Q\ \ �. / \ III 11 II II II \\ - 0.09 ACRES I , - w 11111111 I ,/ i I \ �'I ,--- ------- ,-� //// / / / INSTALLED FIRST IN THE PROJECT PRIOR TO
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1;1 \\ \\ \ \\ I / — — —�— •- \,, — � \\\\ \\\, SEE GENERAL NOTE 7 --\\I 11\I \ \ _ i \ \ \ uQ' IIIII I11 \\ \ / / \ \ � y� - \ ♦� / Ill yl 'i I \ \ x / / I
I/// \ J I \ -%� \ PROPOSED FENCE. / / // / I I I /
v v y vv v v v \ _ I I v y v� �v v� \ I Il �,/ I v v ❑ / I / INSTALLATION OF TRAPS. PROVIDE CULVERT INLET
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J/0 I _ �. v vv vv v v v ♦ v III/ 1 �v a 1///// / v 1 / / I I I I I PROTECTION AND OUTLET PROTECTION.
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- i 1 y // / 1 v v- - v • ' �'- - `v- vvvv `vvv�v 1 vvv v v `v v y \ ( \ 1 I 1 I / / 838 -I / I I I) I I /// / / / / / / /I` / 1 I 1 / I / /I/ / ( I 1 I I 1 I I / 1 I 8. PROPOSED FENCE TO BE INSTALLED AS SHOWN
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w 1 ---'- \ I /' PROPOSED FENCE \ ` SK-243 " y ', \ \ \ k\,
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1AI V / I / - /// vv vv v\ v 1. \ \ \ AVA VA \ \ IA v v vv vv / 1 / � / / // V A V A V A A V v v
v II v v v vv vv v y �b ❑;� at I` � /°ia ❑�� 8 � / / i �� l FROM TOP OF BANK 1 v v v v
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\ / / � _ >—max ,_ g 1 , v v vv vvv111 �11vvvvv ' v v \v v vv vv vvvvvv STREAM CROSSING NO. 3 / // 1v/ II III R a � ro / / x I I I IIj vv vv v v vv v v v vv - v -_
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- - - zg�- - � � 1 o A - v v I I/ // / II III I I I I �� ------- v v
v / v v,I / / __ SEE SHEET 01 CP-0010 a v v I 1 I 7� �_ ti�� vvvvv vvvvv vv ❑ // 1 //�//i II lI l l// 1 I vv ❑ ° ❑ 225
\ \ V - / 1 I 1\\\VII / / // ��� \� 0"'p 1 I / _ AA VA \ 111A V / / Ill) I Ill \ ------ v -
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/ // / �l 1 A \ ` - --- - v� vvvvvvv y� 7Tt \ '� �- 1 111 \I/�/\\\VAI1❑\VAvv v�/ ' /, ll_/`1 �I11j 1 1 1 I - _ - v V /
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1 1 I / _ 10 METER CEMETERY SITE BUFFER // / // / / / /// / / i / I 1 / / v vv v v I / v vv __-v v _ ;�/ �`�' ;_ // 1 I v Iv WETLAND AREA 7 PERMANENT SEDIMENT BASINS: SB SB201
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PROJECT MANAGER V. HAYNES, PE
- PIEDMONT LITHIUM CAROLINAS INC.
``�''�N C�RO '''''- LITHIUM HYDROXIDE CONVERSION
_�:••F�SS/off❑: CAROLINA LITHIUM PROJECT
:Q�° PLANT EROSION CONTROL & DRAINAGE
r- S E L
4 1/23/2023 REVISED PER DEMLR COMMENTS
3 ° = LITHIUM HYDROXIDE CONVERSION PLANT AREAS PHASE 2 - OVERALL MAP
PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS ''_••'•. "I . `_ GASTON COUNTY NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �'11,,FR1E•K••NP��.\`: FILENAME - 01 CP-002
440 S.Church Street,Suite 1200 // ��
1 8/27/2021 MINING PERMIT '� � 1 15 24
L I T H I U Charlotte,NC 28202-2075 �1111111111
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 200' 01 C P-002
N.C.B.E.L.S.License Number: F-0116

1 2 3 4 5 6 7 8
w
_z
J
w
W
Q w
O
U
INSTALL GUARDRAIL PER D
NCDOT STANDARDS AT
LOCATIONS WITH FILL
SLOPES GREATER THAN
3' IN HEIGHT
2%CROSS SLOPE 2% CROSS SLOPE
EXISTING GRADE
J
ACCESS ROAD TYPICAL SECTION
C
HP STA= 8+90.16
HP EL = 881.48
VPI STA = 9+90.16
930 VPI EL = 878.73 930
o K = 212.93
O o 200.00'VC
920 < 920
co
U) 0)
J
910 > w M � M0 910
CO CO o L6
- - 0 ti--------------
H _j Q °o
---------------- —00 HP STA= 24+04.54 900
- � w Cl)cCl)----------- LP STA= 21+32.39
- ---------------2.75%
w � � � HP EL = 841.56
> > > > LP EL = 839.45 VPI STA = 24+25
890 --- -- VPI STA= 20+75 VPI EL = 842.16 890
-- VPI EL = 838.66
24" PIPE - - K = 79.54
---------------------------- K = 42.61 200.00' VC
880 ----
200.00' VC SSO
---_-__---- EXISTING GRADE LO
LO LO CN CO N
+ N CO
870 - - --------------
- � CO + c0 coo 870
36" PIPE _ N co N �
Q 0 Q 0 ~ _j ~ _
-----
J l— J (!) W (n W M 0
----- -- - CR
3.6g% cq w cn w
860 PROPOSED ROAD GRADE --_
U U a_ 0- B
------ d d > > > > cn
- - - > > > > N O
Q O
850 ---__ CO co 850
co
- d J
----------------------------------
1.00% — d —- - - -------1.51% 840
o W
840 - -------------
830 830
STREAM CROSSING NO. 3
SEE SHEET 01CP-13008
820 820
810 810
O n T c> O r c0•l T m f0 c0 N T W ^ V N T A M O N N n O V (^O N <h V V O A7 7O M N O M (09 N n V N O 0 0 O m 0 0 O m N
M y m W O m m W m W m W O m W T W W W N N N N 0 O^ W W N O G r r r W n m ^ .6 N O a N aD O aD O O O N h N N N06
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00
ACCESS ROAD PROFILE
HORIZONTAL SCALE: 1" = 100'
VERTICAL SCALE: 1" = 20'
A
PROJECT MANAGER V. HAYNES, PE
" - PIEDMONT LITHIUM CAROLINAS INC. ROAD PROFILE
o` R
o�Ss CA%o CAROLINA LITHIUM PROJECT
• SEAL
4 1/23/2023 REVISED PER DEMLR COMMENTS 032 2 = LITHIUM HYDROXIDE CONVERSION PLANT
3 5/31/2022 REVISED PER DEMLR COMMENTS '., '••. i GASTON COUNTY NORTH CAROLINA SHEET
I E DPAON T HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''�,,FI'/E'K'•NP`��•`� FILENAME - 01CP-003
440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT
01 C P-003
L I T H I U Charlotte,NC 28202-2075
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 100'
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
950 950
BEGIN LIDAR DATA
940 No. 10 NO. 10 940
TURNOUT TURNOUT
930 930
00 LO
CY)
920 � 0 920 D
°'
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910 w
- - _ w w PROPOSED TOP OF RAIL 910
900 ---------------------------------------------------------------2.00% 900
Y _
--------------------------------
Q NO LIDAR SURVEY DATA Q
890 ry AVAILABLE IN THIS AREA. --- 890
EXISTING GRADE IS =
Z APPROXIMATE, AND FINAL --
880 1-- RAIL DESIGN IS PENDING - - - ------------------'2.50% 880
U) SURVEY DATA. o t� ------------------------
w U EXISTING GRADE oo Cl? o � Co ti
870 = 00 o � o Cq 870
(D 00 +
o> 000
m Uw � 00 +000
860 N > w > 860
w i - w > J
w i1 w
2
850 850
L 200.00'
R -0.25
840 840
830 830
820 820
C
810 810
800 - 800
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00
LEAD TRACK PROFILE
HORIZONTAL SCALE: 1"=100'
VERTICAL SCALE: 1"=20'
950 950
940 940
930 930
920 920
B
910 910
900 900
890 L 200.00' w 890
R 0.25
880 - - L 200.00' U
880
R 1 .00 PROCESSING PLANT
----------------
0
870 0 � CD � 0 870
00 o ti
------------- -- o 00 o ~ o � O ti 860
-2.50% � rn
860 ---------------------------------- co + 00 0 o LO oo rn o
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J co w co 00 + � M C7
> CV
W cY > + 00 Cfl 0000 + 00
w w CO w 850
w
---- w ° > w > J > J
PROPOSED TOP OF RAIL - 2.00/o
- -- > J
0- w a_ w 0.00% 0- w
840 = --- - - 840
830 830
EXISTING GRADE
820 STREAM CROSSING NO. 4, 820
SEE SHEET 01CP-0010
810 810 A
800 800
22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00
LEAD TRACK PROFILE
HORIZONTAL SCALE: 1"=100'
VERTICAL SCALE: 1"=20'
PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC. RAIL PROFILE 1
o` CAR
o�:`.o�Ss%o�.' ' CAROLINA LITHIUM PROJECT
SE -
032 2 = LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
3 5/31/2022 REVISED PER DEMLR COMMENTSP I E DPAON T �'.,�9��'•.••••i••••,•.�y�`��. GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ,� R/E K NP FILENAME - 01CP-004
�I I U Charlotte,NC 28202-2075
440 S.Church Street,Suite 1200
L I T 1—I '
1 8/27/2021 MINING PERMIT 1 SCALE - " — 100� 01 CP-004
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 -
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
D
950 950
940 NO. 10 NO. 10 NO. 10 940
TURNOUT I TURNOUT I TURNOUT
930 930
L 150.00'
920 R 1.33 920 PROPOSED LEAD TRACK
CO N 25' 15' 4'
2'
so i
910 co
� N 0') PGL PGL T/R
900 co o 000 (q o 115 LB RAIL (TYP)
w CO 00 COM CO 00 co c�i 900 TIMBER TIE 12"
w ti 00 PROPOSED TOP OF RAIL M
+ TYP
+ 00 00
890 -2.00%
00
LU `y 890 � �
> J > J > J
w W W W W >
P
--------___ -- 0.00%
-t
880 880 °
2/0 1
870 Q 870 `L1�P 6" BALLAST 4" SUBBALLAST
MIN C
0
860 J 860 COMPACTED EARTH
EXISTING GRADE
850 850 EXISTING GROUND
TYPICAL SECTION - LEAD TRACK
840 840
NOT TO SCALE
830 830
820 820
810 810
800 800
13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00
YARD TRACK 3 PROFILE
HORIZONTAL SCALE: 1"=100'
VERTICAL SCALE: 1"=20'
(p PROPOSED q PROPOSED (p PROPOSED q PROPOSED q PROPOSED (p PROPOSED PROPOSED B
YARD TRACK 1 YARD TRACK 2 YARD TRACK 3 YARD TRACK 4 YARD TRACK 5 YARD TRACK 6 YARD TRACK 7
25' 15' 15' 15' 15' 15' 15' 25'
PGL T/R
115 LB RAIL (TYP)
TIMBER TIE
12"
TYP
2%
3'. f 2%
6" BALLAST
MIN 4" SUBBALLAST
EXISTING GROUND COMPACTED EARTH
TYPICAL SECTION - STORAGE YARD TRACKS
NOT TO SCALE
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PROJECT MANAGER V. HAYNES, PE
" --- PIEDMONT LITHIUM CAROLINAS INC.
BAR RAIL PROFILE 2
�o�:`.FEss%o�.'�' CAROLINA LITHIUM PROJECT
N �� _ `•Q�o S A ���••
4 1/23/2023 REVISED PER DEMLR COMMENTS 03 2 LITHIUM HYDROXIDE CONVERSION PLANT
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YPIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS �'.�9�� •.•,••i••E•.�y��� GASTON COUNTY, NORTH CAROLINA SHEET
o HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�� R/ P ��` FILENAME - 01 CP-005
a 01%'1/15/440 S.Church Street,Suite 1200 '�i E K' N 24
#� 1 8/27/2021 MINING PERMIT � uniii►► �
L I T H I U M Charlotte,NC 28202-2075 SCALE - 1" - 100' 01 C P-005
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 -
N.C.B.E.L.S.License Number: F-0116

1 2 3 4 5 6 7 8
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PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC.
''�N RARo "', LITHIUM HYDROXIDE
4/'/
=o�:••��SS/o.*.. CAROLINA LITHIUM PROJECT
y _ : �° : CONVERSION PLANT-
= • � • SE
°32 - LITHIUM HYDROXIDE CONVERSION PLANT CULVERT DRAINAGE AREA MAP
4 1/23/2023 REVISED PER DEMLR COMMENTS
PIEDPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS ',9��•'•• I ••� GASTON COUNTY NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �',,,e, *..•.••NPR'.\ FILENAME - 01 CP-006
L I � � � � 440 S.Church Street,Suite 1200 i� �
s�ss1z4 01 CP-006
Charlotte,NC 28202-2075 1 8/27/2021 MINING PERMIT
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 200'
N.C.B.E.L.S.License Number: F-0116

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PROJECT MANAGER V. HAYNES, PE
IIfill,- PIEDMONT LITHIUM CAROLINAS INC.
11�. .. C..... '''- LITHIUM HYDROXIDE
_ :••FOSS/o*;�': CAROLINA LITHIUM PROJECT
_ ' �° = CONVERSION PLANT- PLAN VIEW
r - = • ' •SE
4 1/23/2023 REVISED PER DEMLR COMMENTS
V , 2 = LITHIUM HYDROXIDE CONVERSION PLANT KEY MAP
PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS '%_••'•��1 �•� GASTON COUNTY NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �',,FR�E•K••HP.�`�1/15/24 ' FILENAME - 01 CP-007
440 S.Church Street,Suite 1200 ' 1,/' �_���������' `
L I T H I U Charlotte,NC 28202-2075 1 8/27/2021 MINING PERMIT SCALE - 1" - 200' 01 C P-0 0 7
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 -
N.C.B.E.L.S.License Number: F-0116

1 2 3 4 5 6 7 8
GENERAL NOTES: / / / / L / G / f I c")
1. CULVERT TO BE INSTALLED FIRST IN PHASE 1 TO PROVIDE FOR CLEAN WATER BYPASS
ACROSS SITE. PROVIDE CULVERT INLET PROTECTION AND OUTLET PROTECTION. SEE
SHEETS OOG-009 AND OOG-010. - / / l / / \ J / j ♦ /y, `
/ I
2. ALL SLOPES 3.1 AND STEEPER SHALL BE STABILIZED WITH NORTH AMERICAN GREEN �� woo
S150. SEE DETAIL SHEET OOG-012. CONSTRUCTION ENTRANCE _ / / ♦/ I' y #` \ \ I\ I I I \ I I
AND CONCRETE WASHOUT r� - �/ it
SEE SEE DETAILS ON SHEET OOG-008 \ \ \ \ I CO \
3. SEE SHEETS 01CP-AO04 AND 01CP-AO05 FOR SEDIMENT BASIN DETAILS AND % \ - - _ _ / / ��` 1 - ST-228
STAGE-STORAGE DATA. I \ \ \ \ I I
-4. - ST-220
\ \ I 4. SEE SHEET OOG-005 FOR TRAP AND BASIN SUMMARY TABLES. SEE SHEET OOG-007 FOR 100 0 100 200
-' / � i � � , -. � �-V � , � / � / � / � � �� � �f�� \ V V AVA \ \ \ \ 1 I I / V 1 I I I
SEDIMENT TRAP AND SKIMMER BASIN DETAILS. SEE THIS SHEET FOR STAGE-STORAGE i - / / i / y / A \ A \ \ \ \ \ 1 1 I \ \\ 1 SCALE IN FEET
DATA.
cp
5. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING THE DEVELOPMENT. / / / \ 6' \ \ \ \ \ \ \ 1 1 I \\\
' \ SK-247 1 ♦ \ \ \ I
BREAKS IN THE FENCE LINE OCCUR WHERE IT INTERFERES WITH EXISTING STREAMS OR ( ��/ � , ,,❑ / ♦� , � � ♦/ _ � ' R ♦ �`
WETLANDS. 15' WIDTH OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSED FENCE _ _ - \ \ \ \ \ 1 I I \\ SEDIMENT TRAP AND SKIMMER BASIN
/ / \ _ / ♦\/ 9� \ ♦ \ \ 1 1 1 1 I
LINE. � A / / i �� -f� �. � / � � � � � \� � \ \ \ \
/ ' / � \ \ \ \ I I \ \ STAGE STORAGE DATA
/ � � // � I I v \
6. CONNECTIONS TO MUNICIPAL AND OTHER EXISTING UTILITY SYSTEMS ARE STILL TO BE ST-220
I _ _ \� / v _ y / �♦ T 1 \ 1 I I III / \
DETERMINED. LOCATIONS SHOWN ON THESE PLANS ARE APPROXIMATE. I / _ i / \ �\ j / i '�` I /I I I I I I I I I I I I I I I I I Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
R ` I I I I III 889.00 0.00 852 0
7. SEE SHEET OOG-002 FOR LEGEND.
890.00 1.00 1091 969
8. INSTALL TEMPORARY CULVERTS AS NEEDED FOR CONSTRUCTION ACCESS. \ \ �`C`_ / / ' y �♦ - 00 - -
/ / CONSTRUCTION STAGING AREA 1 \ �I I _ ` ' I 891.00 2.00 1,355 2,190
EXISTING CSX RAIL CONSTRUCTION ENTRANCE i // �Q�� / V / �� v / APPRox.2ACREs ��+ I I y \ II \1
\ � -� 892.00 3.00 1,645 3,687
\ \ \ \ AND CONCRETE WASHOUT / / I \\\ \ `Ir / / /' , �' x- _x-777 x-x-x x- �x
V A V v WAY _/� �g� SEE DETAILS ON SHEET OOG-008 / I I� \\\\ �x 7� - /� ST-221 - CULVERT C-101 �A \ _ / 1 - I �- 1 \�\
\ \ \ \ / / / / -� -� I ❑�� A�� ❑/��/ \ �� \ SEE GENERAL \�y 893.00 4.00 1,960 5,488
\ \ \ \ \ / / / / / // / u ♦ /- ' - I / 'i ` X / NOTE #1 / \ DRAINAGE AREA \ \\❑��\ ST-221
DELINEATION \ \\\\II?
+� A �� v ��y / ♦� VAS \ \\ Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
\ v - / ❑ / / A �0� - +� // / / \( f� / / / \ \ ! A \ \ v \\\ 884.00 0.00 778 0
SEE NOTE 8 / X / / ++ / / / \ ♦ 1t / � \ \ /\ \ \\ \ - ----_-- - - / i - _ x' %/ /�,y // / + \ / J / a / \ I I \\��f��;f♦J y♦ y /�/}!�// ///// \\ f`.♦`.y♦\ \ \ / CONSTRUCTION STAGING \`
I \\\ \\\
\\\\
885.00 1.00 1 032 902
877 \"x
APPRO .6 CS 886.00 2.00 1,317 2,074\ A2
ST-222 i // / A \ V A��♦V \ \ y 887.00 3.00 1,632 3,545
� / / / I I �f - ' �/ / \ \ \ \ �♦� \ \ \ 7� y / ` ` X \ I I I I 888.00 4.00 1,978 5,348
� - 880 / �/ � � /I\ \ � - ��k` �� � � / / I \ 1 \ � ♦y \ \ / /y♦ y \ �`� f I xl /�/❑' ST-222
y4; J -�' II �� v v - \ I I I ♦ A / y� \ \ \ \ I / / Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
/
\ 1 876.00 0.00 1,348 0 C
\ \ / ♦ + / / / -� \\ -\ \� S K-246/ r1 )/ I �. y / / \ \ �/ I I 877.00 1.00 1,640 1 492
1 _ , �� I _ _ , s♦ � _X�x, X,f�_ vv v���� v�; �, �� , l / f v , / x III
X / / ,x�x `` \\�❑\� \ \// /// / I ( / \ - ���\ _\\ - _ // - X // / \ / k// _ _ _ � \ VA \VA���-"V" \� �% ' l ��V \ �� II�/II/I I II
II \ \\ ��. ♦ A / / �// _ ♦ `��'�-� \� \ \ \�I i/ /l /l///I I 1 878.00 2.00 1,957 3,288
'�DELINEATED WETLAND �-,A_x II 879.00 3.00 2,300 5,414
i
SK-241 880.00 4.00 2,675 7,899/ I
I X \ // ♦ x / +. CULVERT C-103 / A\�- �� I I i 1 ❑ I I
�X \ /❑ / Cp- �f Z_ - - �� +. - SEE GENERAL �� _ � / \ \\\ \ , ♦ //// y \ \ I ST228 - Phase 1
NOTE#1 \\\❑ � \I \ \ % I
/ \ / \y \ \ \ I I `; 1 I I Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
/ N �X \ V A /A i� ♦ \ .� \ \ V� VV\\ �_ STREAM BUFFER 30 FT \ #� \ 1 x� I I
X \ ❑ // + ♦ y \\ \\❑ \ \� \ \\�\\\❑\\\ \\ FROM TOP OF BANK- _ - - + \ 892 00 0 00 708 0
/ -- X \ \ \� \ / - - - ♦ O-\� ♦\ \ \ \\\ \ \ \\ , ' k \ \ -�� � \ \ \ 893.00 1.00 947 825
894.00 2.00 1212 1901
���� 1 I x I y v �♦ A �� V A\ \ \ \ \\ \ \ 1 \ ❑ vA\\� III w ��I I 1 1
\ \ X 895.00 3.00 1,501 3,255
\ ♦` 1 I X CONSTRUCTION STAGING AREA 4 \ / \ _ \ 1 �`�♦\ \ \ \ \ \ \ \\\1 - - - 1 I i 896.00 4.00 1 816 4 911
\ x APPROX.6 ACRES \\ \ \ ❑ CULVERT C-102 � ' y��/\ ,
I x k\ X - y \ + \ \ \ \ \ / �� \ - SEE GENERAL I \ ��
i R ♦ \ \ \ \ \ \\ \
/ / \ �,\ 1 ♦J 1 \ \\+y♦\ \ \ \ \ \ \ \ \ \ \�\\\��� �� \ \ NOTE#1 1%
�x� - -��x��,k\ '_�� �X - / ��\ \ 1 I♦ \ � \ �\�`♦ \ \ \ \ \ I I I \\ �1(�\❑���� �_ ` , � I 1 f� � I 1 sK-241 - Phase 1
X ❑ y ♦ \ \ y+� \ V A \ VA\�� A� �A\ I '+�1►A - _ V \ V / I 1 \ Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
x + \ \ \ I \\ .� \ \ \ \ l ❑ \\ \\ 1 \❑ SB-208 \ f�\
I X \\ � x\ - __ - jam' ``� y \ \ 1 1♦♦ \ \ \ �3' \ \ SEE SHEET 01CP-A004 \ \` - - \ \ \ , \ \ 1 874.00 0.00 3,928 0
-I I ; \ x�� - - _- -- - `♦ \ \ +` \ \ \ \ \ 1 \ \ \ �\ \ \ \ f
, 4 � \ ♦ \ 1 875.00 1.00 4,426 4,175
_ � �� -- - - - ���� f� A 1 A ♦ I I I A �, �� v \ \ \ V A \ AA VAA AV V v (< < v v v \ 1 I I I I I v _ v \ V A v / I
\ � �\ -�--: - � � \ ) \ �♦ I I � 1 �� \ \ \ \ ( ❑ � � \ I I I f \ \ \ i �� I. 876.00 2.00 4,949 8,860
I X \ oo
I �' ,\ 1 1 I / / - `� \ 1 1 I 'I♦ 1 I \ \�+`� \ \ \\ \ \ \ \� \\ \ \ \\�_ \\ \ \ \ \ \ \ \ _ / /T 877.00 3.00 5,497 14,080
x� \ ) \ \ +• / " \ \ \ v v \ \\ v - �� \ V A - / 878.00 4.00 s o71 19,862
I�� � \ V ♦AVA \ \����\\ \ \VAVA\�❑ w❑ � \�� � v A V\ \\\ � � � � y \ \ \ �\ � � /
- - IX I I / J ♦\ \ \ ♦\ \y+ ♦ \ \ \ \ \ f� \ o SK-243 - Phase 1 B
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f \ ♦ v v ♦v v v vv \ v vvv v I \ v +v V �v
I / / s6-210 ) \ \ ' ♦ \ \ \\� \ \ \\ _ \ \\ / i 874.00 0.00 2,676 0
SEE SHEET01CP-AO05 +�y \ \ ♦ \ \ \ \+�� \ \ \ \\ \ \ \ \\ I \ \❑ \ \\ \ \ \ �\ '
\_ I \ / / \ .♦\ 1 \ ♦ \ \ \ \ ♦ \ \ \ \ \\ \ \\ \ \\�\\\\� \\ \ \ \ \ \\ \ ♦`+♦\ \ \ \� \ 875.00 1.00 3,083 2,877
\ �♦ \ \ U'\+�\\ \ \ \ \\ \ \\ \ \\❑�\ ��\❑\\ \ \ `��„\ 876.00 2.00 3,627 6,228
\ \ \ i � \ \ V v\� ♦ A A \ V A V VA V \� v❑V A\ � vvv v\ \ \ ♦VA \ V A
fly J ♦ \ �+ ♦\ \ \ \\ \ \ \ \ � �\\ \\ \ \ \ \ ♦ \ 877.00 3.00 4,090 10,085
I \ LIMITS OF _ y ♦ \ \ y \ \ \ \ \ \\ \ \\ \ \ \ \ \ / 878.00 4.00 4,578 14,416
i DISTURBANCE � +♦ \ \ I ( �\ \\ �r \ \ \ \ � //// SK-246 - Phase 1
c x� _ - - �-�� _ ♦ v �- I 1 � \ \ � �� vvv v ��► � /
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\� XI / /// �- - - \ \`;�❑ \ 1` I \ 1 y \ �\ \ \ I \\ 1 SK-248 I \ \� \ \\\\\\\ \\\ \\ `'+ y = �/// Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
\� o� Lx \ \ - / /// /// ❑- �\ � \� \ \ h \ \ x++. \ \ \ \ \\ \\ \ \ \\ \ \\® \ - \ \\\ \\ \ \\\ \�`+�� - \ // 877.00 0.00 3,539 0
DELINEATED WETLAND PROPOSED FENCE \ \ / /// �- _ \ ��\ ♦ \ \ \ \ \ �\ \ \ \ \\ \ \ \ \ + �� / / //
1 LINE, SEE NOTE 5 \ // // _ - \\ ��y ♦ \ \ \ \ \ \ \ \ \ \\ \\ \\\ \ \ \ - 878.00 1.00 4,013 3,774
x � \ - - �/////� � � \ \ \ � \ - � , - ♦ \ \ \\•,c♦�\ � \ \\\ " \\ \ \�\ \ \ \\ ��~\ \ \\\\ � \\\ ❑�.�y / z 879.00 2. 4
-X_� \\ V A 00 4512 8,03
SK-243 1 \ ♦ V A �- � + \\ V A \ \ V A \ �\v v v v v +, ♦�
880.00 3.00 5,036 12,805
� I \ 1❑\ \ x
' _x- x 1 I �x �_x x x_x x / // I �� \\ \ I sS F �� �♦ \ 1 I ;� \� \ VA \ \ VA \ VA \ VIA \� A9VAVA\ \ z 881.00 4.00 5,585 18,113
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� z
_ l \
1 x-x� o' / I 1 x_x-x-x / \ \\ \\ \\ \ \ .� ♦ / �\ ♦ I x \ \ \ \ \ \\ \ �\ ❑ \ \ \ \ O
-
\
f\ ♦ \ ♦ 1 � \ \ \ \ \ \ \ \ \ U S K-247 Phase 1
\ I x- 1 \ \ \ \ \ \�� ` \` \ ♦ ♦ + \ \ \ \ \ \ \ ❑I \\ \ IY Elev. msl Depth ft Area Cumulative Volume c
I', xl / \ x-x- \ \ \ \ \ � \ V �k ,x-f V ♦ \ \ �� \ V AVA \ \\ V A \ V A \ \ \\V A ILL O ( ) p O (sfl ( fl
888.00 0.00 2 273 0
1 1 1 x 1 x�- -/x-x- =x� - - ❑ �s xx 1 v v A V \ \ \\ III \I \ \\\�\v\ \ ♦♦ i v \ v \\v\♦�� + \\ v Vv\ \\\\\\\ V A A _v v \\ v\ v\\
v \ om 889.00 1.00 2 658 2,463 x � P)ZONING SETBACK (TY
/ -- - \ - - - - _ _ 1 x \ \ \ \ 1 I I \ \ \ \ \ ; \� \ ♦ \ \ y ♦+ \ \ \ \ \ \ \ \ \ \ \ \ \\ \ U 890.00 2.00 3,069 5,324
PROPERTY LINE (TYP) \ 1 \ \ \ I 1 I I I I I\ \ \ \ \\ \ ` \ \ \ \ \ \\ \ ❑ \ \ \ \ \\ \
1 I I I I I I I \\ \ \\ \ \ \ �' \ ♦ \ \ \\ \� \ \ \ \ \\ \\ \ \ �� 1\ \ \ \ \ 891.00 3.00 3,505 8,609
F
\ / I - - _ - V \ \ \ \ 1 \ I \❑ A \V A y + \ \ VA \ �\ \ �� \ \ w 892.00 4.00 3,966 12,342
\ 1 - ❑ � I I I I I A\ \ AVA \ \ v��; \ - �♦ AI\ \ A \♦ \ \ \ \ \ VAA \\ \\ \ \ \ V A \ \ VA z
_ PLANTING BUFFER (TYP) W w
v I I \ \� y \ \ ❑ ♦� \ \ \ \ \ \\ \ \ \ \ \ \ \ w F S K-248 - Phase 1
1 1 x� 1111 1 AV A ♦ �� i I \ \ \ \ \ \\ \ vvv v
� \ \ \ \ \ - � -� v � VA , \ \ \\ \ � � � �� y � I I � I �♦�+V A \ \ VA \VAV A \ \ �,�� 1\\ V A \ V � Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
\ / \ 1 \ / > ❑ - - \ 1 I / I I 1 \\ \ � I I ♦ \ \ \ ' \ \ \ ,s70.00 0.00 3 720 0
I � _ v v - � � A � ,,__, _ � � � l / l � � I vvv v �f �\ - - - - - - - - �� � l l� � ��� \ \ \ ❑ \ V A \ \ ❑ � v
I / \ \ \ ❑- ❑ _ __❑_❑ �- - ❑ 11 � \\ III / / //� / I \ \ \ \ ❑ \\ \ \\ � ♦ - - - - - _ `y / I I
871.00 1.00 4,214 3,964
I 1 \ \ _ = _ o- \ \ r I l / \ / I I \ \\ \ \\ \� \ ; ��� - - - - - '`may\ / I \ y ♦ .` 1 \\ \ \ \ \ �\ \ \ \ 872.00 2.00 4,732 8,435
i I V � / � _,, ___ ❑ - A \ � I I I /�/� // /� vvv y - 1 ♦� ) a� VA \ \ \ ( \\ \
/ j __ = ��- v \ V A 1 I I -� i \ ��\ VA \ x- - - - - - _ - - ♦y / V♦ I+� \ \ 1 \ \ I\\\\ \ \ 873.00 3.00 8,276 14,857
_ � � ���=__ \ \ 1 � \ � \ p \ \ � � �y -�- - ` �y\� / / � \ \♦�; 1 � \ \ \ I I �� \ \ \ 874.00 4.00 5,845 21,882
Lj
SEE SHEET 01 CP-CO01 FOR CONTINUATION 6fl�- - - _ r ♦ // 1 \ \ \ \ \ \ Il
PROJECT MANAGER V. HAYNES, PE
" PIEDMONT LITHIUM CAROLINAS INC.
N...�ARo� -,, LITHIUM HYDROXIDE
o • F�SS;o•.. � : CAROLINA LITHIUM PROJECT CONVERSION PLANT - EROSION
�����•sE
4 1/23/2023 REVISED PER DEMLR COMMENTS
- - LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 1 - INSET A
PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS '.,��•''•.�� �:.�•� .` �±A�+T N COUNTY, NORTH AR LINA
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '%,❑/E•K •�P��.�`
V S O COU O O FILENAME - 01CP-A001 SHEET
L 440 S.Church Street,Suite 1200
s�ss�z4 01 CP-A001
Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1,, = 100'
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
- /
CONNECT TO / / / CONNECT TO
/
EXISTING WATER / / i / / EXISTING
/ / / / (SEE NOTE 7) / /� ELECTRICAL
/ / / /% / / (SEE NOTE 7) ` RECLAIMED
/ / / / / CONNECT TO EXISTING - '� j�� / / STAGING AREA \ I
00 \ I
/ / / - / / SANITARY SEWER - r� _ , / �/ / \`ARCE N� BER I \
/ / / / f 15�,0663
_ / (SEE NOTE 7) - / �� �� -�'� �
v i xx 1 ,X4 PtN 360079.�82 \ V I
} �� A \ I / \ I I 100 0 100 200
\_.\455 \ \ 1 I I / \ 1 I
cb`b� / - _ / / - - - / / / V / / / / �`f / v /v v w \ 41 v vp �, Z�NED�-1 (c�As or� \ \ 1 1 I I SCALE IN FEET/ G > A\\ \
� � � � � � � � V A � \ GENERAL NOTES:
C-1 \ \ \ \ \ \ 1 I I \\\ \ 1. CULVERTS INSTALLED IN PHASE 1 TO REMAIN AS PERMANENT
RECLAIMED STAGING AREA / / -- + \ \ \ \ I I \ \\\ STORMWATER CONVEYANCE AFTER INSTALLATION OF ROAD AND
,�, x, � f +/ �+ x, I ,� � \ � SEE SHEET 01 CP-002 \ I
( / f + ST-220 f \ \ \ \ \ \ I I \\ RAIL. INLET AND OUTLET PROTECTION SHALL BE PROVIDED PER
\ / + % `k" f \ \ \ \ DETAILS ON SHEET OOG-010.
SEE GENERAL NOTE#1 A /�f ` �`�`� : \ \ \ 41
C-1 02 \ I I I 1 I I I /v \ 2. ALL SLOPES 3:1 AND STEEPER SHALL BE STABILIZED WITH NORTH
AMERICAN GREEN S150. SEE DETAILS ON SHEET OOG-012.
SEE SHEET01CP-002 I I I I I I
N_ ` �I I I I 3. SEE SHEETS OOG-005 FOR SEDIMENT BASIN, SKIMMER BASIN, AND
I I \ \ \ SEDIMENT TRAP SUMMARY TABLES.
\ \ / 4. SEE SHEET OOCP-005 FOR SEDIMENT TRAP AND SKIMMER BASIN
`f ♦ \� �;� 1
EXISTING CSX RAIL SIZING. SEE SHEET OOG-007 FOR SEDIMENT TRAP AND SKIMMER
' / / � _ � / / / �P/ / / / � � \\\\ � � / � / +Z � ° � \� � ��"
\ \ - / / +1 f \ x-x- -x-x-x-x-x-x-x�x- X, \ \�\ BASIN DETAILS.
WAY o�0� / / / / \\\V / / / / /� X f V DRAINAGE AREA - i X�
DELINEATION
� I I �, 5. NO IMPACTS TO DELINEATED STREAMS WILL BE ALLOWED WITHIN
THE STREAM "HIGH WATER MARK."
ST-221
\ ST-222 6. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING THE
/ / / / ��v / +`+� %/ / / II� �� / / / v V �� _ !� �\ \ \ \ II A \\\\ DEVELOPMENT. BREAKS IN THE FENCE LINE OCCUR WHERE IT
+ j / / / \\ \ INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15-FT WIDTH
\ \ v �_ i j / / // ♦- v v `+ / / / OUTLET PROTECTION, / � �► +� J� / v \ \ V \
TYP. 1 V A x V �\\\\ OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSED FENCE LINE.
`+� / �ll i GAO / \
x - \ y ��k�• / /� / I I �_ / \ \ + \ Qk ��i� V \ x \ \ 7. SEE SHEET OOG-002 FOR LEGEND
x_x X' ` �x�k / �1 v - - - � // / / \ \ �f�\ 02�� °� - 14-
41 SK-240
V PROPOSED RAIL SPUR DELINEATED WETLAND
/ PERMITTED BY OTHERS ' / - �' $g6 y \I - / \ +� �� \�` / x � + \ I SEDIMENT TRAP AND SKIMMER BASIN
1 / / _ ./ / � / \ \ ♦ / �' x J/ STAGE STORAGE DATA
A `r, � ; X I h \ >����j STREAM BUFFER 30 FT I I f� ° ° cP� / PROPOSED UNDERGROUND / r / /� ST-220
\ \ RECLAIMED STAGING AREA / �/ / - - _ +/� s, II v v - - A I +�+ a�° ELECTRIC Y
� �� s -� _ FROM TOP OF BANK \ 1 I \ x
\ I / �/ \�- \ \ �.� °\ a " Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
/° /� �� �: _� v� \ b f ° w P OPOSED WATER \ C
x G -+ 889.00 0.00 852 0
890.00 1.00 1,091 969
\ v - - I A I�� �/ / � :� ff +� \\ VAvA A \ ���� A\\\V� _// /� �I I 1 \\ - V�` `+�+ ♦ + +. INLET PROTECTION, TYP.
891.00 2.00 1,355 2,190
ie
� 4 � 1
892.00 3.00 1,645 3,687
i PARCEL
NUMBER I �� 1 \�� <� _ \ \\\\\\\ \\\✓/��\\\� �� / �l I 1 \ \ \ - - - \ / ��cP� �� x \� \ \ \�� I I I 893.00 4.00 1,960 5,488
_ 158033 I / I 89� t \\ ~ \ \
W
_ TAX PIN / 10 \\ V \V
ARCEL NUMBER 3600 84543 ♦ �� \ \\\ \\ \\\\\\\\ f \\ \\ \\ \ \ \ - - ` f� \ ST-221I
198234
3600 / \ V\V A\ �\ \ \ \ - - SK-241ALLEA'
TAX PIN 3600583511 ST-223 �/ +� L X
+ + \ \ \\ \ �\ \ \\ \ \ \ \ \ Elev. msl Depth ft Area Cumulative Volume c
'EORGE ��\ \ VA - - + v I �✓� V I I
I --- 0.62 % / 1 +� +� \ \ \ \\\ \ �\ \\ \ _-_- _ , _ _x !` f� 884.00 0.00 778 0
ENNETT / \ SEE GENERAL NOTE #1 555s"� \ \ \�
/ \ 0.52 AC D. 8 7 x, / � w w w w w v� +_ SS + \ \ � \ �� \ \\\\ 0 \ \ \ \ - _ - - � _ _ \ `
1 I V A. A � � ��/ �# ♦ f I �� V V V A V V \ V 1 I
s +` \ \\\\ \� - _ - \ 885.00 1.00 1,032 902
G 055
3201 PG.0109
I SEE SHEET 01CP-002 \ \ \ � \\� ` - - _ _ / / \ +� �� \ \ \ \ xl 1 886.00 2.00 1,317 2,074
(CHERRYVIL 1) ♦+
887.00 3.00 1,632 3,545
x
\ \ GRAVEL SIDE ROAD (TYP) / \ \ \ \ \ \ \ \\ \ \ / \ � SEE GENERAL NOTE#1 \ I f \
\ x x,\ \� / +� �+ \� \ \ \ \ \ \ \ \\\ ✓/1 �� \ \ 1 ` \/ \ x- 77,(
888.00 4.00 1,978 5,348
ROCK CHECK
RAIL SPUR \X \\ I 1 I` \�\ DAMS, TYP. \ / I \ I 1 ST-222
\ �; +`` \\ \ \ \ \� \ \ \\ \ I l PROPOSED SANITARY SEWER I I �`� �° �� r ( \ \ 1 Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
momok_ \V � x, � � � �/ � � / + +� \ \ \ \ \ FORCEMAIN \ A \
Ix \ - _ / + \ \ \ �\ 876.00 0.00 1,348 0
\ \ VA VV\ A I \ f� l 877.00 1.00 1,640 1,492
VI' �--� --�. � � / �+ �' \ V A v� _ A \ \ � - � �\ ° \ \ \ \ �,�/ 878.00 2.00 1,957 3,288
IxI \ \ 879.00 3.00 2,300 5,414
LIMITS OF 880.00 4.00 2,675 7,899
DISTURBANCE
-
�� I \ / / - ♦ +� ++� \ \ \\ VA v �v \\\ V v A \ ♦ \ B
+ \ \ PROPOSED RAIL, A� - _ \\ \ ��
\ �\ - - � � \ � ST-223 - Phase 2
X' \ I I I I / / / / / ✓ /♦ \ � +` \ \ \ LEAD TRACK \ / Elev. msl Depth ft Area Cumulative Volume c
fl
\ � \ SEE SHEET 01 CP 004 \\ � \ \ � \ \ \�. \
+ \ \ \ \ \ \ \\\ \\� \ f 882.00 0.00 1,219 0
/ / v \ ♦` vV \ \ \� \ \\ \VA\\ �A\ V A \ \� v \ \ \ f \\ 883.00 1.00 1,501 1,358
,- _ ' _ �; ♦` \ �+`+: � \\ \ \\ \ \\ \\ \ \\ \ \\ �� \��\\�� � \ \ \\c� \ \ �1° \ 884.00 2.00 1,808 3,010
1xI I \ / / / \ •+ ++ \ \ \ \\ \ \ \ \\\ \ \ \ \ \ \ 885.00 3.00 2,141 4,982
x / / 886.00 4.00 2,498 7,299
o I / / / / +, �`♦+, ICI \ v v V v 1 I vvv v� vvv v v vv v �
X V A / / 8 - - f •+ 1 \ \ \ 1 1 \\ I I I \?\\� VA�� \A\ \\ �� \ �� // SK-240 - Phase 2
VQ o� , A v / V A \ \ _ /// /// _ _ vv v A �y �+ \ \ V A \V \ \\ \ \ VA \ VA® \\\ \ V AA � �v ♦ Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
\ - - PROPOSED FENCE \ _ \ \ \� \ \ \ �\ \ \ \ \ \\\ \ \ \\ +,+~`y♦\
0 DELINEATED WETLAND / // \ y \��+\ \ \ \\ \ \\ \ �\ \\ \\\ \\ \\\ \ \
\ LINE, SEE NOTE 6 \ / - - \ 878.00 0.00 1 853 0
\ \��� \y �+ � \\ 879.00 1.00 2,203 2,025
SK-243 \1I\ ♦.+ \\ \ \ \ LD
\ \ \
1 \\\ \ \ \ '\ 880.00 2.00 2,579 4,414
\ 1\\\
d' 22
\ 881.00 1 3.00 1 2,979 1 7,191
v1 A EL 880.29 � 882.00 4.00 3,405 10,380
J L �� \ \ \ \ \ \ \ \
Ne
SEE GENERAL NOTE #2
/ \ x _ \ \ ♦ \ \ \ \ \ SK-241 - Phase 2
OElev. msl Depth ft Area Cumulative Volume c
x x-x-x - \ \ \ I I \ \ \ \ EL 879.95 ♦+ ` \ \ \ \ \ \ \ \ \ \
P ZONING SETBACK (TYP) \ \ \\ \ \ \ \ \ I I Il \\ \\ \ �� \ \ \ \\ �\ \\ \ \\ _ �\ \ \ \\\ \ \ \\- m 874.00 0.00 2,483 0
�x- v �" �_- - \ \ \ 1 I I ` EL 880.05 �+� A \ \ V A \ \ \ \ V A \ \ \� A \ \ VA V A V U 875.00 1.00 2,382 2,432
_ I PROPOSED RAIL YARD \ '�+ \ \ \ _
-PARC LNUMBJER t59-1 aa-- � PROPERTY LINE (TYP) o \ + �♦+ \ \�\ \ V \\\ 1A\A\A\VV A\ \V\ A\\
876.00 2.00 2,792 5,017
_3367 STORAGE, SEE SHEETS �
_ LL]
ATAX PIN -005 � ZU I CIA LES" I 01CP 877.00 3.00 3,228 8,024
IAX FIN uuu5ne24 (n 878.00 4.00 3,688 11,479D.B.49 PLANTING BUFFER (TYP)
0. 7 AC zoN€D�RESIU n 1 I I I I AT TOP OF SLOPE 10-FT 1 \ \ \ \ \\ \ \ \
v PARCEL NUMBE 15 23 I D. .25 PG 0696- - \ I \ ```��l EL 879.69 � \ \ \ \ \ \ \ \ \\ \ \ \ W
) TAX PIN 3600 746 0� _- � � � +
. �1,. V A cHER vvI�E) \ \ v x I I I TALL OR GREATER, INSTALL �� �� ��. � I I1 V A A \ \ V A \ V A A\ \ �� I A A \ \ \ \� SK-243 - Phase 2
\ D.B.3207 PG. 250 J \ I \
\ \ FENCE OR GUARDRAIL FOR \ �' + I \ \ \\ \ \ \ \ \ �' \ \ \ \ \
ZONE :R-4 \ \ _ - _ \ 1 ( ) f EL 88u.o3 ��+ \ \ \ V A \ V \ \ \ \ \ Elev. (msl) Depth (ft) Area (so Cumulative Volume (co
_ 1.11 A� V A (CHER YVILLE) / / SAFETY TYP.
/ /
_
D.B.4951 PG.aa,,467 � _ __ 1 \ \ 874.00 0.00 2,483 0
\ i _ � / i' - � - \� I \\ / I � � � � � \ \ f � ♦+`
I \ ZONED:R-40
iCHERRYVIL V A C �_�� __ % \ \ I / /// A A \ �� �`� ♦ \ \VA V A\ \ \ \ \\ V \ a 875.00 1.00 2,877 2,678
I L A �! �
876.00 2.00 3,296 5,762
877.00 3.00 3,740 9,277
-------------------
,
- - 1 \ \ \ \ \ 878.00 4.00 4,210 13,250
F- \ \
EL 880.01 +♦ �
SEE SHEET 01CP-0002 FOR CONTINUATION \ \ `
PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC.
�N .�
o� LITHIUM HYDROXIDE
AR
,` o�:••0- /0% 1--, CAROLINA LITHIUM PROJECT
_­'z _ CONVERSION PLANT - EROSION
�. SEAL i
°3 2 =4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 2 - INSET A
- '
PIE NT 3 5/31/2022 REVISED PER DEMLR COMMENTS % •'••. ••i•• .••y�`` GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ,FR/E K \A ���� FILENAME - 01 CP-AO02
440 S.Church Street,Suite 1200 ""���r�iiiii������� 1/15/24
Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT SCALE - 1" = 100' 01 C P-A002
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
I \ 1 I I I I I I / / / /// �/ / �/ / / / / / / / / / � - � — _ J / / / / / / � / I // // / / � / / G / �� ❑_ � I I I / �� / / / / / / 1 1 \ \\\
— — PARC15 NNBER 00 \ \ I I
/ I \ \ MX PtN 36 07 382
/ / I L / / / , / - - / / � / � 3�G.\25\3N
RCN) \ I \\\ \ \
\ \ \ \ \ 111 \ \\\
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O / / I f \ \ \ \ \ I � �\
° / / \ � � \ \ \ \ ❑\ 1 \ 1111 I I \ \ 100 0 100 zoo
SCALE IN FEET
REMAIN I I I I I I I I I I u TO I � IIIII
GENERAL NOTES.
777
1. ALL BUILDINGS AND EQUIPMENT TO BE REMOVED. AREA
\ \ \ 1 \ \ �- / / / / / //// / / / _ ` \ — / / / , // OPQ / / \\\\\ \ \ \ — / / / / ❑ / / // I \ \ / / / I 1 I \1 TO BE GRADED TO DRAIN AND VEGETATED. ROADS AND
e
RAIL TO REMAIN. SITE TO BE FOR FUTURE INDUSTRIAL
\ /
USE.
\I��� 2. SEE SHEET OOCO-002 FOR LEGEND
X-x-x'
_ _
\ / / / / / ' / / / DELINEATED WETLAND / — _ A \, A \ �� / / / / —\ \ \ \ X \ I I
/ �/ / / 896 / SEE GENERAL NOTE#1 V A V / V A x
� � `i/ / III I 1 I
/ I s
\ \ \ / / / I / I l �❑ _ \ � �� / � I
\ � � I I II I /III — - - ` � ❑// ❑ �����ti❑_��� �� � ' — // ��j��7
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\ x'x,x, STREAM BUFFER 30 FT — x
x,
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x -- - x, xxx — / � \ \ \ I I \ �\❑� \� ❑� — o
x x G
x \ ` \ I I I I \ \ \"
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v � _ / ////// � v v ,� \ \ \ V A A V A \ \ \ VA \ \ vvv v \\ v❑ �
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V LINE, SEE NOTE 8
v — — ///// vvv V v \ \ \\ \ \\ \ VA \ VA \ ❑�v VvVAv ❑ vvv v — Wiz ,
— � , -- -- - - � ///� �� vvv v \ \ \ v v , V A �� \ VA\\ ❑ \ \ VA � V � � A vvv``❑❑ vvvv � _ o,
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1 _X-x-x_x x � � I x-x_x",x-x \\ \\ \ \ \ \ \ \ I \ \ \\ \ \ \\ \ \\ \ \ � � Z \\\ \ � _ z
x _x \ \ \ �\ \ \ \ o
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ID.B.ZONED:951PR 4�467
I (CHERRYVILL
> � / ❑❑=___ vv 1\ 1\I I I❑ � v❑ ❑ ' � ` — w`❑ ❑ � -- ) �\ v� 1 � 1\ VAS \ \ \ � OVA\ � \\ v
SEE SHEET 01 CP-CO03 FOR CONTINUATION \ \ \ —860_
PROJECT MANAGER V. HAYNES, PE
o` CAR
- PIEDMONT LITHIUM CAROLINAS INC. LITHIUM HYDROXIDE
`.o ASS%o%''; CAROLINA LITHIUM PROJECT
- 4�• SE - CONVERSION PLANT -
' = 032 2 = LITHIUM HYDROXIDE CONVERSION PLANT RECLAMATION P
4 1/23/2023 REVISED PER DEMLR COMMENTS LAN - INSET A
P I E DPAON T
3 5/31/2022 REVISED PER DEMLR COMMENTS '.,9��'•.••••i••••,•. y�`. GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ,� RlE K NP � FILENAME - 01CP-AO03
440 S.Church Street,Suite 1200 '
�I 1 8/27/2021 MINING PERMIT
I
L � 1—I � U Charlotte,NC 28202-2075 SCALE - 1" — 1001 01 CP-A003
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 -
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
\ \ / 50 0 50 100 CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES TOP OF BERM. ELEV 879.00
�V'/V'/V' 20'WIDTH 4
/ SCAL IN FEET 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT 1/2 \//\\//\\//\� 4 \\//\\//\\//
y y / N � ( � OD 1 � � c/\\�\\�\\� Cumulative Storage
\ INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. ELEV 877.50
880.00
2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT
ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\ ^���^���^��^���^���^��^��^��i/`%/\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//` TOP OF BERM
y / AREA WITH SEDIMENT CONTROLS. j\\�i\\� �\ X\�� 8 79.00 79.00\��\��\��\��\��\��\��\\
CONSTRUCTION STAGING AREA 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT /`\ \\ \\i\\j\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ 878.00 878.00
� � \ �./ / ///,//,/ /�//�/////,/ EMERGENCY SPILLWAY 77.50
y y THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS `\ \ \ \ \ �\ \ \ \ \ \ �\ \ 877.00 77.00
/ IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL SECTION B
76.50 PRINCIPAL SPILLWAY
AREA. 0876.00 76.00, 4-
y 12" CLASS 1 RIP-RAP v 875.00 .00 875.25 CLEANOUT ELEV.
w
POROUS BAFFLES 874.00 874.00
SEE DETAIL SHEET OOG-011 NON-WOVEN GEOTEXTILE FABRIC 1 9', ELEV. 877.5
•1I� BETWEEN ALL SOIL AND RIP-RAP. COMPACTED FILL ON TOP OF
/ \ ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL 873.00
ALONG FACE OF SPREADER LIP TO REMOVED.
TOP OF FOOTER. o O o VIRGIN GROUND 872.00
72" OUTLET STRUCTURE WITH \\/\\/\\/\\/\\/\\/\ /\/\/\ \ \ \ \ \
/A/A/A/A/A/A/A/A/A/A/A/A/A/A/A/A/A/A/A 3:1 ELEV- 876 ±
// // // // // // // // // // // //
SKIMMER AND 50 LF OF 24" DOUBLE \ AAVAVAVAVAVAVAVAVAVAVAVAVAVAVAVAVAVAVAVAVA \ VA 871.00
O / /\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/ /\/\ O
POND BOTTOM // // / o
BARREL H D PE \ // //\\j\\j\\j\\j\\j\\j\\j\\j\\/\\/\\/\\/\\/\\/\\/\\j\\j\\j\\j\\j\\j\\j\\j\\/ //\\j�\j�\/� 0.00 0.21 0.28 0.44 0.60 0.78 0.96 1.36
SEE DETAILS THIS SHEET ELEV: 874.00 /\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\
�i��i� i��i��i��i��i��i��i��i��i�\/\ O Cumulative Storage (a c-ft)
/ii\/ii\/ii\/ii i/ii/ii\/ii /ii/ii/ii/ii/ii/iiii /ii\/ii\/i\/i\/ii /
f A. \\ \\ \\ \\ \\ \ \ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\
TOP OF BERM ELEV. 879.00 V/%/%/%/%/ %/%/%/%/%/%/%/ %/%/%/% %/%/%
X�
CULVERT C-102 MAY BE INSTALLED \ SB-208
IN PHASE 1 TO FACILITATE KEY IN RIP-RAP - KEY IN RIP-RAP
SECTION A
CONSTRUCTION OF ROAD
EMERGENCY SPILLWAY Basin Size
\ I NOT TO SCALE Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft)
874.00 0.00 9,033 0.00\ �� BOTTOM OF POND `
875.00 1.00 10,632 0.23
' ELEV. 874.00 J
�� \` P / 875.25 1.25 11,034 0.29
�� A 1 876.00 2.00 12,665 0.49
ARM ASSEMBLY 876.50 2.50 13,155 0.64
OUTLET PROTECTION OP-208 �� I
SLOPE PROTECTION
° 877.00 3.00 14,061 0.80
/ SEE SUMMARY SHEET OOG-005 \ 'I� PROTECTION TYP.
❑� ` �� Q. 4'^ SEE DETAIL SHEET OOG-009 1 0 877.50 3.50 14,964 0.96 C
oo "C" ENCLOSURE 878.00 4.00 15,868 1.14
SILT FENCE 879.00 5.00 17,718 1.52
----- SEE DETAIL SHEET OOG-008 I I 1
-400 / WATER ENTRY UNIT
t \ PERSPECTIVE VIEW
\ \ EMERGENCY SPILLWAY te / \
LIMIT OF DISTURBANCEI I � .y SEE DETAILOTHIS SHEET / /\
---- ( PVC VENT Skimmer Design SB-208 Ph 1 Re d Vol c 10,170 SEDIMENT BASIN 208 PRINCIPLE SPILLWAY
\� PVC ELBOW PIPE SCHEDULE 40 9 q� ( fl
i I DESIGN INFORMATION
PVC END CAP PVC PIPE Desired Skimmer Drawdown Time (td)6 hrs
I y 3" PIPE DIAMETER Desired Skimmer Drawdown Rate A) 3,390 ft3/day Outlet: Sediment Basin 208 Principle Spillway, Drop Pipe
Riser Top Elev: 876.50 ft
*SB-208 IS FOR PHASE 1 CONSTRUCTION STAGING AREA. ONCE CONSTRUCTION IS COMPLETE AND STAGING AREA HAS BEEN STAB ILIZED,SB-208 MAY BE REMOVED. WATER SURFACE Skimmer Size in Riser Length: 6.0 ft
PLAN VIEW Head on Orifice (H)6 0.250 ft Orifice Coefficient: 0.60
PVC END CAP
SCALE: 1" - 50' � SCHEDULE 40 Weir Coefficient: 3.1
- 3" PVC PIPE �
Culvert Length: 50.00 ft
Calculated Orifice Diameter 1.713 in Culvert Diameter: 24.00 in
PVC PIPE SEE TABLE FOR $ Culvert Invert In: 873.50 ft
PIPE DIAMETER Actual Orifice Diameter 1.750 in
INSTALL COLLAR WITH CORRUGATIONS
1/2" HOLES IN Culvert Friction Coefficient: 0.01
VERTICAL. COLLAR TO BE OF SAME GAGE CLCUTOFF TRENCH ALIGNS PVC TEE UNDERSIDE 1 .75" ORIFICE PLATE Actual Skimmer Drawdown Time 69 hrs Culvert Entrance Loss Coefficient: 0.90
AS THE PIPE WITH WHICH IT IS USED. WITH j EMBANKMENT PVC TEE
Discharge: 42.13 cfs
BAND EXISTING GROUND
Required Discharge: 42.13 cfs
1/2" X 2" SLOTTED FLEXIBLE NOTES:
2" HOLES @ 8" C.C. FILL MATERIAL HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
FOR 3/8"0 BOLTS 2 MINIMUM IF NOT OTHERWISE NOTED.
�q 10 1 �01 + d i , I I] - CUT TO BEDROCK 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE RISER BUOYANCY CALCULATION B
z 2" OD OF PIPE - SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED
+ 1 NOT BE WATER-TIGHT. DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD
11 of 0 q i0 bi 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE
i i i i i i i 1 FORCE IS A MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
PIPE BARREL STRUCTURE WITH WATER-TIGHT
END VIEW FRONT VIEW CONNECTIONS.
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE
2' 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED
ONE PIECE CONNECTING (BUOYANCY)
BAND WELDED TO PIPE; SUITABLE EARTHEN MATERIAL BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE
CONTINUOUS WELD BOTH COMPACTED TO 95% OF SKIMMER REVIEWED AND APPROVED BY THE ENGINEER ONCE A 72" CONCRETE RISER
W: 4' MIN. SIDES OF BAND CUT-OFF TRENCH STANDARD PROCTOR MAX. SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. WEIGHT = 15,220 lb
DRY DENSITY WITHIN ±2% NOT TO SCALE
NOTE: 'L' AND 'W' MUST BE AT LEAST 2-TIMES THE PIPE DIAMETER. NOT TO SCALE OPTIMUM MOISTURE CONTENT WHERE:
ANTI-SEEP COLLARS TRASH RACK RISER WEIGHT = 15,220 Ib
SKIMMER, 10'TOP OF RIP RAP EMERGENCY SPILLWAY,
NOT TO SCALE SEE DETAIL RETRIEVAL ROPE BERM WIDTH SEE DETAIL THIS SHEET WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH)
THIS SHEET ANCHORED IN
61x6' (INSIDE SEDIMENT, 72" CONCRETE THE SLOPE -1' FREEBOARD x UNIT WEIGHT OF CONCRETE
DIMENSION) RISER CLEANOUT RISER STRUCTURE V FREEBOARD TOP OF BERM. ELEV 879.00 WEIGHT OF CONCRETE BASE = (7.5 ft x 7.5 ft x 2.0 ft) x 150 Ib/ft3=
STRUCTURE GAGE \ 16,875lb
z
g -------------------------- - - ` 0.5' DEPTH OF FLOW STRUCTURE WEIGHT = 15,220 lb + 16,875 lb = 32,095 lb
CONCRETE-
BASE a SEDIMENT CLEANOUT DO ❑oo❑❑ oo❑❑❑❑o // / // // // // // // // // // // // // EMERGENCY SPILLWAY ELEV 877.50
D❑❑ oo❑❑ 00❑❑❑❑0 \ \ /\/\/�\/\\/\\/\\/\\/\\/\\/\\/\\/\/\ BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
° d MARK, ELEV 875.25 ]0 Ll oo❑❑❑ oo❑❑❑❑o RISER CREST ELEV. 876.50
, i � � � EMBANKMENT STABILIZED BUOYANCY = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb
SKIMMER WITH VEGETATION
SEE DETAIL z 3 CUT OFF TRENCH 3 DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE
THIS SHEET g 24" DIA. CMP (BUOYANCY)
OUTLET APRON
io 32,095 lb > 13,478.4 lb x 1.25 A
BOTTOM OF POND INV. ELEV 873.50 24" DIA. CMP O 32,095 lb > 16,848 lb
DooOD
24" DIA. CMP ELEV 874.00
ANTI-SEEP COLLAR
1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR
THE INLET BASE SHALL HAVE A MINIMUM COMPRESSIVE
z_ CONCRETE BASE 20' EVERY SEE DETAIL THIS SHEET STRENGTH OF 4,000 PSI.
7.5' x 7.5' x 2.0' 20' 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE
NOTES: IS USED, ALL AREAS WHERE THE PIPE IS TO BE IN CONTACT
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. WITH CONCRETE SHALL BE PAINTED WITH A BLACK
2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE. BITUMINOUS ENAMEL PAINT.
RISER PLAN VIEW SEDIMENT RISER BASIN
NOT TO SCALE NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC.
N CAR ',,O ' - SEDIMENT BASIN SB-208,
=o :•'FOSS o 'er= CAROLINA LITHIUM PROJECT
PLAN VIEW & PROFILE DETAIL
5 1/15/2024 REVISED PER DEMLR COMMENTS _ SEAL
°3 2 LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
PIE NT 3 5/31/2022 REVISED PER DEMLR COMMENTS %� F` •.•••i•• .••y� � GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS K
L I T H I U �'1,i1111i111��NP FILENAME - 01 CP-AO04
440 S.Church Street,Suite 1200
Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT - � 01 C P-A004
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1 - 50
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
50 0� 5 100 CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES� � ♦� TOP OF BERM. ELEV 885.00
♦� �AjAAjAA�A� 4 20'W I DTH 4 VA�AA�AA j�
/ / ♦`� / SCALE IN FEET 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 i / / / �� / / /, Cumulative Stora e
I 7 CHAINLINK FENCE I / �� I INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. g
SEE DETAIL SHEET OOG-011 ST-222 ELEV 883.50 ` 886.00
X 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT
ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. P LACED REMOVED S E D I M ENT I N AN \%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\i � oo � i/`%j\\%j\\%j\\%j\\%j\\%j\\%j\\%j\%j\%j\%j\%jj 885.00 TOP O F BERM 85.00
AREA WITH SEDIMENT CONTROLS.
\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/
EMERGENCY SPILLWAY 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT \ \ 884.00 EMERGENCY SPILLWAY 884.00
/ X /V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/��/
/ ELEV. 883.50 THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 83.50
4 SEE DETAIL THIS SHEET IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL SECTION B 883.00 83.00
WETLAND AREA 2 AREA.
I j 0.01 ACRES 82.50 PRINCIPAL SPILLWAY -
0 882.00 82.00
12" CLASS 1 RIP-RAP D
> 881.25 CLEANOUT ELEV.
OUTLET PROTECTION OP-210 w 881.00 .00 -
�_ SEE SUMMARY SHEET OOG-005 �� NON-WOVEN GEOTEXTILE FABRIC -
/ 9', ELEV. 883.5 BETWEEN ALL SOIL AND RIP-RAP. COMPACTED FILL ON TOP OF 880.00 880.00
�
ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL
ALONG FACE OF SPREADER LIP TO REMOVED. 879.00
LIMIT OF TOP OF FOOTER. o o - VIRGIN GROUND
D I STU RBAN CE /VA/VA/VA/VA/VA/VA/VA/VA/VA/VA/VA/V�/V�/V�/V�/V�/V�/V�/V�/V�
/ x 3:1 3:1 ELEV: 883 ±
- 878.00
6� CULVERT C-103 MAYBE INSTALLED POND BOTTOM o /\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\/
IN PHASE 1 TO FACILITATE ELEV: 880.00 /\//\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\/%\�/%\\//\�/%\�/%\ \�/%\\/\\
I \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 877.00
72" OUTLET STRUCTURE WITH X CONSTRUCTION OF ROAD
\ \ \ \ o O / � �
\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\ 0.00 0.49 0.61 1.01 1.30 1.59 1.90 2.21
SKIMMER AND 50 L F OF 24" DOUBLE-
BARREL H D P E / / ` C u m u I ative Storage (a c-ft)
SEE DETAILS THIS SHEET / ��
KEY IN RIP-RAP KEY IN RIP-RAP
SILT FENCE SECTION A
O k / SEE DETAIL SHEET OOG-008
` Basin Size
�v TOP OF BERM ELEV. 885.00 EMERGENCY SPILLWAY
o� Elev. (msl) Depth (ft) Area (sf) Cumulative Volume(ac-ft)
/BOTTOM OF POND
+♦ NOT TO SCALE
ELEV. 880.00 + 880.00 0.00 20,173 0.00
881.00 1.00 22,098 0.49
ARM ASSEMBLY
881.25 1.25 22,588 0.61\
882.00 2.00 24,079 1.01
882.50 2.50 25,091 1.30
♦+ � °° "C" ENCLOSURE 883.00 3.00 26,116 1.59
CONSTRUCTION STAGING AREA
883.50 3.50 27,157 1.90
884.00 4.00 28,211 2.21 C
0
- --- SB-210 { \ o 885.00 5.00 30,326 2.89
� ,__ ♦, � WATER ENTRY UNIT
y ' -� ♦+� PERSPECTIVE VIEW
PVC VENT SCHEDULE 40
PVC ELBOW PIPE PVC PIPE
PVC END CAP 4" PIPE DIAMETER
RIPRAP SLOPE
PROTECTION TYP. R
SEE DETAIL SHEET OOG-009 y WATER SURFACE SEDIMENT BASIN 210 PRINCIPLE SPILLWAY
\ Skimmer Design SB-210Ph 1 Req'd Vol (cf): 19,170
DESIGN INFORMATION
Do 0 Desired Skimmer Drawdown Time (td)6 72 hrs
°� 000 PVC END CAP SCHEDULE 40 s Outlet: Sediment Basin 210 Princi le S illwa Dro Pi e
* SB-210 IS FOR PHASE 1 CONSTRUCTION STAGING AREA. ONCE CONSTRUCTION IS COMPLETE AND STAGING AREA HAS BEEN STABILIZED. SB-210 MAY BE REMOVED. Desired Skimmer Drawdown Rate (Qd) 6,390 ft /day p p Y p p
4" PVC PIPE Riser Top Elev: 882.50 ft
PLAN VIEW PVC PIPE SEE TABLE FOR Skimmer Size 4.0 in Riser Length: 6.0 ft
PIPE DIAMETER 5 Orifice Coefficient: 0.60
SCALE: 1" - 50' 1 /2" HOLES IN Head on Orifice (H) 0.333 ft
PVC TEE UNDERSIDE Weir Coefficient: 3.1
PVC TEE 2.25" ORIFICE PLATE Culvert Length: 30.00 ft
INSTALL COLLAR WITH CORRUGATIONS CUTOFF TRENCH ALIGNS Calculated Orifice Diameter 2.189 in Culvert Diameter: 24.00 in
VERTICAL. COLLAR TO BE OF SAME GAGE Culvert Invert In: 879.50 ft
WITH j EMBANKMENT Actual Orifice Diameter$ 2.250 in
AS THE PIPE WITH WHICH IT IS USED. NOTES: 7 Culvert Friction Coefficient: 0.01
FLEXIBLE Actual Skimmer Drawdown Time 68 hrs
I 11 1 I 1 I 1 I 1 I I I I HOSE Culvert Entrance Loss Coefficient: 0.90
i 1 i 1 i 1 i i 1 i 1 i 1 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
BAND EXISTING GROUND
I I I I I I I I I I I I I
- 1/2" X 2" SLOTTED OTHERWISE NOTED.
I I I I I I I I I I I I Discharge: 47.52 cfs
2„ III 1 1 1 1 1 1 1 1 HOLES @ 8" C.C. FILL MATERIAL 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
2' MINIMUM IF NOT Required Discharge: 47.52 cfs
I i I i 1 i I FOR 3/8 O BOLTS CUT WELDED. JOINTS OF SKIMMER SECTION NEED
z_ I Q 10 1 1 101 + d 1 Oi 1 10 - CUT TO BEDROCK NOT BE WATER-TIGHT.
2' OD OF PIPE i 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE
+ lo END VIEW 1 PIPE BARREL STRUCTURE WITH WATER-TIGHT B
d 101 101 Q 1 l bl
J III 1 1 1 1 1 1 1 1 FRONT VIEW CONNECTIONS.
4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED
11I111I 1 11I 11 i 2' SKIMMER
I I I I I I I I I I I I BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE
I I I I I I I I I I I I
III 1 1 1 1 1 1 1 1 1 1 1 ONE PIECE CONNECTING REVIEWED AND APPROVED BY THE ENGINEER ONCE A
1 BAND WELDED TO PIPE; SUITABLE EARTHEN MATERIAL NOT TO SCALE SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. RISER BUOYANCY CALCULATION
W: 4' MIN. CONTINUOUS WELD BOTH COMPACTED TO 95% OF STANDARD DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
SIDES OF BAND PROCTOR MAX. DRY DENSITY WITHIN MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
±2% OPTIMUM MOISTURE CONTENT
ANTI-SEEP COLLARS CUT-OFF TRENCH DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
NOT TO SCALE NOT TO SCALE 72" CONCRETE RISER
SKIMMER, SEE DETAIL TRASH RACK 10'TOP OF WEIGHT = 15,220 lb
RETRIEVAL ROPE EMERGENCY SPILLWAY, SEE DETAIL THIS
THIS SHEET BERM WIDTH SHEET
ANCHORED IN WHERE:
6'x6' (INSIDE THE SLOPE
DIMENSION) RISER SEDIMENT 72" CONCRETE 1' FREEBOARD RISER WEIGHT = 15,220 Ib
STRUCTURE CLEANOUT RISER STRUCTURE MIN. V FREEBOARD TOP OF BERM. ELEV 885.00
z GAGE WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH)x UNIT
WEIGHT OF CONCRETE
CONCRETE
BASE -------------- --- -- - 0.5' DEPTH OF FLOW
° SEDIMENT CLEANOUT o❑ ❑oo❑❑ oo❑❑❑❑o // / // // // // // // // // // // // // EMERGENCY SPILLWAY ELEV 883.50 WEIGHT OF CONCRETE BASE _ (7.5 ft x 7.5 ft x 2.0 ft)x 150 Ib/ft3 = 16,875 Ib
MARK, ELEV 881.25 0°❑°❑❑ oo°❑°❑❑ oo°❑°❑°❑°❑o RISER CREST ELEV. 882.50 //\\\j�\ \\i\\j\\
SKIMMER, EMBANKMENT STABILIZED STRUCTURE WEIGHT = 15,220 lb + 16,875 lb = 32,095 lb
SEE DETAIL z WITH VEGETATION BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
THIS SHEET 24" DIA. CMP 3 CUT OFF TRENCH 3 a
BUOYANCY = 216 ft'x 62.4 Ib/ft3 = 13,478.4 lb
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
24" DIA. CMP BOTTOM OF POND O 0
INV. ELEV 879.50 24" DIA. CMP o C3Oo A
OD �O0 O
ELEV 880.00 \\\\\\\\ III III III O 32,095 lb > 13,478.4 lb x 1.25
a° 32,095 Ib > 16,848 Ib
a a
a
ANTI-SEEP COLLAR ( )
4 1. PORTLAND CEMENT CONCRETE TYPE II RECOMMENDED FOR THE INLET BASE
Z SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
CONCRETE BASE --- 20' EVERY 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
7.5' x 7.5' x 2.0' AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
NOTES:1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. WITH A BLACK BITUMINOUS ENAMEL PAINT.
RISER PLAN VIEW 2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE.
NOT TO SCALE SEDIMENT RISER BASIN
NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
" --" PIEDMONT LITHIUM CAROLINAS INC.
\ ...�AR0 SEDIMENT BASIN SB-210,
CAROLINA LITHIUM PROJECT
PLAN VIEW & PROFILE DETAIL
�
�. SEAL� 5 1/15/2024 REVISED PER DEMLRCOMMENTS = 03 2 = LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS -
3 5/31/2022 REVISED PER DEMLR COMMENTS % � '••. .. .•PIEDPAONT i .�� GASTON COUNTY NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''%"FR E K NP����`� FILENAME - 01 CP-A005
440 S. Church Street,Suite 1200 1 8/27/2021 MINING PERMIT
01 C P-A005
Charlotte, INC 28202-2075
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 50'
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
—880
6� —
CHURCH ROA
60' RIW
100 0 100 200
SCALE IN FEET
GENERAL NOTES:
I I \ \ \ — \ \ \ — 1. AS PROPOSED INLETS ARE DEVELOPED FOR CONVEYANCE ON THE
_ , 11 \ \ I I
>¢ I � � � \\ � � �' — L � I � J f � 1 I � � I \ \ \ \ \ \ / — \ \ \ CONVERSION PLAN PAD, INLET PROTECTION SHALL BE PROVIDED
PER DETAIL ON SHEETOOG-010.
III II /
2. ALL SLOPES 3:1 AND STEEPER SHALL BE STABILIZED W ITH NORTH
ARE\N6MBER\ AMERICAN GREEN S150. SEE DETAIL SHEET OOCP-012.
�8 6�8� \ / PARCEL NUMBE
)Pl3 19
/ 158076
VI\.) TAX PIN 36008857f�IIIIII I I I I I I II I I I
3. SEE SHEET OOG-005 FOR SEDIMENT BASIN S UMMARY.
1P� �D2G.0�7 COOL_111�A 66� R1 4�1 it-w1A1 N SEE SHEET 01CP-B004,01CP-B005, AND 01CP-B006 FOR SEDIMENT
3.33 AG BASIN DETAILS AND STAGE-STORAGE DATA.
P/D.B.326405941�ONED:R-1 (G�STO� 1 I I I _ _ / / / / / / / / / / / I I I I \ 1 / \ 5. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING
CO.) / I I \ \ I I I I THE DEVELOPMENT. BREAKS IN THE FENCE LINE OCCUR WHERE IT
INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15-FT
X WIDTH OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSE DPARCEL
uMa€R-r58o75� cS
/ / I I I I I I FENCE LINE.
TAX PIN
36009 / / / / / I I I I I A / / I I
(-�t, H11) / / / I I 6. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN
UNDISTURBED. IF, DURING CONSTRUCTION, ANY UNANTICIPATED
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12.28AC HUMAN REMAINS ARE FOUND OUTSIDE OF THE BUFFER LIMITS,
x /I III // ` \ \ \ \ \ \ / I I ¢ ¢ / / / l/l / / I� I I \ 1 / / I CONSTRUCTION SHALL BE HALTED UNTIL FURTHER INVESTIGATION C
III I I I \ �p\� \ / / I IIIII D.B. 1892
0852 / // / III I I I / / / I I / / CAN TAKE PLACE.
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PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC. LITHIUM HYDROXIDE
� ••
SS
SS, CAROLINA LITHIUM PROJECT CON�/ERSION PLANT - EROSION
7
SEAL =03 2 CONTROL PHASE 1 - INSET B
_
4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT
PIEDPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS ��� �. .••y GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS � R/E•K \A ��.� FILENAME - 01 CP-B001
440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT ����ii�iii�����`� 1/1.5/24 01 C P-6001
L l T H � U Charlotte,NC 28202-2075
- -- - 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1,, = 100'
N.C.B.E.L.S.License Number: F-0116

1 2 3 4 5 6 7 8
-880
o- v v \ \\ V I I I I v / \ \ I \ V ❑ / / /
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\ HEPHZIBAH CHURCH ROAD D
60' RIW
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SCALE IN FEET
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GENERAL NOTES:
777 1. AS PROPOSED INLETS ARE DEVELOPED FOR CONVEYANCE ON
THE CONVERSION PLANT PAD, INLET PROTECTION SHALL BE
PROVIDED PER DETAIL ON SHEET OOG-010.
II � AI❑ �� v \ \ ��\ � v v v �� �_ � , ,/ / / II I I I �- vv \ I I l / � — � - - ; � / / � — \ , I I I 1 \ \ I I I 11 � � \ \ \ v � � - - - v v \
\ 2. ALL SLOPES 3:1 AND STEEPER SHALL BE STABILIZED WITH
RAR6 \L N4MBER\ \ \\ \ �\ / I NORTH AMERICAN GREEN S150. SEE DETAIL SHEET OOG-012.
I ❑\\ \ \ I Q\\F PI586�881935 \ \ \ / / / PARCEL NUMBEF� I / / / / / / I 1 \ I I I / I \ I 1 \ \ \ / / \ \ \
�3�A1 AC ��" V A V V / / / 1s8o76 I I I / I I / / I 1 1 I I I I I I I I / / III \ I I 1 V A V I / / \ \\ \ V A 3. SEE SHEET OOCP-005 FOR SEDIMENT BASIN SUMMARY.
yti CA TAX PIN 36 H_4 5
B 269 PG.oa5 V A � I COOL MICHA�L
�11 R-1 7 V A / / / I I / AAIIAhO KI I I I III / / / I I I I I I / / III 1 I I I I I \ \ ��6 \ \ V A\ \ 4. SEE SHEET 01CP-B004, 01CP-B005, AND 01CP-B006 FOR SEDIMENT
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�ONED:R-1 (GnSTO� I 1 \ I I / / / / / / / I I I I \ \ \ \ \ I
CO.) \ \ I I — — / / / / / / / / / / I I I I \ 5. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON
\ I I I I COUNTY LIDO FOR THE SOUTH FORK RIVER WS-IV-PA. BUFFER
I DISTURBANCES HAVE BEEN MINIMIZED, AND NO IMPACTS WILL BE
PARCEL / / / / / /// / / / / / I I I I \ I / I I I I I ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK."
_-NUMB€R�8075 / / / / / / / I I I GP
x �// /�❑/� \ \ \ V / / \ \ I — — TAX PIN
36009 / / / / / / / / / / I I I I \ / / I I I I 6. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING
RL� RD THE DEVELOPMENT, BREAKS IN THE FENCE LINE OCCUR WHERE IT
�// ////❑///� I\ �� \\ \ \ / / 1 III v INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15-FT
X //// /// � \ � vvvV ❑v \ \ ¢ / / / I I I I III
ML'M (lop", WIDTH OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSED
/ /I// I ❑ \ \ \ \ I 12.28AC / l/l Il I I / / / C
D.B. 1892 FENCE LINE.
0852
(GONEDr:CO / / 7. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN
j III �III11 \VA � \ �R�I�ILA V V I I I1I I\I IIc�IlI III I II I I II I I II I II \ V \\\
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/ DURINGUNDISTURBED. IF, CONSTRUCTION,
N MNW HUMAN REMAINS ARE FOUND OUTSIDE THE BUFFER LIMITS,A00695 CONSTRUCTION SHALL BE HALTED UNTIL FURTHER6T INVESTIGATION CAN TAKE PLACE.
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A
4A
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RECLAIMED STAGE STORAGE DAT
A
I STAGING AREA
xl� I I _ — 0— I S K-242 - Phase 2
+ I _
101
-X T x-x-A�x-xx f\\ \ \♦ � --— _
) Depth (ft) Area (sfl Cumulative V o
lume (cfl
- x-x -x- =x=x-x-x- -x-x x x - x ev. (ms
`x 834.00 0.00 1,770 0
x-x x
- -x -x- x-:—x-x-x-x- -x x-x -x _x
WATT'LES INSTALLED 864— 835.00 1.00 2,114 1,939
ALONG SLOPE \ — DELINEATED 4/ DRAINAGE
AREA
XX 836.00 2.00 2,483 4,235
SEE WETLAND DELINEATION
GENERALI 837.00 3.00 2,877 6,913
NOTE#3 ho PLANTING BUFFER (TYP) 838.00 4.00 3,296 9,997
EXISTING CEMETERY SITE, v vv 860 \ WATTLES INSTALLED
\` PROPOSED FENCE�LINE,
x
SEE NOTE 7
ALONG SLOPE X SEE NOTE 8 — —
II I I I I I I
/
,�xRETAININGWALL GERL / I
CEMETERY SITE BUFFER SEE ENA NOTE#2 —
—
I I B
/ / I ICO
o 11\ ( ♦ / I I I I / / / / I I ZONING SETBACK(TYP) / / / I I I I I I I
SB-207 / PROPOSED V♦ / / I I I / // I �x� I A / / / / I I I I I I \
/ \\ \ SEE SEDIMENT BASIN SHEET 01CP-B006 / UNDERGROUND / v / / III I I / / / / /
\ ///// x \o\�I\\\❑�\ INO. ° X o�� 8ELECTRICAL 0D
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REAM ' DISTURBANCE FROM TOP OF BANKS x
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/ / \I\ SEE SHEET 01CP-B008 / / — -♦ � d � � — � / � � � i � / "/i /i// / � / j" ,i ; I I I I I I I I � I I I I I ( I \ / /
PROPOSED LABORATORY AND
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PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC.
�N •�AR0� -,, LITHIUM HYDROXIDE
=o� oF�sS,o ��;i CAROLINA LITHIUM PROJECT CONVERSION PLANT - EROSION
�. SEAL -
4 1/23/2023 REVISED PER DEMLR COMMENTS 03 2 = LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 2 - INSET B
PIE
3 5/31/2022 REVISED PER DEMLR COMMENTS '� , .••� GASTON COUNTY, NORTH CAROLINA SHEET NT HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�, R�E'K \A ��.� FILENAME - 01 CP-B002
r 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT """"��i�ii�i����`�� 1/1.5/24
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L I J H 1 U M Charlotte,NC28202-2075 SCALE - 1" - 100' 01 CP-B002
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 -
N.C.B.E.L.S.License Number:F-0116

1 2 3 4 5 6 7 8
—880 - - \ \ I � v A \ \ V A A \ V A A \ I \ \
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-------
\ CHURCH ROA
6(yRIW
100 0 100 200
SCALE IN FEET
A \ \\ \ \\ \ \ \ GENERAL NOTES:
� \ \ \ \ \ — \ 1. ALL BUILDINGS AND EQUIPMENT TO BE REMOVED. AREA TO BE
GRADED TO DRAIN AND VEGETATED. ROADS AND RAIL TO REMAIN.
SITE TO BE FOR FUTURE INDUSTRIAL USE.
\I I \ \ \ AR6\L N6MBER\
\ \ �8 PARCEL 1NU1M B SI II I II/ I I/ II/I IIII / ,I / II \IIII \I I III I II I II III/ I // IIIII II I \ I \\I \I
\ 2. EXISTING CEMETER
Y SITE AND ASSOCIATED BUFFER TO REMAI
N
6��IQ)Pl3819 UNDISTURBED. IF, DURING CONSTRUCTION, ANY UNANTICIPATED158076
\� TAX PIN 36008857 5 HUMAN REMAINS ARE FOUND OUTSIDE OF THE BUFFER LIMITS,�1P I C0� ' Ch 'LB9G 0�7V I CONSTRUCTION SHALL BE HALTED UNTIL FURTHER INVESTIGATION
E .R-1 I�1OOI�f CAN TAKE PLACE.
(�A�T� / D B 3264 P 0594 I \ / I \ \ \
\\ \ I / I \ / / / III / I \ \ \ 3. BASINS TO REMAIN AS A MEANS TO SATISFY ANY FUTURE NEEDS
\\\\ \\\VA \ \ VA \ I I �ONED:R-1 (G STO�
CO.) � I I\ /� // / / // / \ � \ I I I � I V A \ � A � II I AI I FOR STORMWATER COLLECTION.
4. SEE SHEET OOG-002 FOR LEGEND.
\ PARCEL --
_-UM$€R 58075 CA I
3 0TAX 09 PIN
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,
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FROM TOP OF BANKS STREAM BUFFER' 30 FT �-8 58
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SEE NOTE 5
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PROJECT MANAGER V. HAYNES, PE
" - PIEDMONT LITHIUM CAROLINAS INC.
.�AR0 LITHIUM HYDROXIDE
CAROLINA LITHIUM PROJECT
SEAS _ = CONVERSION PLANT -
°3 2 =4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT RECLAMATION PLAN - INSET B
PIE NT 3 5/31/2022 REVISED PER DEMLR COMMENTS '%��� �.•,•.•.•�.••y GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �, /t'/E K' NP .� FILENAME - 01 CP-B003
# r + + 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT """"i�����������`�� 1/15/24
J 1 LJ Charlotte, 2075 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 100 01 C P-B003
N.C.B.E.L.S.License Number: F-0116

1 2 3 4 5 6 7 8
4 50 0 100 CONSTRUCTION MAINTENANCE AND INSPECTION NOTES
a TOP OF BERM. ELEV 838.00
a a DRAINAGE AREA \ \ \ 20'WIDTH 4
I a \ \ \ \ \ \ C 4 C \ \ \
o DELINEATION � �C L I F T 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 //\//\//\� �, Cumulative Storage
LIMIT OF INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
\/\/\/\/\/\/\i o 0 0, /\/\/\/\/\/\/
DISTURBANCE \\\ \\\ \\\ \\\ \\\ \\\ \\\ \\\� ELEV 836.50 � ` 839.00
2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT
a SB-201 / I ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \%j/j/j/j/j/j/j/j/j/j/j%/� � � � � � i/`%j/j/j/j/j/j/j/j/j/j/j/j 838.00 TOP OF BERM 38.0
\/\/\/\/\/\/\/\/\/\/\/\/ \/\/\/\/\/\/\/\/\/\/\/\/\/ 0
AREA WITH SEDIMENT CONTROLS. \/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/�\,
3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT `\`\\ \\i\\j\\/\\/\\\\\\\\\\\\\\\\\\\�\\�\\�\\�\\�\\� \\ \/\\j�\\``\' 837.00 EMERGENCY SPILLWAY 837.00
�\TCHAINLINK FENCE X THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS 36.50
ASITE ,
SEE DETAIL SHEET OOG-011 I IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL SECTION B 836.00 36.00a % / AREA. 35.50 PRINCIPAL SPILLWAYPROPO x
ACCESS ROAD a 90 6 Q, / f 1835.00 35.00 D
/ 12 CLASS 1 RIP-RAP }
19 J� ' 0
1 834.00 .00 834.25 CLEANOUT ELEV.
EMERGENCY SPILLWAY w
/ > ELEV. 836.50 NON-WOVEN GEOTEXTILE FABRIC 1 9', ELEV. 836.5 COMPACTED FILL ON TOP OF
SEE DETAIL THIS SHEET BETWEEN ALL SOIL AND RIP-RAP.
POROUS BAFFLES / P ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL 833.00 833.00
SEE DETAIL SHEET OOG-011 � I , ,
SILT FENCE ALONG FACE OF SPREADER LIP TO O REMOVED.
M ' TOP OF FOOTER o 0
i
c+� / / SEE DETAIL SHEET VIRGIN GROUND 832.00
M 3:1 / /\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\j\ 3:1 ELEV: 836 ±
POND BOTTOMj//j//j//j//j//j//j//j//j//j//j//j//j//j//j//j//j//j//j/ 831.00
ELEV: 832.00
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \
830.00
PIPE 1A-N ( SEE CULVERT / I i i
SUMMARY TABLE ON
�\�\ 0.00 0.49 0.61 1.01 1.30 1.59 1.90 2.21 2.89
SHEET OOG-005 '� � OUTLET PROTECTION OP-201,
Cumulative Storage (ac-ft)
Imo_ \ )�J SEE SUMMARY SHEET OOG-005 / KEY IN RIP-RAP - KEY IN RIP-RAP
N-12 ST HDPE PIPES, Co BOTTOM OF POND / / SECTION A
I
M
JOINTS SHALL BE SOIL TIGHT \
m ELEV. / I
I / I
EMERGENCY SPILLWAY Basin Size
DOUBLE INLETS AT
LOW POINT, PROVIDE x NOT TO SCALE
INLET PROTECTION � I Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft)
1 DURING CONSTRUCTION ARM ASSEMBLY a
833.00 0.00 20,173 0.00
a i i � � � o
72" OUTLET STRUCTURE WITH ° 834.00 1.00 22,098 0.49
SKIMMER AND 50 LF OF 30" 0 HP STORM
DUAL WALL PIPE, ADS OR EQUIVALENT. 834.25 1.25 22,588 0.61
_ a ' / SEE DETAILS THIS SHEET 835.00 2.00 24,079 1.01
1 B N a ' 214
/ x i C ENCLOSURE 835.50 2.50 25,091 1.30
PIPE 1 B-N ( SEE CULVERT �. o o a 836.00 3.00 26,116 1.59
SUMMARY TABLE ON
SHEET OOG-005) OUTLET PROTECTION OP-201, 0 836.50 3.50 27,157 1.90 C
a / � SEE SUMMARY SHEET OG-005 °
WATER ENTRY UNIT 837.00 4.00 28,211 2.21
PROPOSED ` ' / ( , \ PERSPECTIVE VIEW 838.00 5.00 30,362 2.89
PLANT BUILDING / / OUTLET PROTECTION OP-201A,
AND EQUIPMENT / / SEE SUMMARY SHEET OOG-005
/
PVC VENT PVC ELBOW PIPE SCHEDULE 40
PVC PIPE
TOP OF BERM ELEV. 838.00 PVC END CAP
TOP OF BANK 4" PIPE DIAMETER
I I
I BASIN ACCESS ROAD o/ WATER SURFACE
I I ( 30 STREAM BUFFER Skimmer Design SB-201 Req'd Vol (cf): 18,684 SEDIMENT BASIN 201 PRINCIPLE SPILLWAY
/ I �If DESIGN INFORMATION
� � I 10, 000 PVC END CAP Desired Skimmer Drawdown Time (td)6 72 hrs
- 11 x Spillway,s Outlet: Sediment Basin 201 Principle S
SCHEDULE 40 Desired Skimmer Drawdown Rate (Qd) 6,228 ft /day p p' y, Drop Pipe
4" PVC PIPE Riser Top Elev: 835.50 ft
PLAN VIEW PVC PIPE PIPE DIAMETER Skimmer Size 4,0 in Riser Length: 6.0 ft
SCALE 1" - 50' 112" HOLES IN Head on Orifice (H)5 0.333 ft Orifice Coefficient: 0.60
PVC TEE UNDERSIDE 25 2. " DIA. PL�- Weir Coefficient: 3.1
E ,
INSTALL COLLAR WITH CORRUGATIONS CLCUTOFF TRENCH ALIGNS PVC TEE ORIFICE_ - 7 Culvert Length: 70.00 ft
VERTICAL. COLLAR TO BE OF SAME GAGE WITH j EMBANKMENT FLEXIBLE Calculated Orifice Diameter 2.162 in Culvert Diameter: 30.00 in
AS THE PIPE WITH WHICH IT IS USED. COUPLING WITH Actual Orifice Diameter$ 2.250 in Culvert Invert In: 832.50 ft
TRANSITION TO NOTES: Culvert Friction Coefficient: 0.01
BAND EXISTING GROUND SKIMMER PIPE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS Actual Skimmer Drawdown Time? 66 hrs Culvert Entrance Loss Coefficient: 0.90
1/2" X 2" SLOTTED OTHERWISE NOTED.
FILL MATERIAL
2" HOLES @ 8" C.C. 2' MINIMUM IF NOT 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE Discharge: 62.37 cfs
\ 1 " STAINLESS
i FOR 3/8"O BOLTS \ CUT TO BEDROCK STEEL STRAP SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED Required Discharge: 62.00 cfs
Q i0 bi id Oi i0 ��r NOT BE WATER-TIGHT.
2"� j OD OF PIPE 1 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE
d oi ' 0 Q 1 101 1 Oi 1 END VIEW 1 " STAINLESS STEEL STRAP
PIPE BARREL STRUCTURE WITH WATER-TIGHT B
CONNECTIONS.
J 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED
SADDLE BRANCH CMP CONNECTION BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE
ONE PIECE CONNECTING REVIEWED AND APPROVED BY THE ENGINEER ONCE A
BAND WELDED TO PIPE- SUITABLE EARTHEN MATERIAL EXTEND ADEQUATE DISTANCE FROM RISER T SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN.
CONTINUOUS WELD BOH COMPACTED TO 95% OF STANDARD ER O NT VIEW RISER BUOYANCY CALCULATION
W: 4' MIN. PROCTOR MAX. DRY DENSITY WITHIN
SIDES OF BAND DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
±2% OPTIMUM MOISTURE CONTENT SKIMMER MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
ANTI-SEEP COLLARS CUT-OFF TRENCH
NOT TO SCALE NOT TO SCALE DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
NOT TO SCALE
72" CONCRETE RISER
SKIMMER, SEE DETAIL TRASH RACK 1 O'TOP OF WEIGHT = 15,220 lb
RETRIEVAL ROPE EMERGENCY SPILLWAY, SEE DETAIL THIS
THIS SHEET BERM WIDTH SHEET
0- ANCHORED IN WHERE:
6'x6' (INSIDE 5 THE SLOPE
DIMENSION) RISER U SEDIMENT 72" CONCRETE 1' FREEBOARD
STRUCTURE Q CLEANOUT RISER STRUCTURE MIN. V FREEBOARD TOP OF BERM. ELEV 838.00 RISER WEIGHT = 15,220 lb
o GAGE WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH)x UNIT
CONCRETE ---------- ------- 0.5' DEPTH OF FLOW WEIGHT OF CONCRETE
BASE a a a d a a SEDIMENT CLEANOUT o❑ ❑oo❑❑ oo❑❑❑❑o // / // // // // // // // // // // // // EMERGENCY SPILLWAY ELEV 836.50 WEIGHT OF CONCRETE BASE _ (8.0 ft x 8.0 ft x 2.0 ft)x 150 Ib/ft3 = 19,200 Ib
MARK, ELEV 834.25 0❑111 oo❑❑❑ oo❑❑❑❑o RISER CREST ELEV. 835.50
SKIMMER, 1 1 EMBANKMENT STABILIZED STRUCTURE WEIGHT = 15,220 lb + 19,200 lb = 34,420 lb
WITH VEGETATION NOTES
SEE
THISDETAIIT a 3 SCUT OFF TRENCH 3 BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 lb/ft'
OUTLET APRON BUOYANCY = 216 ft'x 62.4 lb/ft' = 13,478.4 lb
30" DIA. CMP
BOTTOM OF POND INV. ELEV 832.50 30" DIA. CMP oOOOo O DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) A
0
ELEV 833.00 1 a \\\\\\\\ III III III Oo�0 34,420 lb > 13,478.4 Ib x 1.25
a
a a
34,420 lb > 16,848 lb
a a
ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
20' EVERY SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
CONCRETE BASE --- 20' 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
7.0' x 7.0' x 1.0' AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
NOTES:
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. WITH A BLACK BITUMINOUS ENAMEL PAINT.
2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE.
RISER PLAN VIEW
NOT TO SCALE SEDIMENT RISER BASIN
NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC.
'�N CAR
0 SEDIMENT BASIN SB-201 ,
=o :••F�Ss,o %- CAROLINA LITHIUM PROJECT
Qom° 7 sPLAN VIEW & PROFILE DETAIL
5 1/15/2024 REVISED PER DEMLR COMMENTS _ • SE L _
4 1/23/2023 REVISED PER DEMLR COMMENTS 032 2 = LITHIUM HYDROXIDE CONVERSION PLANT
PIED/�AONT 3 5/31/2022 REVISED PER DEMLR COMMENTS , '••. GASTON COUNTY NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '%,FR/E•K••HP..
�. FILENAME - 01 CP-B004
440 S.Church Street,Suite 1200 � 1/1 S/24
1 8/27/2021 MINING PERMIT
L I T H I U M Charlotte,NC 28202-2075 01 C P-B004
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 50'
N.C.B.E.L.S.License Number: F-0116

1 2 3 4 5 6 7 8
CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
50 0 � 5 / 100 TOP OF BERM. ELEV 832.00 20' WIDTH 4 ,AA VA VAS
1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 ///\///\//j� 4
ET ° INCH OR GREATER RAINFALL EVENT AND REPAIR IMMEDIATELY. \�\\�\\�\\ii / 'v0 1 �O ri i\\j\\j\\j Cumulative Storage
/V//V//V//V//V//V//�� o o o //V//V//V//V//V//V//
RIP RAP INFLOW PROTECTION I \//\\//\\//\\//\\//\\//\\//\\%/� ELEV 830.80 %/\\//\\//\\//\\//\\//
2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT \/\SEE SHEET 00G-009 I I I i //
II / o ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \%\%\%�\%�\%�\%�\j\\j\\j\\j\\j\\%/\
OUTLET PROTECTION OP-205A ( a AREA WITH SEDIMENT CONTROLS. AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AAjAAjAAjAjAjAjAjAjAjA/A/AjAjAjAAjAAjAAjAAjAA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA,� TOP OF BERM
SEE SUMMARY SHEET OOG-005 ° // /� 832.00 832.00
3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT
I� I. � � 5A-N
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS \��A��A��A��A��A��A��A,�A,�A,�A,�A,�A,�A,�A,�A,�A,�A,
SECTION B 831.00 831.00
POROUS BAFFLES � - PIPE 5A-N ( SEE CULVERT IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL gp
SEE DETAIL SHEET OOG-011 �� SUMMARY TABLE ON AREA. EMERGENCY SPILLWAY
° SHEET OOG-00 0 830.00 80 830.00
SILT FENCE PIPE 5B-N 12" CLASS 1 RIP RAP > PRINCIPAL SPILLWAY
w 829.00 829.00
1 SEE DETAIL SHEET OO G-008 >
\ \1 NON-WOVEN GEOTEXTILE FABRIC CLEANOUT ELEV.
BETWEEN ALL SOIL AND RIP-RAP. 17.2', ELEV. 830.8 COMPACTED FILL ON TOP OF
VIRGIN SOIL WITH TOP SOIL 828.00
\ I ANCHOR IN FABRIC BY RUNNING 828.00
ALONG FACE OF SPREADER LIP TO O O O
REMOVED.
a O
VIRGIN GROUND
I TOP OF FOOTER. o 0
I
I \ I o I :1 \\�\\�\\�\\�\\ \\ \\ \ 7X\�\\�\\�\�\/\\/\\/\\/\\/\\/\\ \ 3:1 ELEV: 830 ± 827.00
I ( b<a° BOTTOM OF POND I ° 3 /\///\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//�/
TOP OF BERM ELEV. 832.00 ' ' \/\\/\\/\/\/\/\/ / / / /
ELEV. co POND BOTTOM o / // // // // // // // // // // /////
N �: 8 2�8.00ELEV �A AA AAAA AAA AAAA AAA%A AAA%A AAA/%A AA/%A AA/%A AA/%A AA/%A AA//AA/%� AA/ ///
O 826.00/
A /PROPOSED /A//A/
0.00 0.20 0.22 0.42 0.48 0.71 0.77 1.11
B�o PLANT BUILDING
AND EQUIPMENT \V/AV/AV/AV/AV/ /V/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/AV/V/ Cumulative m u I ati ve Storage e (a c-ft)SB-205
EMERGENCY SPILLWAY KEY IN RIP-RAP '- KEY IN RIP-RAP
ELEV. 830.80 o PROPOSED SITE SECTION A
SEE DETAIL THIS SHEET v
� � � ACCESS ROAD
BI, h , � I I � ° EMERGENCY SPILLWAY Basin Size
48" OUTLET STRUCTURE WITH I I ° 5B-N NOT TO SCALE Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft)
SKIMMER AND 50 LF OF 24" HDPE 1
� occ / 828.00 0.00 8,809 0.00
SEE DETAILS THIS SHEET
1 \\ \ ARM ASSEMBLY 828.90 0.90 10,182 0.20
\ 24 HDPE PIPE
1 @ 1% SLOPE i 829.00 1.00 10,387 0.22
I 1
829.80 1.80 11,661 0.42
OUTLET PROTECTION OP 205 1 00 830.00 2.00 12,048 0.48
\
SEE SUMMARY SHEET OOG-005 "C" ENCLOSURE 830.80 2.80 13,380 0.71
° ' INLET AT
° LOW POINT, PROVIDE 831.00 3.00 13,778 0.77
INLET PROTECTION 832.00 4.00 15,576 1.11
C
I I DURING CONTRUCTION
WATER ENTRY UNIT
I \
\ BASIN ACCESS ROAD PERSPECTIVE VIEW
DRAINAGE AREA
DELINEATION
I \ 1
PVC VENT SCHEDULE 40
30' STREAM BUFFER/ PVC END CAP
PVC ELBOW PIPE PVC PIPE
\ \ 0 3" PIPE DIAMETER
I -:
LIMIT OF DISTURBANCE \ I \I \\�1 � WATER SURFACE-
ISEDIMENT BASIN 205 PRINCIPLE SPILLWAY
SCHEDULE 40 Skimmer Design SB-205 Req'd Vol (cf): 8,100
°° PVC END CAP DESIGN INFORMATION
3" PVC PIPE Desired Skimmer Drawdown Time (td)s hrs
PLAN VIEW s Outlet: Sediment Basin 205 Principle Spillway, Drop Pipe
PVC PIPE SEE TABLE FOR Desired Skimmer Drawdown Rate (Qd) 2,700 ft /day Riser Top Elev: 829.80 ft
SCALE 1" = 50' PIPE DIAMETER
1/2" HOLES IN Skimmer Size in Riser Length: 4.0 ft
INSTALL COLLAR WITH CORRUGATIONS PVC TEE UNDERSIDE 1 .5" ORIFICE PLATE Head on Orifice (H)s 0.250 ft Orifice Coefficient: 0.60
VERTICAL. COLLAR TO BE OF SAME GAGE PVC TEE Weir Coefficient: 3.1
AS THE PIPE WITH WHICH IT IS USED. Culvert Length: 50.00 ft
� Culvert Diameter: 24.00 in
CUTOFF TRENCH ALIGNS Calculated Orifice Diameter 1.529 in
BAND FLEXIBLE NOTES: Culvert Invert In: 826.80 ft
WITH q EMBANKMENT Actual Orifice Diameter 1.500 in
1/2" X 2" SLOTTED HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS Culvert Friction Coefficient: 0.01
211 HOLES @ 8" C.C. OTHERWISE NOTED. Actual Skimmer Drawdown Time 75 hrs Culvert Entrance Loss Coefficient: 0.90
FOR 3/8"O BOLTS EXISTING GROUND 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
�Q i0 Oi d Oi p SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED Discharge: 21.07 cfs
z � FILL MATERIAL-
z 2"� OD OF PIPE \ 2' MINIMUM IF NOT NOT BE WATER-TIGHT. Required Discharge: 21.07 cfs
^\� CUT TO BEDROCK 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE
4 idi i0i i0i iQ i 10i 1 bi / v END VIEW PIPE BARREL STRUCTURE WITH WATER-TIGHT B
FRONT VI EV
CONNECTIONS.
1 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED
SKIMMER
ONE PIECE CONNECTING BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE
BAND WELDED TO PIPE; REVIEWED AND APPROVED BY THE ENGINEER ONCE A
W: 4' MIN.
CONTINUOUS WELD BOTH 2' NOT TO SCALE SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. RISER BUOYANCY CALCULATION
SIDES OF BAND SUITABLE EARTHEN MATERIAL DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
COMPACTED TO 95% OF STANDARD MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
PROCTOR MAX. DRY DENSITY WITHIN
ANTI-SEEP COLLARS CUT-OFF TRENCH ±2% OPTIMUM MOISTURE CONTENT DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
48" CONCRETE RISER
NOT TO SCALE NOT TO SCALE TRASH RACK WEIGHT = 10147 lb
SKIMMER, SEE DETAIL 10' TOP OF EMERGENCY SPILLWAY, SEE DETAIL THIS
THIS SHEET RETRIEVAL ROPE BERM WIDTH SHEET
4'x4' (INSIDE ANCHORED IN WHERE:
DIMENSION) RISER SEDIMENT 48" CONCRETE THE SLOPE 1' FREEBOARD RISER WEIGHT = 10147 lb
STRUCTURE CLEANOUT RISER STRUCTURE MIN. V FREEBOARD TOP OF BERM. ELEV 832.00
GAGE WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH) x UNIT
CONCRETE WEIGHT OF CONCRETE
BASE ----------------- 0.5' DEPTH OF FLOW
a a a a � ----- WEIGHT OF CONCRETE BASE = 5.5 ft x 5.5 ft x 1.5 ft x 150 Ib/ft3 = 6806 Ib
SEDIMENT CLEANOUT o11 ❑ooDO U IL1111111
MARK, ELEV 828.90 ]❑❑❑ oo❑❑❑ oo❑❑❑❑o RISER CREST ELEV. 829.80 STRUCTURE WEIGHT = 10147 lb + 6806 lb = 16,953 lb
SKIMMER, a EMBANKMENT STABILIZED
SEE DETAIL WITH VEGETATION BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 lb/ft'
THIS SHEET 3 CUT OFF TRENCH 3
24" DIA. CMP OUTLET APRON
BUOYANCY = 96 ft'x 62.4 lb/ft' = 5,990.4 lb
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
BOTTOM OF POND INV. ELEV 826.80 24" DIA. CMP A
ELEV 828.00 � � � � � � � � � _ \\�\\�\\ 11 � 111
0 0000 0 16.953 lb > 5,990.4 lb x 1.25
a 16.953 lb > 7,488 lb
a
4 ° a
11
ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE 11 RECOMMENDED) FOR THE INLET BASE
SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
CONCRETE BASE _ 20' EVERY 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
6.0' x 6.0' x 1.0' 20 AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
NOTES: WITH A BLACK BITUMINOUS ENAMEL PAINT.
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
RISER PLAN VIEW 2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE.
NOT TO SCALE SEDIMENT RISER BASIN
NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC.
�N .�A ��'''''- SEDIMENT BASIN SB-205,
,� o�:••FESS,o•...%-, CAROLINA LITHIUM PROJECT
° = PLAN VIEW & PROFILE DETAIL
5 1/15/2024 REVISED PER DEMLR COMMENTS SEAL
= 03 2 = LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS -
PIE NT
3 5/31/2022 REVISED PER DEMLR COMMENTS %� •'••. ••i•• .••y�``� GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�,,FR/E K NP
L I T H I U ��� FILENAME - 01 CP-B005
440 S.Church Street,Suite 1200 �������iiiii�������
Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT 1/15/2_4 SCALE - 1" = 50' 01 C P-B005
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
I I 50 0 50 100 CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES TOP OF BERM. ELEV 848.00
► ) LIMITS OF DISTURBANCE '� �AA�VA<�A<�� C 4 20'WIDTH �f 4 C VA VA VAS
/ I I \ 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 % Cumulative Storage
/ SCALE IN FEET \\ \\ \\ \\ \\ \\ \\ g
INCH OR GREATER RAINFALL EVENT AND REPAIR IMMEDIATELY. / / / r r r O O r r /
WATTLES INSTALLED ) i\//\//\//\//\//\/ 0 0 0, �%//
ALONG SLOPE ELEV 846.50 849.00
2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT
DRAINAGE AREA � �
DELINEATION •d POROUS BAFFLES \ \ ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \%j\%j\%j\%j\%j\%j\%j\%j\%j\%j\%/\\%/\��^���^��� �^���^���^��� �^��i/`%/\\%j\%j\%j\%j\%j\%j\%j\%j\%j\%j\%j TOP OF BERM
O SEE DETAIL SHEET OOG-011 \ / / AREA WITH SEDIMENT CONTROLS. \\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j�\\j�\\j�\\j�\\j�\\j�\\j�\\j�\\j�\\j�\\j�\\jN\Y\\jN\Y\\j�\\j�\\j�\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\�j�\\` 848.00 48.00
3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT / /\`\/\\/\\i\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/�\\//�\ 847.00 847.00
�V��VA��AA��AA���A �A �A �AA/�AA/�AA/�AA/�AA/�A �V��AA��AA��AA��AA��AA���AA/ /'.
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS EMERGENCY SPILLWAY 46.50
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL
AREA. SECTION B
I 846.00 46.00
>\ 45.50 PRINCIPAL SPILLWAY
I I I \ �1 _- \ / 0 845.00 45.00 p
/ 12 CLASS 1 RIP-RAP .�
I 1 / I 844.25 CLEANOUT ELEV.
40 -A ) 844.00 .00
EMERGENCY SPILLWAY NON-WOVEN GEOTEXTILE FABRIC
ELEV. 846.50 \ 19', ELEV. 846.5 ai
cps BETWEEN ALL SOIL AND RIP-RAP. COMPACTED FILL ON TOP OF
SEE DETAIL THIS SHEET
ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL 843.00 ✓�843.00
ALONG FACE OF SPREADER LIP TO REMOVED.
\ / O
TOP OF FOOTER. o o VIRGIN GROUND 842.00
/V/V/V/V/V/V/V/V/V/V/V�\
3:1 / /AAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjA�jA 3:1 ELEV- 845 ±
48" OUTLET STRUCTURE WITH - x \ � o O/// //AAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAA jAA jAA jAA/AA/AA/AA/AA/AA/AA/AA/AA
SKIMMER AND 50 L F OF 24" DOUBLE POND BOTTOM
( I \/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/ 841.00
/ \ �� \ �l�
. /\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\// \ \ \// \
BARREL H D P E � S B-207 ELEV: 84300 \/\\/\\/\\/\\
SEE DETAILS THIS SHEET
/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\ 840.00
1 / \/\/\/\/\ /\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\
� \j\\j\\j\\j\\j \/\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\ 0.00 0.25 0.32 0.54 0.70 0.87 1.04 1.23 1.64
zz \ OUTLET PROTECTION OP-207
I SEE SUMMARY SHEET OOCP-005 J KEY IN RIP-RAP KEY IN RIP-RAP Cumulative Storage (ac-ft)
1 SECTION A
WETLAND
1 ' EMERGENCY SPILLWAY Basin Size
30 FT STREAM Elev. msl Depth ft Area s Cumulative Volume ac-ft
TOP OF BERM ELEV. 848.00/ \ NOT TO SCALE ( ) P ( ) ( � ( )
00 1 BUFFER 843.00 0.00 10116 0.00
/" I / / I BOTTOM OF POND � \� A \ I
�\ RIP RAP INFLOW PROTECTION � ELEV. 843.00 844.00 1.00 11,727 0.25
SEE SHEET OOG-009 , I � \ X \ TOP OF BANK /
'� I \\\ j 84425 1.25 12,139 0.32
ARM ASSEMBLY 845.00 1 2.00 13,395 0.54
00 I 0 845.50 2.50 14,250 0.70
loo 846.00 3.00 15,119 0.87
- - X- X j� "C" ENCLOSURE 846.50 3.50 16,003 1.04 C low - - -
`\ 847.00 4.00 16,900 1.23
5.00 18,737 1.64
° amn a / / ° / ° El WATER ENTRY UNIT
° PERSPECTIVE VIEW
BASIN ACCESS ROAD
SILT FENCE PVC VENT SCHEDULE 40
SEE DETAIL SHEET OOG-008 I � STREAM CROSSING NO. 3 PVC END CAP PVC ELBOW PIPE PVC PIPE
I ®SK-242 SEE SHEET 01CP-B007 3" PIPE DIAMETER
/ /
�i-
/ Skimmer Design SS-207 Req'd Vol (cf): 8,280 SEDIMENT BASIN 207 PRINCIPLE SPILLWAY
(Ix WATER SURFACE DESIGN INFORMATION
Desired Skimmer Drawdown Time (td)6 '2 hrs
PVC END CAP Desired Skimmer Drawdown Rate (Qd) 2,760 ft3/day Outlet: Sediment Basin 207 Principle Spillway, Drop Pipe
PLAN VIEW SCHEDULE 40
3"PVC PIPE Riser Top Elev: 845.50 ft
SCALE 1" = 50' Skimmer Size s in Riser Length: 4.0 ft
PVC PIPE SEE TABLE FOR s Orifice Coefficient: 0.60
INSTALL COLLAR WITH CORRUGATIONS PIPE DIAMETER Head on Orifice (H) 0.250 ft
VERTICAL. COLLAR TO BE OF SAME GAGE 1/2" HOLES IN Weir Coefficient: 3.1
AS THE PIPE WITH WHICH IT IS USED. PVC TEE UNDERSIDE Culvert Length: 50.00 ft
CUTOFF TRENCH ALIGNS 1.5" ORIFICE PLATE Culvert Diameter: 24.00 in
PVC TEE Calculated Orifice Diameter 1.546 in
Culvert Invert In: 841.20 ft
BAND WITH EMBANKMENT Actual Orifice Diameter$ 1.500 in
NOTES:
- 1/2" X 2" SLOTTED Culvert Friction Coefficient: 0.01
2 HOLES @ 8" C.C. FLEXIBLE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
Actual Skimmer Drawdown Time 76 hrs Culvert Entrance Loss Coefficient: 0.90
FOR 3/8"O BOLTS EXISTING GROUND
iQ i01 i Oi d �a I i0 HOSE OTHERWISE NOTED.
z FILL MATERIAL 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE Discharge: 25.22 cfs
> 2"� �-• �� OD OF PIPE 2' MINIMUM IF NOT SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED Required Discharge: 25.22 cfs
- - CUT TO BEDROCK NOT BE WATER-TIGHT.
I d i Oi i0 Q i0 i Oi B
i 1 1 1 i � i 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE
J 1 PIPE BARREL STRUCTURE WITH WATER-TIGHT
END VIEW
CONNECTIONS.
ONE PIECE CONNECTING FRONT VIEW 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED
BAND WELDED TO PIPE- BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE RISER BUOYANCY CALCULATION
W: 4' MIN. CONTINUOUS WELD BOTH 2' SKIMMER REVIEWED AND APPROVED BY THE ENGINEER ONCE A
SIDES OF BAND SUITABLE EARTHEN MATERIAL SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
COMPACTED TO 95% OF STANDARD NOT TO SCALE MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
PROCTOR MAX. DRY DENSITY WITHIN DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
±2% OPTIMUM MOISTURE CONTENT
ANTI-SEEP COLLARS CUT-OFF TRENCH 48" CONCRETE RISER
NOT TO SCALE NOT TO SCALE SKIMMER, SEE DETAIL TRASH RACK 10' TOP OF WEIGHT = 10,147 lb
THIS SHEET RETRIEVAL ROPE BERM WIDTH EMERGENCY SPILLWAY, SEE DETAIL THIS
4'x4' (INSIDE ANCHORED IN SHEET WHERE:
DIMENSION) RISER 48" CONCRETE THE SLOPE 1' FREEBOARD RISER WEIGHT = 10,147 lb
STRUCTURE SEDIMENT RISER STRUCTURE
CLEANOUT MIN. 1' FREEBOARD TOP OF BERM. ELEV 848.00
GAGE WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH)x UNIT
CONCRETE
WEIGHT OF CONCRETE
BASE -------------------- - 0.5' DEPTH OF FLOW
a SEDIMENT CLEANOUT o❑]EC ❑oo❑❑ ill❑❑❑o // / // // // // // // // // // // // // EMERGENCY SPILLWAY ELEV 846.50 WEIGHT OF CONCRETE BASE = (6.0 ft x 6.0 ft x 1.5 ft)x 150 lb/ft' = 8100 lb
MARK, ELEV 844.25 0❑❑❑ oo❑❑❑
SKIMMER, ❑❑❑❑o RISER CREST ELEV. 845.50 /\\j� �\ \\/\� EMBANKMENT STABILIZED STRUCTURE WEIGHT = 10,147 lb + 8100 lb = 18,247 lb
SEE DETAIL WITH VEGETATION BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
THIS SHEET
3 CUT OFF TRENCH 3
� 24" DIA. CMP OUTLET APRON
BUOYANCY = 96 ft3 x 62.4 Ib/ft3 = 5990.4 lb
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
BOTTOM OF POND INN. ELEV 841.20 24" DIA. CMP _ o �300 ELEV 843.00 oC�� A
\\ \\ \\ III III III 000°00 18,247 lb > 5990.4 lb x 1.25
\ \ 18,247 lb > 7488 lb
a III III III
ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE 11 RECOMMENDED) FOR THE INLET BASE
SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
CONCRETE BASE 20' EVERY 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
6.0' x 6.0' x 1.5' 20 AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
NOTES: WITH A BLACK BITUMINOUS ENAMEL PAINT.
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
RISER PLAN VIEW 2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE.
NOT TO SCALE SEDIMENT RISER BASIN
NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
CAR
-�,,, PIEDMONT LITHIUM CAROLINAS, INC. SEDIMENT BASIN SB-207
�:`o�Ss;o•.' CAROLINA LITHIUM PROJECT '
PLAN VIEW & PROFILE DETAIL
• � . SE L =
5 1/15/2024 REVISED PER DEMLR COMMENTS 4 1/23/2023 REVISED PER DEMLR COMMENTS 032 2 = LITHIUM HYDROXIDE CONVERSION PLANT
P3 5/31/2022 REVISED PER DEMLR COMMENTS •� GASTON COUNTY NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ���'� FR/E•K••\A 'S`�� FILENAME - 01 CP-B006 1 E .D/�AO N T
440 S.Church Street, Suite 1200 �����iiiiii����� 1/15/24
L I T H I U Charlotte, NC28202-2075 1 8/27/2021 MINING PERMIT 01 CP-BOON
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 50'
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
=x■h Ex■x■x \ \ 1 \ \ \ \ I I
SB-207OUTLET f ♦ V A \ I II \ \
STRUCTURE \\ �OIL
SB-207, SEE SHEET 01CP-B006 \ ♦% \ \ \ \ \ \ \ \ I
♦�♦ L♦
10/t► 20 0 20 40
}
D
SCALE IN FEET
V A \\ \ V A WETLAND AREA 4 /
I
SEE SHEET 1 I
♦k'k•k� I I A \ V A � \ v
NOTES:
. . \ :\� 1. STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM.
SILT FENCE (TYP) \ \\ \ \ / / / SEE TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", DETAIL SHEET OOG 010.
30 FT DELINEATED STREAM BUFFER 2. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY UDO FOR THE
SOUTH FORK RIVER WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN MINIMIZED, AND NO
IMPACTS WILL BE ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK."
\ : >1
3. STREAM CENTERLINES SHOWN ON THE PLANS WERE OBTAINED FROM SUB-METER ACCURATE
GPS INVESTIGATIONS AND ARE OVERLAID WITH LIDAR TOPOGRAPHY. STREAM TOP OF BANK
LINES WERE CREATED BY USING FIELD-COLLECTED BANK WIDTHS AT EACH GPS POINT (I.E. AT
■
STREAM BENDS). IN MANY CASES, THE TOPOGRAPHY DOES NOT ALIGN WITH THE CENTERLINE
INDICATED BY THE GPS DATA OBTAINED IN THE FIELD. FOR STREAM CROSSING LOCATIONS,
THE STREAM WILL BE GROUND-SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON
\\\ \ \ I / /� �/ I ACTUAL GROUND-SURVEYED TOPS OF BANKS.
N I : ; ' \ \ \ DELINEATED STREAM TOPS OF BANK 00 I I
' / I I I 4. SEE SHEET 01 CP-13008 FOR PHASE 2 EROSION CONTROL MEASURES.
00
\ \ I I /♦ 010 / I I 5. SEE SHEET OOG-002 FOR LEGEND C
949 1 1 1 00I
I .}
�!} / TEMPORARY SPAN
.}♦}4r
♦} . • TIMBER MAT
}
PROVIDE BREAKS IN SILT FENCE AS .x■x■x■x■x■x■x■x■x♦r
NEEDED FOR SITE ACCESS ■x■x■x■x■x■x■x■x■xr� / TEMPORARY STREAM CROSSING, /
/ SEE NOTES THIS SHEET,
/ NO IMPACTS ALLOWED TO STREAM, /
SEE DETAIL SHEET OOG-010 /
■x■x■x■x■x■x■x■x■x■x■xT / / / ♦+�♦+♦
1 .x■x■x■x■x■x■x■x}Y A-• / ♦+♦++♦+
♦ +
♦}�♦}♦/ / ' /�/ / / / / / ♦+�♦+♦+
♦ / I / 1 / / / / / � +♦++♦+
�.', i
' / / / / / .+♦+.'+ l
+ +
k�k�x41k�k1 // ♦�•�����•�� / / / / �� / / /l l // l ♦+♦♦+♦+
x.k♦x♦ l♦�•� ♦�•�♦� / / I / / /� / / / SEE NOTE 3
.k.k♦k♦k♦� I 1 / / ♦+♦+�+�♦+
♦x♦ x♦k♦+ ♦� / ' / / / / THIS SHEET 1 I + +
I� / / / / /I 1 / I I I I ♦�♦+
♦+ +
+ +
#4r
A A� '
wo
1 � � / / 1 1 I I I I � I I I 1 � +♦ +♦� �
.�4+'4'_♦+♦ \
,+ \ �
LIMITS OF DISTURBANCE 1 / / / I \ / I 1 I I I I I I ♦+ ♦+ \ A
+♦+.♦' \
I I I I I I
PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC. STREAM CROSSING NO. 3
o` CA
o�:`.o�Ss%Ro CAROLINA LITHIUM PROJECT
SEAL �� - PHASE 1
• °3 2 =4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT ROAD TO PLANT AREA
P I E DPAON T3 5/31/2022 REVISED PER DEMLR COMMENTS E.• • GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�,F�'/•� '• P ��` FILENAME - 01CP-B007
440 S.Church Street,Suite 1200 �i E K' N %`
1 8/27/2021 MINING PERMIT
� "� 1/15/24 01 CP-B007
T I"-I U Charlo704.338.6700 2075 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 20'
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
.x■�■x■x■x \ \ 1 \ \ \ I
■x■x\■x■x r • \ 1 \
1
10
SB-207OUTLE •
STRUCTURE
SB-207, SEE SHEET 01CP-13006
f
/ 20 0 20 40
SCALE IN FEET D
V I V A \\V A A \ 1 1 WETLAND AREA 4 / II
I � �x•XIx�X� 1 I II \ `\` `V A \ ` V A \ 1 I \ I
SILT F�NCE (VP)
30 FT DELINEATED STREAM BUFFER /
pp x
00
: �
860 860
Owosso
BRIDGECOR SINGLE RADIUS ARCH
wo (10 -0 SPAN x 5-3" RISE)
\ I \ \ \ I DELINEATED STREAM TOPS OF BANK / ♦/
x ■ I
00 I ; I PROPOSED UNDERGROUND \ \ ` I 850 850
x ■ \ \ I I I �/ / I. ELECTRICAL, � PROPOSED HAULROAD GRADE
SEE NOTE 4 \ \ \ I I♦/♦ � I / I C
x I 1
♦ I
VERTICAL SCALE IS 840 �� - - 840 EXISTING GRADES SHOWN
x �.x.x.x x.x. .x.x.x.x■x■x■x■x■x■x.x I \ I / / / EXAGGERATED 5:1 IN PROFILE ARE BASED ON
'Lx�x.x.x.�x.x.x�x.x.�.x.x�x.x.x.x.x4 � I � I / FILL
I / _.__ / � SEE NOTE PROPOSED WATER, I I � � I I I 1 A I / / � � // / / � 441 LIDAR INFORMATION. FINAL
/ I 1 I / / / /
PLACEMENT WILL BE 'NO
IMPACT' TO DELINEATED
832�� '� � � I I I / / \ / =
834 / c� STREAM
E E I E E /E / / E ` E 830 � 830
I I s / / / / -,/�� I / /` / / EXISTING GROUND-'
MOM El
/ W W W W 838 W W W W
840 / ' ' PROPOSED GRADE FOR 10'
�� / / / STRUCTURE INSTALLATION
�co I AT TOP OF SLOPES 10-FT TALL i / ► / / IQ / zn
al a
OR GREATER, INSTALL FENCE / /\ / �/ / / / / / / / / 820 820
IX�� OF GUARDRAIL FOR SAFETY
C / O� / / / / / / / /
F CDNo 00 6 rn
----- FM FM i FM F� FM \ FM ao 000 °0 000 °0 0000 °0 0000
--
83/ / / � �� i/ / / / / w ,
/ / / 836 / .�•''1 \ / / \ // 20+00 20+50 21+00 21+50
PROPOSED SANITARY SEINE / /
y SKIMMER BAST FORCE MAIN, / 834 � /
838
/ w/ B
\ 832 HAUL ROAD PROFILE STATION 21+50 - 22+00
y� SK-242 SEE NOTE 4 / �
/ +•��•, / \ STREAM CROSSING NO. 1
830 / / /828
4: .� / %% ` \ ` ` `.+� +� / SCALE. 1 - 40
LL
. l}
/• ` / ��•} ` I �`/ ` \ / // / �/EE NOTE 3 I `+� / I a NOTES:
THIS SHEET I ■ x 1. STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM.
�X•x,x•X l / •} w \\ SEE "TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", DETAIL SHEET OOG-010.
♦ � 1 / / / / ; x l 11 l / / l l l
k•x . 7 / 1 ■ ; 2. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY UDO FOR THE
•k• •k / / , / I x ■ SOUTH FORK RIVER WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN MINIMIZED, AND NO
` �X�k•k.k• l / �� l l/ l l l I I I I I I I I ' w IMPACTS WILL BE ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK."
` �•k•kjk / ►+�+•}' I I I I I I I I I I 3. STREAM CENTERLINES SHOWN ON THE PLANS WERE OBTAINED FROM SUB-METER ACCURATE
� ' •+ I / +��+' / I I I I I I \ ' ; '\ / w GPS INVESTIGATIONS AND ARE OVERLAID WITH LIDAR TOPOGRAPHY. STREAM TOP OF BANK
• •k I .X■X'X•/.�'� / ( I I I I I I I I I I I \ �x . \ LINES WERE CREATED BY USING FIELD-COLLECTED BANK WIDTHS AT EACH GPS POINT (I.E. AT
X'k•X■X■x■ ■X■X•X'�� / I I I \ :X STREAM BENDS). IN MANY CASES, THE TOPOGRAPHY DOES NOT ALIGN WITH THE CENTERLINE
I I I 11 �} • INDICATED BY THE GPS DATA OBTAINED IN THE FIELD. FOR STREAM CROSSING LOCATIONS,
LIMIT O� DISTURBANCE 1 I / // I I I \ I I I I I ' THE STREAM WILL BE GROUND-SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON
I I 1 I \ / // / I I \ I I I I ( I I I '�•} / ACTUAL GROUND-SURVEYED TOPS OF BANKS.
A
� .. 4. ALL UNDERGROUND UTILITIES TO BE INSTALLED VIA HORIZONTAL DIRECTIONAL DRILL OR
/ I J / I I I I I �:}} \ ,� CONVENTIONAL BORE IN A MANNER THAT DOES NOT IMPACT THE DELINEATED STREAM.
I I I I }• /
/// / I I I I I I I I ;• •} ,� \ 5. SEE SHEET OOG-002 FOR LEGEND
LL
400'\
a
I I I I A \ v \ \ V A \ • : A ` U_
PROJECT MANAGER V. HAYNES, PE
" - PIEDMONT LITHIUM CAROLINAS INC.
STREAM CROSSING NO. 3,
=ooF�ss/0� CAROLINA LITHIUM PROJECT
r - = s AL = PHASE 2
• °3 2 =4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT ROAD TO PLANT AREA
-
PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS ''., � '••. •....E.•�' GASTON COUNTY NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '%,FR/E K HP��.` FILENAME - 01 CP-B007
440 S.Church Street,Suite 1200 "��,������������`� 1/1-5/24
L I T H I U Charlotte,NC 28202-2075 1 8/27/2021 MINING PERMIT ., _ 01 C P-B008
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1 - 20'
N.C.B.E.L.S.License Number: F-0116

1 2 3 4 5 6 7 8
SB-207 \ \ \\ \ \\ \ ) I N
\ I I
OUTLET STRUCTURE
SB-07, SEE SHEET 01 CP-B006 \ \ \\ \ \ \ \\ \ I
20 0 20 40 D
SCALE IN FEET
\\ I \ \ \\ \ \ \ WETLAND AREA 4 / I
SEE SHEET 1 I
\ 1 I 1
\ \ \ I
5 2:1 SIDE SLOPE
A A
\ \ \ \ \ l \\\ \\ \ \ \\ 30 FT DELINEATED STREAM BUFFER / / DITCH WIDTH VARIES 1' 5'
co
\ A A I PLAN VIEW
\ I \ \ DELINEATED STREAM TOPS OF BANK00
\ \ BRIDGECOR SINGLE RADIUS ARCH / I
\ \ \ 10'-0" SPAN x 5-3" RISE, / / I o Oo 2 2
12
� "
C
I I I \ \ SEE NOTE 1 I 1 1
12" �
18 IN
----r ------ j
! I I I I 1 I I I
NONWOVEN GEOTEXTILE
i
------------- --
/ �-- - ---s32 •�' / i / / I SECTION A-A
I
836 �I / / / I
CONSTRUCTION SPECIFICATIONS:
1. USE SPECIFIED CLASS OF RIPRAP.
I / 840 / / �► i / / /
2. USE NONWOVEN GEOTEXTILE AS SPECIFIED IN SECTION H-1 MATERIALS,AND PROTECT
FROM PUNCHING,CUTTING, OR TEARING. REPAIR ANY DAMAGE OTHER THAN AN
p / ► ► / / / Q OCCASIONAL SMALL HOLE BY PLACING ANOTHER PIECE OF GEOTEXTILE OVER THE
DAMAGED PART OR BY COMPLETELY REPLACING THE GEOTEXTILE. PROVIDE A MINIMUM OF
/ j Q / �O zi ONE FOOT OVERLAP FOR ALL REPAIRS AND FOR JOINING TWO PIECES OF GEOTEXTILE.
Q �bry / / Q ' / / / / / l / 3. PREPARE THE SUBGRADE FOR THE PLUNGE POOL TO THE REQUIRED LINES AND GRADES.
/ COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO A DENSITY OF APPROXIMATELY THAT OF
/ THE SURROUNDING UNDISTURBED MATERIAL.
/840 � �..• Q
91� / j ---- / .•�•.• 4. EMBED THE GEOTEXTILE A MINIMUM OF 4 INCHES AND EXTEND THE GEOTEXTILE A MINIMUM
838—------- / OF 6 INCHES BEYOND THE EDGE OF THE SCOUR HOLE.
4— 83677L�/ •.L••/ / / U j / 5. STONE FOR THE PLUNGE POOL MAY BE PLACED BY EQUIPMENT.CONSTRUCT TO THE FULL COURSE
4 �• / / THICKNESS IN ONE OPERATION AND IN SUCH A MANNER AS TO AVOID DISPLACEMENT OF UNDERLYING B
83 1 ' / / / / / / Q MATERIALS. DELIVER AND PLACE THE STONE FOR THE PLUNGE POOL IN A MANNER THAT WILL ENSURE
THAT IT IS REASONABLY
SPALLS FILLING THE
832 I / / / / Q BETWEEN THE LARGER STONES. PILAOCE STONE FOR THE LPL NGEOPOOL NDA MANNER TO PREVENT O DAMAGE
TO THE GEOTEXTILE. HAND PLACE TO THE EXTENT NECESSARY.
I DIVERSION DITCH / / �� 828 6.AT THE PLUNGE POOL OUTLET, PLACE THE STONE SO THAT IT MEETS THE EXISTING GRADE.
/ 7. MAINTAIN LINE,GRADE,AND CROSS SECTION. KEEP OUTLET FREE OF EROSION. REMOVE ACCMULATED
I DITCH OUTLET PLUNGE POOL, SEDIMENT AND DEBRIS.AFTER HIGH FLOWS INSPECT FOR SCOUR AND DISLODGED RIPRAP. MAKE NECESSARY
I SEE DETAIL THIS SHEET / - / / / REPAIRS IMMEDIATELY.
a DITCH OUTLET PLUNGE POOL DETAIL
/ SEE NOTE 3 Q
'THIS SHEET /
NOT TO SCALE
i
NOTES:
1 . STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM.
SEE "TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", SHEET OOG-010.
2. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY UDO FOR THE
SOUTH FORK RIVER WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN MINIMIZED, AND NO
IMPACTS WILL BE ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK."
3. STREAM CENTERLINES SHOWN ON THE PLANS WERE OBTAINED FROM SUB-METER ACCURATE
GPS INVESTIGATIONS AND ARE OVERLAID WITH LIDAR TOPOGRAPHY. STREAM TOP OF BANK A
LINES WERE CREATED BY USING FIELD COLLECTED BANK WIDTHS AT EACH GPS POINT (I.E. AT
STREAM BENDS). IN MANY CASES, THE TOPOGRAPHY DOES NOT ALIGN WITH THE CENTERLINE
/// / I I I I I I \ INDICATED BY THE GPS DATA OBTAINED IN THE FIELD. FOR STREAM CROSSING LOCATIONS,
THE STREAM WILL BE GROUND-SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON
ACTUAL GROUND-SURVEYED TOPS OF BANKS.
4. SEE SHEET OOG-002 FOR LEGEND.
PROJECT MANAGER V. HAYNES, PE
o` CAR
- PIEDMONT LITHIUM CAROLINAS INC. STREAM CROSSING NO. 3
o�Ss%o CAROLINA LITHIUM PROJECT
SEAL - RECLAMATION
03 ° 2 =4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT ROAD TO PLANT AREA
P I E DPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS .,�� •.•• i •••, :y GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �, R/E•K NP �• FILENAME - 01CP-B007
` H 440 h Church Street,Suite 5 1 8/27/2021 MINING PERMIT ���1101111111 1 1/15/24 01 C P-B00^
L I T 1—I I U Charlotte,NC 28202-2075 SCALE - 1" — 20�
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 -
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
SEE SHEET 01CP-AO01 FOR CONTINUATION _ �► - - \y / ) ��+� \ \ \ V / \ I t T SEE SHEET 01CP-B001 FOR CONTINUATION �/ A
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GENERAL NOTES:A 844 STREAM CROSSING NO. 4 1. CULVERT TO BE INSTALLED F IR ST IN
PHA
SE 1 T O PR O
V
I
D
E FOR
c
flflflflfl
CL EA
N
� I I I _ SB-202SEE SHEET 01CP-CO09 WATER BYPASS ACROSS SITE.SK-245 35 SEE SEDIMENT BASIN SHEET 01CP-CO04
ST-226 2. ALL SLOPES 3:1 AND STEEPER SHALL BE STABILIZED WITH NORTH_ /�I / / \ AMERICAN GREEN S150. SEE DETAIL ON SHEET OOCP-011.
� 3. SEE SHEETS 01 CP-0004 01 CP-0005 01 CP-0006 01 CP-0007 AND
34
�
x= �� I x-x-X _ - I I z 01CP-0008 FOR SEDIMENT BASIN DETAILS AND STAGE-STORAGE DATA ST-224 4. SEE SHEET OOG-005 FOR SEDIMENT TRAP AND SKIMMER BASIN SIZING.� SEE SHEET OOG-007 FOR SEDIMENT TRAP AND SKIMMER BASIN DETAIL
S.
0 SEE THIS SHEET FOR STAGE-STORAGE DATA.
SB-206 + 5. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING THE
SEE SEDIMENT BASIN SHEET 01CP-007 SB-209 DEVELOPMENT. BREAKS IN THE FENCE LINE OCCUR WHERE IT
SEE SEDIMENT BASIN SHEET 01CP-008 INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15 WIDTH OF
-X-X-X=X- -X-X-X_X- -X-X-X=X- -X-XX=X-x DISTURBANCE ACCOUNTED FOR ALONG PROPOSED FENCE LINE.
6. PHASE 1 EROSION CONTROL PLANS WILL REQUIRE TEMPORARY�\ DRAINAGE SWALES OR BERMS TOWARDS SB-203 AND SB-204 TO ALLOW_ FOR CONSTRUCTION OF THE RETAINING WALL.
824 7. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN
UNDISTURBED. IF, DURING CONSTRUCTION, ANY UNANTICIPATED HUMAN
REMAINS ARE FOUND OUTSIDE OF THE BUFFER LIMITS, CONSTRUCTION
SHALL BE HALTED UNTIL FURTHER INVESTIGATION CAN TAKE PLACE.86 _ \ � ST-225 8. SEE SHEET OOG-002 FOR LEGEND.
DELINEATED WETLAND T SEDIMENT TRAP AND SKIMMER BASIN
STAGE-STORAGE DATA
� ST-224
DRNAGE AREA Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (c
DELINEATION 820.00 0.00 1,081 010 METER CEMETERY -PROPERTY BOUNDARY SB-204
SITE BUFFER SEE SEDIMENT BASIN SHEET 01CP-CO06 LIMITS OF 820.00 0.00 1,348 0
DISTURBANCE 821.00 1.00 1,640 1,492
EXISTING CEMETERY SITE, �
SEE NOTE 7 822.00 2.00 1,95 3,288
823.00 3.00 2,300 5,414
-225ST
w \ Elev. msl Depth ft Area s Cumulative Volume c
SB-203 � 812.00 0.00 1,287 0
SEE SEDIMENT BASINSTREAM BUFFER 30 FT
FROM TOP OF BANK SHEET 01CP C005 813.00 1.00 1575 1>429
814.00 2.00 1,889 3,158j 5. 3.00 5,214
PROPOSED FENCE LINE, � \ ' A� 816.00 4.00 ,592 7,622
�SEE NOTE 5 ST-226I SEE
Elev. (msl) Depth (ft) Area (sfl Cumulative VolumeGENERAL
87
100-YR FLOOD PLA NOTE#3 822.00 0.00 1,081 0
823.00 1.00 1,348 1,212
/ 824.00 2.00 1,640 2,704
825.00 3.00 1,957 4,500
826.00 4.00 2,300 6,626
DELINEATED WETLAND Soo ' ST-227
Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (c
DOUBLE ROW 820.00 0.00 300 0SILT FENCE 821.00 1.00 446 371SK-249 822.00 2.00 621 902
823.00 3.00 821 1,620
824.00 4.00 1,046 2,552
SK-244
Elev. (msl) Depth ft Area (Sfl Cumulative Volume (c
841.00 0.00 2,726 0
842.00 1.00 3147 2,934
843.00 2.00 3,594 6,302
844.00 3.00 4,066 10,130
ALL SITE IMPROVEMENTS CROSSING
845.00 4.00 4,563 14,442
AND SOUTH OF BEAVERDAM CREEK
ARE SHOWN ON PLANS BY MARSHALL SK-245 - Phase 1MILLER &ASSOCIATES Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
ZONING SETBACK _ 840.00 0.00 3,964 0
xx
841.00 1.00 4,470 4,214
PLANTING BUFFER 842.00 2.00 5,001 8,947��8 843.00 5,558 14,225
844.00 4.00 6,139 20,071
SK-249 - Phase 1
} Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (c
812.00 0.00 3,026 0
813.00 1.00 3,482 3,251
814.00 2.00 3,964 6972
815.00 3.00 4 470 11,186
�/}
Rom 816.00 4.00 5,001 15,919P
PROJECT MANAGER V. HAYNES, PE PIEDMONT LITHIUM CAROLINAS INC.
... LITHIUM HYDROXIDECAROLINA LITHIUM PROJECT CONVERSION PLANT EROSION
• SE
4 1/23/2023 REVISED PER DEMLR COMMENTS 032 2 LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 1 INSET Ct3
pB PIEDPAONT 5/31/2022 REVISED PER DEMLR COMMENTS ', '••. GASTON COUNTY NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '%�F�i'/E• •\A ����` FILENAME - 01 CP-CO01
L H 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT iiii������`` 1/15/24
Chartotte, NC 704 338 6700 2075 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 100' 01 CP-0001
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
SEE SHEET 01CP-AO02 FOR CONTINUATION �;;� EL879.67 ♦ ) 1 \ VA \ \\ \ I\\\� \ \ \ \ / A I 1 i I a SEE SHEET 01CP-B002 FOR CONTINUATION
00
1 o vv ♦ v � \ \ \ \ \ I 1 I1W 11
EL 880.01 CD
\ \ vA �� = vV \ \ \ � A ♦�
I \ V A V A\ \ V 1 \ 1 1"I',
�I \\ AT TOP OF SLOPE 10-FT TALL \VA X 1� \ \ II o III I aI I {XX� 2A-N \ \ 100 0 1 00OR GREATER, INSTALL FENCE 200-
EL4ROR GUARDRAIL FOR SAFETY
\ C���I I PROPOSED a I \
\r \ \ V II I 1
°0° CONVERSION I a00 I \ �� ���� V 1 1 1 I SCALE IN FEET
F-83_83_g - ♦^��'��<I7+��/� 1I \\\I\\\I\\I \ STREAM
T CROSSING\ I \\l1`+�� a / - - - - \ I I I a \ I ♦, `�,� `�` �I ���� \ v'XX GENERAL NOTES:� PLANT \ y\ \ \Sao sz ` ``SEE SHEET 01CP 010 � , I. , 10' s6-2o2 1. AS PROPOSED ED INLETS ARE DEVELOPED FOR CONVEYANCE ON THE
SEE SEDIMENT BASIN SHEET 01CP-CO04 CONVERSION PLANT PAD, INLET PROTECTION SHALL BE PROVIDED PER
SK-245 �
DETAILS ON SHEET OOG-010.
� I \ \ \\ \ �, _ �-_ _ �-..,- - -�,�° - � �-� - � � s \ ♦�I I � / I � �o \ �//� III \ I io � � I I� ` � \�I
I � v \ X \ \ \ \
I I \ -f - - _ _ � ♦./ \ I / / / T \ \ \ 2. ALL SLOPES 3:1 AND STEEPER SHALL BE STABILIZED WITH NORTH
AMERICAN GREEN S150. SEE DETAILS ON SHEET OOG-012.
ST-224�\ I I
/ 111 I I 1 ST-226 3. SEE SHEETS 01 CP-004, 01 CP-005, 01 CP-006, 01 CP-007, AND 01 CP 008 FOR
\ \ SEE GENERAL NOTE .. - - - +� `X a \ 1 a \ d' °' o \ SEDIMENT BASIN DETAILS AND STAGE-STORAGE DATA.
� L - L `� �� vv \ \ \ v
WATTLES INSTALLED ALONG \ - - 0 20 �� \ // ° '2
- \ - - 4. SEE SHEET OOG-005 FOR SEDIMENT TRAP AND SKIMMER BASIN SIZING.
I I 1 I 1 \ I \ SLOPE _ + o r_x
� �+� � �x; 1J � I a � \ I I \ � ♦ � � \ \ \ SEE SHEET OOG-007 FOR SEDIMENT TRAP AND SKIMMER BASIN DETAILS.
/ I \ SB-206 - - _��_ -� �� �\ �� o / \� I I \ I a \ \ ♦ \ 1� \ \ \ \ SEE THIS SHEET FOR STAGE-STORAGE DATA.
SEE SEDIMENT BASIN SHEET 01CP-007
5. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON
I 1��- - - - - - - - - - - - -x x \ �� �� \� \ COUNTY UDO FOR THE SOUTH FORK RIVER WS-IV-PA. BUFFER
- - - - - SEE GENERAL NOTE#2 \ � DISTURBANCES HAVE BEEN MINIMIZED AND NO IMPACTS WILL BE
I \ macJqu
Alft
\ a RETAINING -17- ALLOWED WITHIN THE DELINEATED STREAM HIGH WATER MARK.
_ _ \ \\\\ \
�/ ��
WALL RETAI 6. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING THE
AT TOP OF SLOPE 10-FT TALL
) x_� I / 1 „ DEVELOPMENT. BREAKS IN THE FENCE LINE OCCUR WHERE IT
OR GREATER, INSTALL FENCE �\� ��o � �� � �X� � -
/ I \\\ \ x \\\� % SEE GENERAL NOTE#5 x + \ - \ �\\\ \ INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15' WIDTH OF
OR GUARDRAIL FOR SAFETY \ DISTURBANCE ACCOUNTED FOR ALONG PROPOSED FENCE LINE.
ST-227
x x-� I \ \\ i // I�� \11 111 7. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN
ST-225
\\\ I I a r \ I I I I� \I� \ \ UNDISTURBED. IF, DURING CONSTRUCTION, ANY UNANTICIPATED HUMAN
I DELINEATED WETLAND (\\ hy� I I ° / - a I� , \ I I I \ REMAINS ARE FOUND OUTSIDE OF THE BUFFER LIMITS, CONSTRUCTION
I I / I I I I \\�\ SHALL BE HALTED UNTIL FURTHER INVESTIGATION CAN TAKE PLACE.
8. ALL UNDERGROUND UTILITIES TO BE INSTALLED VIA HORIZONTAL
DIRECTIONAL DRILL OR CONVENTIONAL BORE IN A MANNER THAT DOES C
�� / I - l I \� I \ NOT IMPACT THE DELINEATED STREAM.
TS_B-204 A�Iq I I I I�I� I / \ � � ♦ �
SEE SEDIMENT BASIN � I I 1I II I I I II \I \
II�
\
�
\\
9. SEE SHEET OOG-002 FOR LEGEND.
I /PROPERTY BOUNDARY SHEET 01CP-CO06 7
_ 610 METER CEMETERY a PROPOSED PLAN T EQUIPMENT ISITE BUFFER SEDIMENT TRAP AN D SKIMMER BASIN
I I STAGE-STORAGE DATA
EXISTING CEMETERY SITE I ( A- 1/) I I I I ♦ / / / l I I x \\I
SEE NOTE 7 I \ \ - I I I ICI I \ ° o ° ♦/� / / / / / / / I I� \�� ST-224
Co / ��/mil / / �� 1 \ Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
} / / I 1 \ I C- I/ / / I \ I / /`'♦ / / / \ \ \\ 820.00 0.00 1,081 0
010 / �x \ �
820.00 0.00 1,348 o
SB-203 ♦� / XI
STREAM BUFFER 30 FT I I I I I \ � m 1 - �� / i 111 821.00 1.00 1,640 1,492
� � I a SEE SEDIMENT BASIN � X 822.00 2.00 1,957 3,288
/ I FROM TOP OF BANK I -� a - / SHEET 01CP-CO05
777
% � 823.00 3.00 2,300 5,414
S 1 N# L OTE#1 x
:0PROPOSED FENCE LINE, PROPOSED 7\ �\ 87
XxI
ST-225SEENOTE6 UNDERGROUND \ \ \ELECTRICAL - Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
- - - e- � � -820- x� � 1 � / �'�
812.00 0.00 1,287 0
\ �i a _ - I- i
813.00 1.00 1,575 1,429
100-YR FLOOD PLAIN SEE GENERAL NOTE#2 c�+�
V
814.00 2.00 1,889 3,158
WATTLES INSTALLED
ALONG SLOPE \ o - \ a ` , � / x - 815.00 3.00 2,228 5,214
816.00 4.00 2,592 7,622
41
ST-226
Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
DELINEATED WETLAND
SEE GENERAL NOTE#2 _ 822.00 0.00 1,081 0
DOUBLE ROW /j�� 823.00 1.00 1,348 1,212
SILT FENCE
824.00 2.00 1,640 2,704
WATTLES INSTALLED /// + 825.00 3.00 1,957 4,500
ALONG SLOPE 826.00 4.00 2,300 6,626
AT TOP OF SLOPE 10-FT TALL ST-227
OR GREATER, INSTALL FENCE OR GUARDRAIL FOR SAFETY Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (c
820.00 0.00 300 0
fl
PROPOSED SANITARY - �� �� = - _
_ - _ - _ - -
SEWER FORCE MAIN -
- CONVEYOR FROM MINE SITE
821.00 1.00 446 371
SEE SHEET 02C0-D002 822.00 2.00 621 902
RETAINING WALL 823.00 3.00 821 1,620
_ \ \\ � �-� � \\� / 1 \ \ V A � -8�
824.00 4.00 1,046 2,552
ALL SITE IMPROVEMENTS CROSSING �A / - \ \ \\
AND SOUTH OF BEAVERDAM CREEK \ I // / \ SK-244
ARE SHOWN ON PLANS BY MARSHALL / S - Elev. msl Depth ft Areas Cumulative Volume c
� �\ / ( ) p O ( fl ( fl
MILLER &ASSOCIATES VA\ , / / \
841.00 0.00 2,726 0
ZONING SETBACK i i .� �� / I VA \ � � / VV\ , , i I _ 842.00 1.00 3,147 2,934
/ / - - -- $S
� 843.00 2.00 3,594 6,302
--
PLANTING BUFFER /�
/ i - - - 844.00 3.00 4,066 10,130 A
_8abl v �
845.00 4.00 4,563 14,442
i
- S K-245 - Phase 2
Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl
840.00 0.00 1,263 0
841.00 1.00 1,577 1,417
842.00 2.00 1,946 3,175
843.00 3.00 2,321 5,306
844.00 4.00 2,721 7,824
\ I
�\ I P RCEL NUMBER 15912�
\ \ \ I
PROJECT MANAGER V. HAYNES, PE
" - PIEDMONT LITHIUM CAROLINAS INC.
CARo LITHIUM HYDROXIDE
=o .•'��SS�o .'z= CAROLINA LITHIUM PROJECT
• �° = CONVERSION PLANT - EROSION
�. SEAL
• °3 2 =4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 2 - INSET C
'
PIEDPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS E ,:• GASTON COUNTY, NORTH
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '��F�/E•K••NP�.�`� L FILENAME - 01 CP-CO02 SHEET
L I T H I U 440 S.Church Street,Suite 1200 1/15/24 01 C P-C 0 0
Charlotte, S 28202uite 1 1 8/27/2021 MINING PERMIT
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1,, = 100'
N.C.B.E.L.S.License Number: F-0116

1 2 3 4 5 6 7 8
SEE SHEET 01 CP-AO03 FOR CONTINUATION- — I , EL s7ss7 I I I � a SEE SHEET 01 CP-B003 FOR CONTINUATION
/
W� IIM
CD
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EL 880.01 � 1 \ \\ \ \ \ \ \ ° � � �
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E MAIN \I v \ v II I I I � `\v\A, II I V SB--
202
I\ ,vI SEE SE DIMENT BASIN
\SHEET
01CP-CO04
SEE GENERAL NOTE#2
100 0 100 200
------- STREAM CROSSING NO. 4 CTO REMAIN FOR ACCESS. _
\ \ \ \ I \ \ SCALE IN FEET
SEE SHEET 01 CP-0011
I I I I I \ \ \\ A VA \ 834 a
I II / '\ )I V I \ \ \ V A \
\ \� \ \ \\ \ _ x
I I x I ` , A
�i ( � II 11I I A/
� � \ \� j IIII I I � �, �,° i \ \ \ I `A ° \ Z \ \ V A \ GENERAL NOTES-
I
, , , �, �, � \ v v
\ / � � III \ \ \ \ \ \_ _ A
\ 1. ALL BUILDINGS AND EQUIPMENT TO BE REMOVED. AREA
I I A 1 A \ SB-206 - _�� �_�� \ y� —� —® �A� I \ V / V V V AVA\ \ \A \\ \ TO BE GRADED TO DRAIN AND VEGETATED. ROADS AND
SEE SEDIMENT BASIN SHEET 01CP-007 - — _ � �\ — — _ \� III ®� / \ RAIL AND RAIL ACCESS \ 4 \ \ \ 1 �1\ \ \ RAIL TO REMAIN. SITE TO BE FOR FUTURE INDUSTRIAL
I I I I I x I I I \ SEE GENERAL NOTE#2_ — _ _ _\�\ ROAD TO REMAIN \ 8 \ I
\ / \ \ \ "�� \ \ \ \ \ I USE.
/ 1 I X-X-X-X-X-X-X-X-X-X-X-X-X-X-X-X-X-X-X-X-x,x\x\x 2. BASIN TO REMAIN AS A MEANS TO SATISFY ANY FUTURE
I
� \ _ \ \ \ \ NEEDS FOR STORMWATER COLLECTION.
RETAINING WALL — A
— _ 3. SEE SHEET OOG 002 FOR LEGEND.
® �o
+/w //Al
a
ED WETLAND
\ \ \\ 11
�\ \ I la I I / � / �� —
1 \ V A } \ 1 \ \ I I I I I \\ I A I I I I SE
4D-N E GENERAL NOTE#1 I I I I C
C' I` I / / W l � — / l
�
PROPERTY BOUNDARY I I I I I I I 10 METER CEMETERY SITE BUFFER (� �// I I I I SB-204 o
I I SEE SEDIMENT BASIN SHEET 01CP-0006 I / / / / / / 1 1 1 1 1 V A IIII
�-� SEE GENERAL NOTE #2
EXISTING CEMETERY SITE I \ \\
IA// co
I / / / / I / / / / STREAM BUFFER 30 FT / — / / x
- � / / _ � V I � / / - � SB-203 , - /
x
FROM TOP OF BANK SEE SEDIMENT BASIN SHEET 01CP-CO05
SEE GENERAL NOTE
PROPOSED FENCE LINE, M
- - v
\ \ \ SEE NOTE 3
_ — �
100-YR FLOOD PLAIN
— —
—
�.
DELINEATED WETLAND
l /�II0 /
ll
/� RETAINING WALL
/
\ —
/ ALL SITE IMPROVEMENTS CROSSING --
/ AND SOUTH OF BEAVERDAM CREEK —
_ ARE SHOWN ON PLANS BY MARSHALL —
MILLER&ASSOCIATESxx
/
ZONING SETBACK /� / I k'x —
i
PLANTING BUFFER / I // / / —� � / I ` \ � \ \ \0 —B4b
- -
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I �� l / / // /// 1 I I ► � I I I I I / I I � 1 1 1 1 1 1 1 ' vvv vv ____ / l l I l / l / �/
l
\VAS I II � I P L NUMBER 15912
�
RCE
i
nnRllAns
PROJECT MANAGER V. HAYNES, PE
" PIEDMONT LITHIUM CAROLINAS INC.
� ''�N CARo LITHIUM HYDROXIDE
d--**��SS/o .'z= CAROLINA LITHIUM PROJECT
• �° = CONVERSION PLANT-
' 0 SEA '
_4 1/23/2023 REVISED PER DEMLR COMMENTS 320 = LITHIUM HYDROXIDE CONVERSION PLANT RECLAMATION PLAN - INSET C
ON
PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS •••., I N e.
--,,�F •....,.,....••�� .` GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS FILENAME - 01 CP-CO03
+ + 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT ' �i�, ��•`` 1115124 -
L I T H I 1„1 Charlotte,NC 28202-2075 SCALE - 1" — 100' 01 C P C003
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 -
N.C.B.E.L.S.License Number: F-0116

1 2 3 4 5 6 7 8
o't \\ \ I CONSTRUCTION% , MAINTENANCE AND INSPECTION NOTES TOP OF BERM. ELEV 830.00
i��
2A-N vv vv \ I V/�/�/� 20'WIDTH 4 v V/vim
1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 %/j�/j�/j �� 4 1 CZ� C%/%/%/i. Cumulative Storage
PIPE 2A-N ( SEE CULVERT \ \ \ I' x \\ \\ \\
SUMMARY TABLE ON ` \ \ 7' CHAINLINK FENCE I INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. i\ \ \ \ \ \ �\ \ �� \ \ \ \ \ \ \�
\ \ / i/ / / / / / / / ELEV 828.50 //////////////////////// 831.00
SHEETOOCP-006) ` \ \ I SEE DETAIL SHEET OOG-011 \\ \\ \\ \\ \\ \\ \\ \\ \\ \ \\ \\ \\ \\ \\ \\ \\ \\ \\
2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT ,
\ \ -� 1 \\/\\/\\/\\�\� ����������������� ` \\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\ TOP OF BERM
x ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN //\//\//\//\//\//\//\//\//\//\//\//\ ij�//\//\//\//\//\//\//\//\//\//\//\//
I RI P RAP SLOPE ( \\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\i\\\i\\\i\\\i\\\i\\\i\\\i\\\i\\\i\\\i\\\i\\\i\\\i\\\i\\\i\\\i\\\i\\\��\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\/ 830.00 30.00
DOUBLE INLETS AT \ PROTECTION TYP. I AN AREA WITH SEDIMENT CONTROLS.
\//\//\//\
LOW POINT, PROVIDE I ` \ \ ( ) \ x \ \,\ \/i / /\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//�/i�\�`\ EMERGENCY
\ \ SEE DETAIL SHEET OOG-009 /\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/�\/�
I 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND `\ �\ \\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j�\ ` 829.00 829.00
INLET PROTECTIONS �\ � \ \\ ', x � % � � // � SPILLWAY
DURING CONSTRUCTION \ � \ INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY `\ \ \ \ \ \ \ \ \ \ \ \ �\^ 28.50
\ POROUS BAFFLES REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER SECTION B 828 00 PRINCIPAL 28.00
SEE DETAIL SHEET - 1 AND POOL AREA.
\ l
S S OOG 01 SPILLWAY 27 50
al \ I 0 827.00 27.00
` \ I SILT FENCE 12" CLASS 1 RIP-RAP -
�M /r SEE DETAIL SHEET OOG-008 \ CLEANOUT ELEV.
826.25
00 w 826.00 .00
EMERGENCY SPILLWAY NON-WOVEN GEOTEXTILE FABRIC
ELEV. 828.50 BETWEEN ALL SOIL AND RIP-RAP. 1 0', ELEV. 828.50 COMPACTED FILL ON TOP OF 825.00 825.00
I \ SEE DETAIL THIS SHEET ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL
2B-N I a I ` \ X ALONG FACE OF SPREADER LIP TO REMOVED.
PIPE 2B-N ( SEE CULVERT 03 \ \ I \ LIMIT OF DISTURBANCE TOP OF FOOTER. o O o VIRGIN GROUND 824.00
N I 1 \ 3:1 / \\\\\\\\\ /\\\ \ \ \\\\\\ \ 3:1 ELEV: 827 ±
SUMMARY TABLE ON /\/\/\/\/\/ /
cp / // // // // // // // // // //V//V//V//V//V//V//V//V//V//V//V//V// \
PROPERTY BOUNDARY
\ \ \ \ \ \ \ \ \ \
SHEET OOG-005) P � U / /AA/AA/AA/AA/AA/AA/AA/>A/>A � � � � � � � � A/AA/AA/AA/AA/ /A�jA O�� 823.00
SB-202 POND BOTTOM o O/VA//VA//VA//VA//VA//VA//VA//VA//VA//VA//VA//A//A//A//A//A//�A//�A//�A//�A//��//��//��//��/
I \ // //A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A /A//A//A//A
OUTLET PROTECTION OP-202A, P ELEV: 825/0/ / O //////�A//�A//�A//�A///VA///VA///VA/�/%\/%\/%\/%VA/�\/�\/%�%�%�% % % %�%�%�%�%�%������A/�A/�A//%\/% / O 822.00
VAVAVA�A oAAAAAAAVAVAVAVAVAVAVAVAVAVAVAVAVAVAVAVA�A�A�A �A�A�A�A o
SEE SUMMARY SHEET 00 G-005 //�//�//�/ / // /A/A/A/////////\///\///\/////�//�//�// /� 0.00 0.23 0.30 0.51 0.66 0.82 0.99 1.17 1.56
OUTLET PROTECTION OP-202 \jAA/A�jA�jA�j A/A�jA�jA�jA�jA�jA�jA�jA�jA�jAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjA/A
/\/ / /// / / / / / / / / / / / //\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\// Cumulative Storage (a c-ft)
SEE SUMMARY SHEET OOG-005 -
•`\ \ KEY IN RIP-RAP - KEY IN RIP-RAP
\� \ TOP OF BERM ELEV. 830.00 SECTION A
PROPOSED PLANT \ BOTTOM OF POND I
BUILDINGS � ELEV. 825.00 \ 48" OUTLET STRUCTURE WITH EMERGENCY SPILLWAY Basin Size
SKIMMER AND 50 LF OF 24" 0 HP STORM
DUAL WALL PIPE, ADS OR EQUIVALENT. NOT TO SCALE Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft)
SEE DETAILS THIS SHEET 825.00 0.00 9,393 0.00
826.00 1.00 11,000 0.23
X826.25 1.25 11,411 0.30
X�
827.00 2.00 12,665 0.51
ARM ASSEMBLY 827.50 2.50 13,518 0.66
EFF � �� � �1_ �� � � I � 828.00 3.00 14,386 0.82
p0 828.50 3.50 15,267 0.99 C
"C" ENCLOSURE 829.00 4.00 16162 1.17
A-11 11 \ \
\ \ \ \\ \
o a o 830.00 5.00 17,996 1.56
BASIN ACCESS ROAD
WATER PERSPECTIVE VIEW ENTRY U
- -- PROPOSED ROAD 1 I I � I
- I I Skimmer Design SB-202 Req'd Vol (c : 1 SEDIMENT BASIN 202 PRINCIPLE SPILLWAY
1 f) 0,170
a 30 STREAM BUFFER \� \ DESIGN INFORMATION
I 1 I I I I PVC VENT SCHEDULE 40 Desired Skimmer Drawdown Time (td)5 hrs
X 3 Sediment Basin 202 Principle Spillway, Drop Pipe
PVC ELBOW PIPE
PVC END CAP PVC PIPE Desired Skimmer Drawdown Rate A) 3,390 ft /day Outlet:
/ LIMIT OF DISTURBANCE I I I 1 3" PIPE DIAMETER Riser Top Elev: 827.50 ft
Skimmer Size in Riser Length: 4.0 ft
PLAN VIEW WATER SURFACE Head on Orifice (H)5 0.250 ft Orifice Coefficient: 0.60
Weir Coefficient: 3.1
SCALE: 1"=50' Culvert Length: 50.00 ft
50 0 50 100 o PVC END CAP SCHEDULE 40 Calculated Orifice Diameter' 1.713 in Culvert Diameter: 24.00 in
3" PVC PIPE a Culvert Invert In: 824.50 ft
SCALE IN FEET Actual Orifice Diameter 1.750 in Culvert Friction Coefficient: 0.01
PVC PIPE SEE TABLE FOR Actual Skimmer Drawdown Time' 69 hrs Culvert Entrance Loss Coefficient: 0.90
CUTOFF TRENCH ALIGNS
INSTALL COLLAR WITH CORRUGATIONS 112" HOLES IN PIPE DIAMETER VERTICAL. COLLAR TO BE OF SAME GAGE WITH q EMBANKMENT PVC TEE UNDERSIDE 1 ,75" ORIFICE PLATE Discharge: 42.13 cfs
AS THE PIPE WITH WHICH IT IS USED. PVC TEE Required Discharge: 37.20 cfs
BAND EXISTING GROUND
1/2" X 2" SLOTTED FILL MATERIAL
FLEXIBLE NOTES:
2" HOLES @ 8" C.C. 2' MINIMUM IF NOT HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
FOR 3/8"0 BOLTS CUT TO BEDROCK
q i0 i of id i of i0 OTHERWISE NOTED.
2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE B
l� + ►� OD OF PIPE 1 SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED
I d i i01 i0i iq i0i 0 1 NOT BE WATER-TIGHT.
i i 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE
END VIEW
i i i i i i i i i i i PIPE BARREL STRUCTURE WITH WATER-TIGHT
FRONT V E W RISER BUOYANCY CALCULATION
2' � CONNECTIONS.
ONE PIECE CONNECTING 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED
BAND WELDED TO PIPE; SUITABLE EARTHEN BASED ON SIZES
A DESIGN METHODOLOGY AND WILL LA DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
W: 4' MIN. CONTINUOUS WELD BOTH MATERIAL COMPACTED TO SKIMMER MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
95% OF STANDARD REVIEWED AND APPROVED BY THE ENGINEER ONCE A
SIDES OF BAND .NOT TO SCALE SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN
PROCTOR MAX. DRY DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
CUT-OFF TRENCH DENSITY WITHIN ±2%
ANTI-SEEP COLLARS OPTIMUM MOISTURE 48" SQUARE CONCRETE RISER
NOT TO SCALE CONTENT
NOT TO SCALE TRASH RACK 1 O' TOP OF WEIGHT = 10,147 Ib
RETRIEVAL ROPE EMERGENCY SPILLWAY, SEE DETAIL THIS
SKIMMER, SEE DETAIL BERM WIDTH SHEET
THIS SHEET ANCHORED IN WHERE:
U Q 48" CONCRETE THE SLOPE 1' FREEBOARD
4'x4' (INSIDE- SEDIMENT RISER STRUCTURE MIN. V FREEBOARD RISER WEIGHT = 10,147 lb -
TOP OF BERM. ELEV 830.00
N CLEANOUT
DIMENSION) RISER WEIGHT OF CONCENTRATE BASE - (LENGTH x WIDTH x DEPTH) x UNIT
STRUCTURE GAGE WEIGHT OF CONCRETE
------ 0.5' DEPTH OF FLOW
SEDIMENT CLEANOUT o❑ ❑oo❑❑ oo❑❑❑❑o // / // // // // // // // // // // // // EMERGENCY SPILLWAY ELEV 828.50 WEIGHT OF CONCRETE BASE _ (7.0 ft x 7.0 ft x 1.5 ft)x 150 Ib/ft3 = 11,025 Ib
CONCBASE ETE MARK, ELEV 826.25 0❑❑❑ ao❑❑❑ oo❑❑❑❑o RISER CREST ELEV. 827.50 \\j` `\��\ STRUCTURE WEIGHT = 10,147 lb + 11,025 lb = 21,172 lb
° � EMBANKMENT STABILIZED
a a 1 1 WITH VEGETATION '
° BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft
SKIMMER, ° 3 CUT OFF TRENCH 3
SEE DETAIL - OUTLET APRON BUOYANCY = 96 ft'x 62.4 lb/ft' = 5990.4 lb
THIS SHEET ° DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
BOTTOM OF POND
� INV. ELEV 824.50 24" DIA. CMP o Q)Oo 00 A
� 24" DIA. CMP
ELEV 825.00 III \\\\\\\\ III III III 000°00 21,172 lb > 5990.4 lb x 1.25
21,172 lb > 7488 lb
ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
CONCRETE BASE --- 20' EVERY 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
4 a 7.0' x 7.0' x 1.5' 20 AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
z NOTES: WITH A BLACK BITUMINOUS ENAMEL PAINT.
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE.
RISER PLAN VIEW SEDIMENT RISER BASIN 1
NOT TO SCALE NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC.
.�A '''''- SEDIMENT BASIN SB-202
,` o�:••FEss/o••..%-, CAROLINA LITHIUM PROJECT '
�° = PLAN VIEW & PROFILE DETAIL
Q. SEAL
5 1/15/2024 REVISED PER DEMLR COMMENTS = 03 2 = LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
PIE NT 3 5/31/2022 REVISED PER DEMLR COMMENTS F`•.•••i•• .••y GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS • HP ` FILENAME - 01 CP-CO04
440 S.Church Street,Suite 1200 ''���i�i���� 1/15/24
Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT - 01 C P-0004
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1 - 50
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
a I xl \ CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES TOP OF BERM. ELEV. 813.00
20'WIDTH 4
4** \\ \ \ 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT 1/2 \%\\%\\%\� 4 �i\\%\\%\\%` Cumulative Storage
( �\/i\/i\/ice C� O� � 1 � C� c/\/i\/i\/i g
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. j
/\\x 814.00
\ /\/\/\/\/\/\/\j ELEV 811.50
I \ \ 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT
/ \ \ / TOP O F BERM
I ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\,��1�1�1�1�1�1�1��� j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\/
\ \ \ \ \ \ \ \ \ \ \ \ \ \�\��� ��������������������������\/\ \ \//\ \ / / 813.00 13.00
X \ AREA WITH SEDIMENT CONTROLS. \\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\/\\j\\j\\jj
- - 7' C HAI N L I N K FENCE I \ � �
X \ 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT `//���\\��\\ \\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/�\\/�\\/�\\/�\\/\\/\\/\\/\\/\\/\\/�\\/�\\/�\\/�\\/�\\��\��`// / 812.00 EMERGENCY 812.00
/ SEE DETAIL SHEET OOG-011 I \ \\ \ �/ / / / / / / / / / / / / ///////////// SPILLWAY
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS \�\\,\\,\\,\\,\\,\\,\\,\\,\\,\\,\\,\\,\\,\\,\\,\\,\\, �/ 11,50
_ ! X ► IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL 811.00 PRINCIPAL 11.00
DRAINAGE AREA DELINEATION \ \\ AREA. SECTION B SPILLWAY� 10.50►
� 1
810.00 10.00 p
PROPOSED SITE ACCESS ROAD / / X J \ 12" CLASS 1 RIP-RAP CLEANOUT ELEV. 809.25
° PROPERTY -> 809.00 00
X BOUNDARY
NON-WOVEN GEOTEXTILE FABRIC
RIPRAP INFLOW PROTECTION LIMIT OF DISTURBANCE 1 0', ELEV. 81 1 .50 COMPACTED FILL ON TOP OF
BETWEEN ALL SOIL AND RIP-RAP.\ ° / SEE DETAIL SHEET OOG-009 X \ ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL 808.00 808.00
ALONG FACE OF SPREADER LIP TO REMOVED.
\ x TOP OF FOOTER. o O o VIRGIN GROUND 807.00
/ POROUS BAFFLES �- /\\/\\/\\/\\/\\/\\ \\ \\ \\/\/\/\/\/\/\/\/\/\/\/\
� 3:1 // //A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A//A 3:1 ELEV: 809 ±
OUTLET PROTECTION SEE DETAIL SHEET OOG-011 x 806.00
a INLET AT LOW ` I ' POND BOTTOM o /\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\/ //\//\/\ o
OP-203A \'�
POINT, PROVIDE - EMERGENCY SPILLWAY ) ELEV: 808.00
INLET PROTECTION SEE SUMMARY -- -
SHEET OOG-005 ELEV. 811.50 \\�\\��\��\�� o /\ �/�\�/�\�/�\�/�\� 805.00
DURING CONSTRUCTION , - 1 SEE DETAIL THIS SHEET // // // // / // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // 0.00 0.15 0.19 0.33 0.43 0.54 0.65 0.78 1.05
AX
Cumulative Storage (a c-ft)
48" OUTLET STRUCTURE WITH
SKIMMER AND 50 LF OF 24" HDPE - KEY IN RIP-RAP SECTION A KEY IN RIP-RAP
/ 808 SEE DETAILS THIS SHEET
O TOM OF POND L � - EMERGENCY SPILLWAY
.ELEV. 808.00 Q I SILT FENCE
SEE DETAIL SHEET OOG-008 NOT TO SCALE Basin Size
Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft)
BASIN ACCESS ROAD B B
�\ TOP OF BERM ELEV. 813.00 /_ 808.00 0.00 5,857 0.00
-- a V
/1 ARM ASSEMBLY
� x 809.00 1.00 7,118 0.15
° ' Q X J-HOOKS I / 809.25 1.25 7,442 0.19
810.00 2.00 8,435 0.33
a C" ENCLOSURE 810.50 2.50 9,115 0.43
" C
° SB-203 I 811.00 3.00 9,809 0.54
°°°
a M� � _ I °°° 811.50 3.50 10,517 0.65
a PIPE 3-N ( SEE OUTLET PROTECTION OP-203 - - � o
i 812.00 4.00 11,239 0.78
CULVERT SUMMARY SEE SUMMARY SHEET OOG-005 E WATER ENTRY UNIT 1
813.00 5.00 12,726 .0505
°% TABLE ON SHEET PERSPECTIVE VIEW
�/ OOG-005) 100 YEAR FLOODPLAIN x
30 FT STREAM BUFFER
PVC VENT SCHEDULE 40
PVC END CAP PVC ELBOW PIPE PVC PIPE
3 PIPE DIAMETER
SILT FENCE ROCK OUTLET �� SEDIMENT BASIN 203 PRINCIPLE SPILLWAY
WATER SURFACE Skimmer Design SB-203 Req'd Vol (cf): 7,074 DESIGN INFORMATION
Desired Skimmer raw own Time (td)6 hrs
PLAN VIEW 3 Outlet: Sediment Basin 203 Principle Spillway, Drop Pipe
°° °° PVC END CAP - Desired Skimmer Drawdown Rate Qd) 2,358 ft /da
°°° °°° � SCHEDULE 40 ( Y
3" PVC PIPE Riser Top Elev: 810.50 ft
SCALE: 1"=50' Skimmer Size in Riser Length: 4.0 ft
50 0 50 100 PVC PIPE SEE TABLE FOR s Orifice Coefficient: 0.60
PIPE DIAMETER ea on Orifice (H 5
Weir Coefficient: 3.1
SCALE IN FEET - CUTOFF TRENCH ALIGNS 1 �2" HOLES IN
WITH j EMBANKMENT PVC TEE UNDERSIDE Culvert Length: 50.00 ft
INSTALL COLLAR WITH CORRUGATIONS PVC TEE 1.5" ORIFICE PLATE Calculated Orifice Diameter? 1.429 in Culvert Diameter: 24.00 in
8 Culvert Invert In: 807.80 ft
VERTICAL. COLLAR TO BE OF SAME GAGE
- EXISTING GROUND Actual Orifice Diameter 1.500 in Culvert Friction Coefficient: 0.01
AS THE PIPE WITH WHICH IT IS USED.
FILL MATERIAL FLEXIBLE NOTES: Actual Skimmer Drawdown Time' 65 hrs Culvert Entrance Loss Coefficient: 0.90
2' MINIMUM IF NOT i
UT TO BEDROCK HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
C
BAND - OTHERWISE NOTED. Discharge: 24.86 cfs
2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE q 9
1/2" X2" SLOTTED Required e: 19.99 cfs
2" HOLES @ 8" C.C. 1 L SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED
i 1 i 1 , FOR 3/8"0 BOLTS 1 NOT BE WATER-TIGHT.
iQ i0 Oi + id Oi i0 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE
2" �-• �� OD OF PIPE
2L FRONT VIEW
END VIEW PIPE BARREL STRUCTURE WITH WATER-TIGHT
+ CONNECTIONS.
SUITABLE EARTHEN 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED
i i i i i i i RISER BUOYANCY CALCULATION
J 1
MATERIAL COMPACTED TO BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE
95°/ OF STANDARD REVIEWED AND APPROVED BY THE ENGINEER ONCE A
DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
ONE PIECE CONNECTING SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN.
CUT-OFF TRENCH PROCTOR MAX. DRY KI MMER MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
BAND WELDED TO PIPE; DENSITY WITHIN ±2%
W: 4' MIN. CONTINUOUS WELD BOTH OPTIMUM MOISTURE NOT TO SCALE DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
SIDES OF BAND NOT TO SCALE CONTENT
ANTI-SEEP COLLARS 48" CONCRETE RISER
SKIMMER, SEE DETAIL TRASH RACK 10' TOP OF WEIGHT = 10,147 Ib
NOT TO SCALE THIS SHEET RETRIEVAL ROPE BERM WIDTH SHEET EMERGENCY SPILLWAY, SEE DETAIL THIS
ANCHORED IN WHERE:
48" CONCRETE THE SLOPE V FREEBOARD
4'x4' (INSIDE SEDIMENT RISER STRUCTURE RISER WEIGHT = 10,147 lb
DIMENSION) RISER CLEANOUT MIN. 1' FREEBOARD TOP OF BERM. ELEV 813.00
STRUCTURE GAGE WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH) x UNIT
0.5' DEPTH OF FLOW WEIGHT OF CONCRETE
--------------
CONCRETE SEDIMENT CLEANOUT ❑ ❑HEIE 00❑❑❑❑0 / / / / / / / / / / / / / EMERGENCY SPILLWAY ELEV 811.50 WEIGHT OF CONCRETE BASE _ (6.0 ft x 6.0 ft x 1.5 ft)x 150 Ib/ft3 = 8100 Ib
BASE a FIEoo❑❑ oo❑❑❑❑o
a MARK, ELEV 809.25 ❑❑❑ oo❑❑❑ oo❑❑❑❑o RISER CREST ELEV. 810.50 //\\j` `\ \\/ , STRUCTURE WEIGHT = 10,147 lb + 8100 lb = 18,247 lb
EMBANKMENT STABILIZED
SKIMMER, 1 1 WITH VEGETATION BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
SEE DETAIL 3 CUT OFF TRENCH 3
THIS SHEET ° OUTLET APRON BUOYANCY = 96 ft3 x 62.4 Ib/ft3 = 5,990.4 lb
24" DIA. CMP DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
BOTTOM OF POND INV. ELEV 807.80 24" DIA. CMP QQ A
C�O0000O
ELEV 808.00 III III \ \ \ III III 18,247 lb > 5990.4 lb x 1.25
\ \\ \\ 18,247 lb > 7,488 lb
a a ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
z CONCRETE BASE ---- 20' 2VOERY 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
g 6.0' x 6.0'x 1.5' AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
NOTES: WITH A BLACK BITUMINOUS ENAMEL PAINT.
� 1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED.
2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE.
RISER PLAN VIEW SEDIMENT RISER BASIN 1
NOT TO SCALE NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
" PIEDMONT LITHIUM CAROLINAS INC.
'%
�N CA SEDIMENT BASIN SB-203,
\�:••F�sS,o•...% : CAROLINA LITHIUM PROJECT
= PLAN VIEW & PROFILE DETAIL
�. SEAL
5 1/15/2024 REVISED PER DEMLR COMMENTS = 03 2 = LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS %�\�R•,••i••�;.••y GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS , / LAP FILENAME - 01 CP-CO05
440 S.Church Street,Suite 1200 '�''��i�111i11��� ���`1/15/24 SCALE - " - O1 C P-0005
�i,� Charlotte, INC 28202-2075 1 8/27/2021 MINING PERMIT
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 1 - 50
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
� OUTLET PROTECTION OP-204AD9
TOP OF BERM. ELEV. 818.00
RIPRAP INFLOW PROTECTION SEE SUMMARY SHEET OOG-005 V/� 20'WIDTH 4 % � ��i
SEE DETAIL SHEET OOG-009 , yy�X-� 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 //// �\ 4 1 jjjj Cumulative Storage
\ INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. // // // /`/ /�
PROPOSED \/\/\/\/\/\/��
\j\\j\\j\\j\\j\\j\\j\\j� ELEV 816.50 j\\j\\j\\j\\j\\j\\j\\j 819.00
DRAINAGE AREA DELINEATION �' PLANT BUILDING \\/j\\/j\\/j\\/j\\/j\\/j\\\ \//\� ,\\/j\\//\
I AND EQUIPMENT 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT //\//\//\//\//\ // ',�O O O O O O O O O� \ \ ,
I ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\�\\\ ����������������� `\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ TOP OF BERM
J / / / / / / / / / / / / i / / / / / / / / / / / /
o i\//\//\//\//\//\//\//\//\//\//\//\//\ijx \ \ \ \ \ \ \ \ \ /\//\//\//\//\//\//\//\//\//\//\//\//\/, 818.00 18.00
l co a AREA WITH SEDIMENT CONTROLS. \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ �\ `
TOP OF BERM ELEV. 818.00 \ Xj 00 °I ` i// // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // //,/ /'
\ 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT `\ \\,\\ \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\�\\,�\ 817.00 EMERGENCY 817.00
Xj ' I ` /i /\// // // // // // // // // // // // / / / / / / /\�/ ./' SPILLWAY
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS \,�A,�A,�A,�A,�A,�A,�A,�A,�A,�A,�A,�A,�A,�A,�A,�A,�A 16.50
POROUS BAFFLES / I IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL SECTION B 816.00 PRINCIPAL 16.00
SEE DETAIL SHEET OOG-011 I ° AREA. SPILLWAY
15.50
A_N o 815.00 15.00
D
SILT FENCE / 'y 4B-N 12" CLASS 1 RIP-RAP M CLEANOUT ELEV.
SEE DETAIL SHEET OOG-008 / o > 814.25
I 000 ° I °J 814.00 .00
� l
w
_ 1 m �
I
4C N _
I NON WOVEN GEOTEXTILE FABRIC
PIPE 4C-N ( SEE BETWEEN ALL SOIL AND RIP-RAP. 1 9', ELEV. 81 6.50
COMPACTED FILL ON TOP OF 813.00 813.00
A� I I I CULVERT SUMMARY ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL
EMERGENCY SPILLWAY / M I TABLE ON SHEET ALONG FACE OF SPREADER LIP TO REMOVED.
ELEV. 816.50 �- i I m OOG-005) TOP OF FOOTER. o O o VIRGIN GROUND 812.00
\ a SEE DETAIL THIS SHEET m► I I I I �� 3:1 // //\\j\\j\\j\\j\\j\\j\\j\\j\\j/\\j/\\j/\\j/\\j/\\j/\\j\\/\\/\\j/\j/\j\ 3:1 ELEV: 812 ±
O / /AjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAj//AAjA O 811.00
BOTTOM OF POND POND BOTTOMV/V
ELEV. 813.00 A
>d ELEV: 813.00AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA�AA�AA�AA�AA�AA�AA�AA�AA�AA�A u
SB-204 INLET AT LOW POINT, PROVIDE
INLET PROTECTION VA
\\/\\/\\/\\/\\ /\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\ 0.00 0.32 0.40 0.67 0.86 1.07 1.28 1.51 1.99\ \ DURING CONTRU CTI O N
Cumulative Storage (ac-ft)
00 KEY IN RIP-RAP KEY IN RIP-RAP
SECTION A
48" OUTLET STRUCTURE WITH EMERGENCY SPILLWAY
OUTLET PROTECTION OP-204 ` w SKIMMER AND 50 LF OF 24" DOUBLE NOT TO SCALE
SEE SUMMARY SHEET OOG-005 �� / BARREL HDPE
SEE DETAILS THIS SHEET Basin Size
Elev. (Ir l) Depth (ft) Area (sf) Cumulative Volume (ac-ft)
ARM ASSEMBLY 813.00 0.00 12,899 0.00
El 814.00 1.00 14,609 0.32
��
_ 814.25 1.25 15,045 0.40
a 0
°° 815.00 2.00 16,375 0.67
"C" ENCLOSURE 815.50 2.50 17,279 0.86 C
BASIN ACCESS ROAD
00 0 0 0 816.00 3.00 18,198 1.07
\ \ 100 YEAR FLOODPLAIN Li 816.50 3.50 19,130 1.28
\ \ a WATER ENTRY UNIT 817.00 4.00 20,007 1.51
PERSPECTIVE VIEW 818.00 5.00 22,013 1.99
TOP OF BANK \ \ \ \ \ A '
WETLAND
\ � 1
LIMIT OF DISTURBANCE \
,� >y PROPOSED SITE PVC VENT
SCHEDULE 40
\ \ \ \ \ a ACCESS ROAD PVC END CAP PVC ELBOW PIPE PVC PIPE SEDIMENT BASIN 204 PRINCIPLE SPILLWAY
\ 30-FT STREAM BUFFER a 3 PIPE DIAMETER Skimmer Design SB-204 Req'd Vol (cf): 10,296 DESIGN INFORMATION
� - Desired Skimmer Drawdown Time t 6 72 hrs
\ I I \ WATER SURFACE ( d) s Outlet: Sediment Basin 204 Principle Spillway, Drop Pipe
>q ow Desired Skimmer Drawdown Rate A) 3,432 ft /day
Riser Top Elev: 815.50 ft
00 00
Skimmer Size in Riser Length: 4.0 ft
PLAN VIEW °O° °°° PVC END CAP SCHEDULE 40 5 Orifice Coefficient: 0.60
3" PVC PIPE Head on Orifice (H) 0.250 ft
SCALE: 1" - 50' SEE TABLE FOR Weir Coefficient: 3.1
PVC PIPE Culvert Length: 50.00 ft
50 0 50 100 PIPE DIAMETER/2" HOLES IN Calculated Orifice Diameter? 1.724 in Culvert Diameter: 24.00 in
Culvert Invert In: 8012.50 ft
SCALE IN FEET CUTOFF TRENCH ALIGNS PVC TEE PVC TEE UNDERSIDE 1.75" ORIFICE PLATE Actual Orifice Diameter 1.750 in Culvert Friction Coefficient: 0.01
�
INSTALL COLLAR WITH CORRUGATIONS WITH q EMBANKMENT Actual Skimmer Drawdown Time' 70 hrs Culvert Entrance Loss Coefficient: 0.90
VERTICAL. COLLAR TO BE OF SAME GAGE
AS THE PIPE WITH WHICH IT IS USED. FLEXIBLE NOTES: Discharge: 42.13 cfs
EXISTING GROUND HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS Required Discharge: 37.20 c
BAND fs
FILL MATERIAL-, OTHERWISE NOTED.
l l l 1/2 X 2 SLOTTED MINIMUM IF NOT
C
HOLES @ 8" C.C. CUT TO BEDROCK 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
2
FOR3/8"0BOLTS
_ SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED
10101 i
poi id i poi � p} NOT BE WATER-TIGHT. B
z + 1 L 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE
2"� �� OD OF PIPE 1 PIPE BARREL STRUCTURE WITH WATER-TIGHT
11101 + 1q b� END VIEW FRONT VIEW CONNECTIONS.
i i 1 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED
J 1 2' BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE RISER BUOYANCY CALCULATION
� 1 �IllliREVIEWED AND APPROVED BY THE ENGINEER ONCE A
ONE PIECE CONNECTING
SUITABLE EARTHEN SKIMMER SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
BAND WELDED TO PIPE;
� MATERIAL COMPACTED TO
W: 4' MIN. CONTINUOUS WELD BOTH 95% OF STANDARD NOT TO SCALE MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
►� SIDES OF BAND PROCTOR MAX. DRY
DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
CUT-OFF TRENCH DENSITY WITHIN ±2%
ANTI-SEEP COLLARS NOT TO SCALE OPTIMUM MOISTURE
48" CONCRETE RISER
CONTENT
TRASH RACK 10' TOP OF WEIGHT = 10,147 Ib
NOT TO SCALE RETRIEVAL ROPE EMERGENCY SPILLWAY, SEE DETAIL THIS
BERM WIDTH SHEET
SKIMMER, SEE DETAIL ANCHORED IN WHERE:
THIS SHEET 48" CONCRETE THE SLOPE 1' FREEBOARD
U RISER STRUCTURE RISER WEIGHT = 10,147 lb
MIN. 1' FREEBOARD TOP OF BERM. ELEV 818.00
4'x4' (INSIDE g SEDIMENT
DIMENSION) RISER CLEANOUT WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH) x UNIT
STRUCTURE N GAGE 0.5' DEPTH OF FLOW WEIGHT OF CONCRETE
SEDIMENT CLEANOUT T] MEL] ooE❑❑❑o // / // // // // // // // // // // // // EMERGENCY SPILLWAY ELEV 816.50 WEIGHT OF CONCRETE BASE = (7.0 ft x 7.0 ft x 1.5 ft) x 150 lb/ft' = 11,025 lb
CONCRETE MARK, ELEV 814.25 ITIFIF] N77L uuC❑1112 RISER CREST ELEV. 815.50
BASE a / /� �1� EMBANKMENT STABILIZED STRUCTURE WEIGHT = 10,147 lb + 11,025 lb = 21,172 lb
WITH VEGETATION
3 CUT OFF TRENCH 3 BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 lb/ft'
SKIMMER, °
SEE DETAIL - OUTLET APRON BUOYANCY = 96 ft'x 62.4 lb/ft' = 5990.4 lb
THIS SHEET a
BOTTOM OF POND INV. ELEV 812.50 24" DIA. CMP OOo DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) A
24" DIA. CMP ELEV 813.00 \\\\\\\\ 0000 21,172 lb > 5990.4 lb x 1.25
a
- - - - - 21,1721b > 74881b
ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
20' EVERY SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
a a a CONCRETE BASE -- 20' 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
7.0'x 7.0' x 1.5' NOTES: AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
z_
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. WITH A BLACK BITUMINOUS ENAMEL PAINT.
2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE.
RISER PLAN VIEW SEDIMENT RISER BASIN 1
NOT TO SCALE NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC.
.��''�N.•�AR� SEDIMENT BASIN SB-204,
�o�:••F�SS,o�'�= CAROLINA LITHIUM PROJECT
PLAN VIEW & PROFILE DETAIL
�. SEAL _
5 1/15/2024 REVISED PER DEMLR COMMENTS = 03 2 = LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
P3 5/31/2022 REVISED PERDEMLRCOMMENTS % �F•.,•.i•• .••y ,. GASTON COUNTY, NORTH CAROLINA SHEET
I E DPAON T HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '��" R/E K N P ���` FILENAME - 01 CP-CO06
i F` U 440 S.Church Street, Suite 1200 1 8/27/2021 MINING PERMIT �������������`` 1/15/24
L r t T 1"''1 Charlotte, NC 28202-2075 SCALE - 1" - 50' 01 C P-C 0 0 6
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 -
N.C.B.E.L.S.License Number: F-0116

1 2 3 4 5 6 7 8
CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
�- RAIL SPUR ACCESS ROAD \ \ \ \ TOP OF BERM. ELEV. 837.00
20'WIDTH 4 4 \;\\j\\j\\j Cumulative Storage
\ \ 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2
`\ \ INCH OR GREATER RAINFALL EVENT AND REPAIR IMMEDIATELY. i\//\\//\\//\\/`/`/� O O r/`r/`rj\\//\\//\\//`
�� \j\\j\\j\\j\\j 838.00
ELEV 835.80 \�
� / / / / /
f \\\\\\\\\\\\\\\
\ \ 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT \//
TOP OF BERM
f` ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \\/\\/\\ \\ \\��\\��\\��\\��\\\\\\\\\\\��\\��\\��\\��\\��\��\\\��\\\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\\\\/ 837.00 837.00
SK-214\ AREA WITH SEDIMENT CONTROLS. !\/\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\���///`//'./
�� \ `\ \ \/i�\//i\/j\/j\/\\\\\\\\\\\\\\\\/\/\/\/\/\/\/\/\/\/\/\\\/\/\�/\�/\�/\�/\�/\\\\/\// i�\ \ EMERGENCY
f` _ X ' 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT /i,// /// /\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\/ /////,/ 836.00 SPILLWAY 836.00
i THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS 80
� ` IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL SECTION B PRINCIPAL
X ` AREA. 835.00 SPILLWAY 835.00
0 0
- - WATTLES INSTALLED M
CLASS 1 RIP-RAP CLEANOUT D
�ro� ALONG SLOPE / y I El834.00 ELEV. 834.00
00 845 NON-WOVEN GEOTEXTILE FABRIC
� 10', ELEV. 835.80
BETWEEN ALL SOIL AND RIP-RAP. -COMPACTED FILL ON TOP OF 833.00 833.00
POROUS BAFFLES ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL
-SEE DETAIL SHEET OOG-011 �F-- - \ / ALONG FACE OF SPREADER LIP TO REMOVED.
\� TOP OF FOOTER. o o -VIRGIN GROUND 832.00
ti 840 842-844 i� 3:1 \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ 3:1 ELEV: 832 ±
\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\
rrr
POND BOTTOM o \/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\�/�\\/�\\ \\\ 831.00
33 835 - ELEV: 833.00 /��/��/ // // // // // // // // // // // //x//x/
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 0.00 0.25 0.28 0.53 0.59 0.88 0.95 1.35
�+ o \//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\/\/\ Oo
RIP RAP SLOPE \\//\\j/\\j\\j/\ \ //\\j/\\//\\\\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\ Cumulative Storage (a c-ft)
BASIN ACCESS ROAD BOTTOM OF POND PROTECTION TYP. �� AjAAjAAjAAjAAj AjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjA/A
ELEV. 833.00A 4
loan
_ - KEY IN RIP-RAP KEY IN RIP-RAP
SECTION
EME Basin Size
X _ \ RGENCY SPILLWAY
Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft)
�- SB-206 72" OUTLET STRUCTURE WITH NOT TO SCALE
83 SKIMMER AND 50 LF OF 36" HDPE 833.00 0.00 10,804 0.00
\ A x-
- X_ XSEE DETAILS THIS SHEET ` 833.90 0.90 12,251 0.24
SILT FENCE ROCK OUTLET = (- X- x- M
\ v�k, -8�-0 \ ; 834.00 1.00 12,538 0.27
EMERGENCY SPILLWAY _/ \� OUTLET PROTECTION OP-206 �� 834.80 1.80 13,893 0.51
ELEV. 835.80 \ �- SEE SUMMARY SHEET OOG-005 _ \ 835.00 2.00 14,357 0.57
SEE DETAIL THIS SHEET �� ARM ASSEMBLY
� 835.80 2.80 15,785 0.85
836
TOP OF BERM ELEV. 837.00
\ .00 3.00 16,253 0.92
\ SILT FENCE ��� 00 837.00 4.00 18,226 1.32 C
TOP OF BANK \ �� �\ "C" ENCLOSURE
\ SEE DETAIL SHEET OOG-008
30' STREAM BUFFER �� \\ \ ��`
DRAINAGE AREA DELINEATION
WATER ENTRY UNIT
\\LIMIT DISTURBANCE PERSPECTIVE VIEW
_ \\ \ Skimmer Design SB-206 Req'd Vol (cf): 9,900 SEDIMENT BASIN 206 PRINCIPLE SPILLWAY
\ \ \ \ DESIGN INFORMATION
- -
-\\ \� PVC VENT Desired Skimmer Drawdown Time (td)6 hrs
� SCHEDULE 40 Desired Skimmer Drawdown Rate Q 3 300 fts�da Outlet: Sediment Basin 206 Principle Spillway, Drop Pipe
PVC ELBOW PIPE PVC PIPE ( d) y Riser Top Elev: 834.80 ft
PVC END CAP
_\\ 2.5" PIPE DIAMETER Skimmer Size -. in Riser Length: 6.0 ft Head on Orifice (H)5 0.208 ft Orifice Coefficient: 0.60
PLAN VIEW WATER SURFACE Weir Coefficient: 3.1
Culvert Length: 50.00 ft
SCALE: 1" = 50' Calculated Orifice Diameter? 1.770 in Culvert Diameter: 36.00 in
°°
50 0 50 100 °°° °°° PVC END CAP SCHEDULE 40 Culvert Invert In: 831.00 ft
2.5" PVC PIPE Actual Orifice Diameter 1.750 in Culvert Friction Coefficient: 0.01
SCALE IN FEET CUTOFF TRENCH ALIGNS PVC PIPE SEE TABLE FOR Actual Skimmer Drawdown Time? 74 hrs Culvert Entrance Loss Coefficient: 0.90
� WITH � EMBANKMENT 1 /2" HOLES IN PIPE DIAMETER
- INSTALL COLLAR WITH CORRUGATIONS Discharge: 56.41 cfs
VERTICAL. COLLAR TO BE OF SAME GAGE PVC TEE UNDERSIDE 1 .75" ORIFICE PLATE Required Discharge: 56.41 cfs
AS THE PIPE WITH WHICH IT IS USED. EXISTING GROUND PVC TEE
FILL MATERIAL-\
BAND
2' MINIMUM IF NOT
1/2" X 2" SLOTTED CUT TO BEDROCK FLEXIBLE NOTES:
2" HOLES @ 8" C.C. - HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
FOR 3/8"0 BOLTS 1
�q � i0� i �Oi \ id i �Oi � i0 1 OTHERWISE NOTED.
2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE B
z 2"� ►� OD OF PIPE SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED
NOT BE WATER-TIGHT.
d 1 i01 10i iq i0i i0i 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE
J END VIEW PIPE BARREL STRUCTURE WITH WATER-TIGHT
SUITABLE EARTHEN FRONT \/ RISER BUOYANCY CALCULATION
� CONNECTIONS.
MATERIAL COMPACTED TO
4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED
ONE PIECE CONNECTING 95% OF STANDARD DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
BAND WELDED TO PIPE; SKIMMER BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE
CONTINUOUS WELD BOTH PROCTOR MAX. DRY REVIEWED AND APPROVED BY THE ENGINEER ONCE A MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
W: 4' MIN. SIDES OF BAND CUT-OFF TRENCH DENSITY WITHIN ±2% SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN.
OPTIMUM MOISTURE NOT TO SCALE DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
NOT TO SCALE CONTENT
ANTI-SEEP COLLARS TRASH RACK 72" SQUARE CONCRETE RISER
10 TOP OF EMERGENCY SPILLWAY, SEE DETAIL THIS WEIGHT = 15,220 Ib
NOT TO SCALE SKIMMER, SEE DETAIL RETRIEVAL ROPE BERM WIDTH - SHEET
THIS SHEET \ ANCHORED IN WHERE:
72" CONCRETE THE SLOPE V FREEBOARD
6'x6' (INSIDE RISER STRUCTURE MIN. 1' FREEBOARD
DIMENSION) RISER SEDIMENT TOP OF BERM. ELEV 837.00 RISER WEIGHT = 15,220 lb
STRUCTURE CLEANOUT WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH) x UNIT
GAGE �1� ------ 0.5' DEPTH OF FLOW WEIGHT OF CONCRETE
CONCRETE SEDIMENT CLEANOUT �❑ ❑��❑❑ /� /� \ \ \ /\/�\/�\/�\/�\/�\/�\/�\ EMERGENCY SPILLWAY ELEV 835.80 WEIGHT OF CONCRETE BASE = (7.5 ft x 7.5 ft x 2.0 ft)x 150 lb/ft' = 16,875 lb
BASE 41a MARK, ELEV 833.90 0°❑°❑❑ oo°❑°❑❑ ]T1111111��❑❑❑❑] RISER CREST ELEV. 834.80
EMBANKMENT STABILIZED STRUCTURE WEIGHT = 15,220 lb + 16,875 lb = 32,095 lb
WITH VEGETATION
SKIMMER, 3 CUT OFF TRENCH 3 BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 lb/ft'
SEE DETAIL
THIS SHEET a - OUTLET APRON BUOYANCY = 216 ft'x 62.4 lb/ft' = 13,478.4 lb
io 36" DIA. CMP 2' MINIMUM IF NO-BOTTOM OF POND INV. ELEV 831.00 36" DIA. CMP Q OOo 00 DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
C�DO°00 A
CUT TO BEDROCIELEV 833.00 \\\\\\ III 32,095 lb > 13,478.4 lb x 1.25
32,095 lb > 16,848 lb
Z,
ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
CONCRETE BASE 20' 20VERY
SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
z 7.5' x 7.5' x 2.0' 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
g NOTES: AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. WITH A BLACK BITUMINOUS ENAMEL PAINT.
2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE.
RISER PLAN VIEW SEDIMENT RISER BASIN 1
NOT TO SCALE NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
1 PIEDMONT LITHIUM CAROLINAS INC.
\N •�ARo�'''� SEDIMENT BASIN SB-206,
,��o�:••F�SS,o•...%-, CAROLINA LITHIUM PROJECT
PLAN VIEW & PROFILE DETAIL
�. SEAL
5 1/15/2024 REVISED PER DEMLR COMMENTS = 03 2 = LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
PIEDPAONT3 5/31/2022 REVISED PERDEMLRCOMMENTS •'••.,,••i••�;.••• '� GASTON COUNTY NORTH CAROLINA SHEET
HDR Engineering Inc. the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS FILENAME - 01 CP-CO07
440 S.Church Streett,,Suite 1200 '��',' �``�� 1/15/24 U 1 P- 7 Charlotte, INCNC 28202-2075 1 8/27/2021 MINING PERMIT -SCALE � � 0
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 1 - 50
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
/ I �N Cumulative Storage
1
ST-226 � U< \� 829.00 DRAINAGE AREA DELINEATION CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
I I TOP OF BERM. ELEV. 828.00 TOP OF BERM
\ \ \/
� ��` 20' WIDTH 4� �� 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 �\/\\/\\/\� �\ 4 �\ � $2$.00 828.00
INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
//
ELEV 826.50 ���
2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT /\/\/\
//\//\//\/
826� S B-209 j EMERGENCY 827.00
I ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN
AN \\\\\\\\\\�\'��/��/��/��/��/��/��/��/�` SPILLWAY
/ POROUS BAFFLES AREA WITH SEDIMENT CONTROLS. i// // // // // // // // // // // // 'i �/ // // // // // // // // // // // //.
\\j�\j� / j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\/\\/\\/\\/�\\j�\ j\\j\\j�\\ 26.50
\ SEE DETAIL SHEET OOG-011+ %\ \\��\\i\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/T\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\/\\\i\\/��// /
I 48 OUTLET STRUCTURE WITH 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT ' /i,�/ //////////////////////////////////////////////////////////////////////////////////////////// // /i, c 826.00 PRINCIPAL 826.00
SKIMMER AND 50 LF OF 30" HDPE THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS /\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/�/ / +, SPILLWAY
I I I x / \ SEE DETAILS THIS SHEET IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL \'\'\'\'\'\'\'\'\'\'\'\'\'\'\'\'\, > CLEANOUT 25.50
A► ` �82 TOP BERM ELEV. 828.00 AREA. SECTION B w 4.75
825.00 ELEV. 25.00
\\\ #\ I
12" CLASS 1 RIP-RAP 824.00 824.00
\ \ NON-WOVEN GEOTEXTILE FABRIC
10' ELEV. 826.50
EMERGENCY SPILLWAY \ BETWEEN ALL SOIL AND RIP-RAP. COMPACTED FILL ON TOP OF 823.00
\\\\ \ ELEV. 826.50 / ` BOTTOM OF POND \ ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL
\ SEE DETAIL THIS SHEET ' ` ELEV. 824.00 \ \ ALONG FACE OF SPREADER LIP TO REMOVED.
TOP OF FOOTE R. o \/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\ o VIRGIN GROUND 822.00
\\ 3:1 / /AAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjA 3:1 ELEV: 821 ±
0.00 0.21 0.28 0.44 0.60 0.78 0.96 1.36
POND BOTTOM o O/ // ///////j//////////////////�//�/ , \/\ O
/\\/\\ i\\i\\i\\i\\i\\i\\i\\ /\\i\\i\\i\ Cumulative Storage (ac-ft)
6 ELEV: 824.00 / // // // // // // // // // // // // // // // // // // // // // // // // // // // // /
\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ � � 41
824 � � �//�
\ //�//N/'/N/ //\//\//\//\//\//\//\//\//\//\//\//\//\
\ \ \ \ \ \ \ \\
� III \ ST-227 �
I \ / KEY IN RIP-RAP KEY IN RIP-RAP
I T � SECTION A
ST-225 \ 4 �� \ EMERGENCY SPILLWAY Basin Size
--�\ \ �- ` Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft)
NOT TO SCALE
e �\ Ir 824.00 0.00 11,576 0.00
\\ 1 ARM ASSEMBLY
EXISTING W\LAND 11 OUTLET PROTECTION OP-209 _ 0 824.75 0.75 12,743 0.21
1111SEE SUMMARY SHEET OOG-005 825.00 1.00 13,138 0.28 C
\\ / 11DOUBLE ROW F SILT FENCE i 825.50 1.50 13,941 0.44
\ O S 826.00 2.00 14,757 0.60
1' SEE DETAIL SHEET OOG-008 "C" ENCLOSURE 826.50 2.50 15,401 0.78
\\ \ °°°
°°° 827.00 3.00 16,432 0.96
\ � sunTOP OF BANK \ Lj
828.00 4.00 18,164 1.36
WATER ENTRY UNIT
PERSPECTIVE VIEW
30-FT STREAM BUFFER \ 11 T I
\ � I
PVC VENT SCHEDULE 40 SEDIMENT BASIN 209 PRINCIPLE SPILLWAY
/ I 1 11 I PVC ELBOW PIPE Skimmer Design SB-209 Ph 1 Req'd Vol (cf): 11,520
/ F I ( PVC END CAP PVC PIPE 9 DESIGN INFORMATION
/ "4 PIPE DIAMETER
Desired Skimmer Drawdown Time (td)5 hrs
Desired Skimmer Drawdown Rate A) 3,840 ft3/day Outlet: Sediment Basin 209 Principle Spillway, Drop Pipe
*SB-209 IS FOR PHASE 1 CONSTRUCTION STAGING AREA. ONCE CONSTRUCTION IS COMPLETE AND STAGING AREA HAS BEEN STABILIZED, WATER SURFACE Riser Top 8 ft
SB-209 MAY BE REMOVED. Skimmer Size 4.0 in Riser Lengtth:he 4.0 ft
PLAN VIEW °o °O PVC END CAP Head on Orifice (H)5 0.333 ft Orifice Coefficient: 0.60
SCHEDULE 40 Weir Coefficient: 3.1
SCALE: 1" = 50' 4" PVC PIPE Culvert Length: 50.00 ft
50 0 50 100 PVC PIPE SEE TABLE FOR Calculated Orifice Diameter? 1.697 in Culvert Diameter: 30.00 in
- CUTOFF TRENCH ALIGNS PIPE DIAMETER Culvert Invert In: 822.00 ft
UNDERSIDE
SCALE IN FEET WITH q EMBANKMENT 1 ND HOLES IN Actual Orifice Diameter$ 1.750 in Culvert Friction Coefficient: 0.01
INSTALL COLLAR WITH CORRUGATIONS
PVC TEE PV TEE
1.75" ORIFICE PLATE Actual Skimmer Drawdown Time' 68 hrs Culvert Entrance Loss Coefficient: 0.90
C
VERTICAL. COLLAR TO BE OF SAME GAGE EXISTING GROUND
AS THE PIPE WITH WHICH IT IS USED. FILL MATERIAL Discharge: 36.89 cfs
I I I II I I I I 2' MINIMUM IF NOT FLEXIBLE NOTES: Required Discharge: 36.89 cfs
I I I I I I I
BAND CUT TO BEDROCK
I I I I I I I I I I I I I HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
- 1/2" X 2" SLOTTED
I I I I I I I I I I I i OTHERWISE NOTED.
2" HOLES @ 8" C.C. B
I I I I I I I I 1N 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE
FOR 3/8"O BOLTS SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED
Q to lol + d o, ' 0 1 NOT BE WATER-TIGHT.
2"� �� OD OF PIPE SUITABLE EARTHEN 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE
id I IOi I IOI � Q I i0l i poi 2' � MATERIAL COMPACTED TO PIPE BARREL STRUCTURE WITH WATER-TIGHT
I i 1 I I I I 95% OF STANDARD END VIEW FRONT VIEW RISER BUOYANCY CALCULATION
CONNECTIONS.
I I I I I I I I i i i PROCTOR MAX. DRY
4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED
o DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
DENSITY WITHIN ±2/o BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE
l l l l l l l l l l l l ONE PIECE CONNECTING OPTIMUM MOISTURE SKIMMER REVIEWED AND APPROVED BY THE ENGINEER ONCE A MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
BAND WELDED TO PIPE; CUT-OFF TRENCH CONTENT NOT TO SCALE SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
W: 4' MIN. CONTINUOUS WELD BOTH
SIDES OF BAND
NOT TO SCALE 48" CONCRETE RISER
SKIMMER, SEE DETAIL TRASH RACK 10'TOP OF
RETRIEVAL ROPE EMERGENCY SPILLWAY, SEE DETAIL THIS WEIGHT = 10,147 lb
ANTI-SEEP COLLARS
THIS SHEET BERM WIDTH SHEET
ANCHORED IN
WHERE:
NOT TO SCALE THE SLOPE
SEDIMENT 48" CONCRETE 1' FREEBOARD
CLEANOUT RISER STRUCTURE MIN. V FREEBOARD TOP OF BERM. ELEV 828.00 RISER WEIGHT = 10,147 lb
4'x4' (INSIDE GAGE
DIMENSION) RISER WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH) x UNIT
STRUCTURE
--------- ------ 0.5' DEPTH OF FLOW WEIGHT OF CONCRETE
SEDIMENT CLEANOUT 0❑ ❑00❑❑ 00❑❑❑❑0 /� /� /� /� /� /� /� /� /� /� /� /� /� EMERGENCY SPILLWAY ELEV 826.50 WEIGHT OF CONCRETE BASE = (6.0 ft x 6.0 ft x 1.5 ft) x 150 lb/ft' = 8100 lb
CONCRETE
MARK, ELEV 824.75 0°❑°❑❑ oo°❑°❑❑ oo°❑LILLo RISER CREST ELEV. 825.50 \\\j�\ \\\�\\\
BASE 4a � EMBANKMENT STABILIZED STRUCTURE WEIGHT = 10,147 lb + 8100 lb = 18,247 lb
a a \ WITH VEGETATION
3 -CUT OFF TRENCH 3 BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3
SKIMMER, °
SEE DETAIL OUTLET APRON BUOYANCY = 96 ft'x 62.4 lb/ft' = 5990.4 lb
THIS SHEET a
BOTTOM OF POND INV. ELEV 822.00 30" DIA. CMP 000 DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
io )j
30" DIA. CMP ELEV824.00 � � � � � � � � � � \ \ \ � � � � � � ��0�00 A
\ \\ \\ 18,247 lb > 5990.4 lb x 1.25
18,247 lb > 7,488 lb
a
a -------- ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
20' EVERY SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
a CONCRETE BASE --6.0' x 6.0' x 1.5' 20' 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
a a
NOTES: AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED
z 1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. WITH A BLACK BITUMINOUS ENAMEL PAINT.
2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE.
RISER PLAN VIEW SEDIMENT RISER BASIN 1
NOT TO SCALE NOT TO SCALE
PROJECT MANAGER V. HAYNES, PE
,/ PIEDMONT LITHIUM CAROLINAS INC.
'� N CARo SEDIMENT BASIN SB-209,
0 . F�SS;o z: CAROLINA LITHIUM PROJECT
_�'�° PLAN VIEW & PROFILE DETAIL
�. SEAL
5 1/15/2024 REVISED PER DEMLR COMMENTS = 03 2 = LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS
PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS %��� •.,,•.i,•�.••y GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS " R/E K• N P �� FILENAME - 01 CP-0008
440 S.Church Street, Suite 1200 1 8/27/2021 MINING PERMIT '�i��1111l col" 1/15/24
L ` T H I U M Charlotte, INC 28202-2075 SCALE - 1" - 50' 01 C P-0008
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 -
N.C.B.E.L.S.License Number: F-0116

1 2 3 4 5 6 7 8
x x
x ;
4- s
30 FT DELINEATED STREAM BUFFER ■
■
x
► \ \ / / / / / / I I \ ---- - 20 0 20 40 D
Ja a SCALE IN FEET
\ TEMPORARY SEDIMENT
x.
k4Mw TRAP ST-224 I I V I / / ■ A
+♦�+♦+ I I I I _ �/�� ► \ � � � I IIII I \ 1 I I
♦f♦♦f� � V I \ � I I � I � I I I I I 1 I\
;� NOTES:
\ !x! 1 1 \ / / \ ► ► IIII I I I I��I ; 1. STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM.
820 • • ` 11\ \ / / ' \\ I III I I I I ♦ 'Ex.�.x Ex Ex Ex Ex�x Ex Ex Ex Ex Ex.x�.�.x.�.\Ex Ex Ex Ex.x t SEE "TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", SHEET OOG-010.
■ . r / / /I I I I X♦ •"Ox Ex Ex Ex Ex Ex Ex Ex Ex Ex Ex lix.x.x.x.x.x.x.x�.x.x.x.x.x�
/ / I ► III ► ► I' ;I : 1 \ / / 2. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY UDO FOR THE
\ \ \\ \ J �� I SEE NOTE 3 / I I I I I ; : SOUTH FORK RIVER WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN MINIMIZED, AND NO
THIS SHEET // / I I I y : \ IMPACTS WILL BE ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK."
/ �•�� \ \\� \ // / / / / k ; \ \ 40 3. STREAM CENTERLINES SHOWN ON THE PLANS WERE OBTAINED FROM SUB-METER ACCURATE
1 • GPS
INVESTIGATIONS OVERLAID 40 LINES WERE CREAT D BY SIINGFIELLD-COLL TOPOGRAPHY.ECT D BANK W DT O B WIDTHS AT EACH GPS POINT I EN AT
STREAM BENDS). IN MANY CASES, THE TOPOGRAPHY DOES NOT ALIGN WITH THE CENTERLINE
l '�,X.X•k.k,` \ \ \ \ I I / / / I I / I ' I ! � . 40 INDICATED BY THE GPS DATA OBTAINED IN THE FIELD. FOR STREAM CROSSING LOCATIONS,
/ 'k• k.k, ♦ \ \\\ \ 11 I I k . THE STREAM WILL BE GROUND-SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON
'Vol low _ _� 40 ACTUAL GROUND-SURVEYED TOPS OF BANKS.
/ ♦X'X.k,�k:k•X / \ low am I I ► ' .:�� \ TRAP ST-226. . . TEMPORARY SEDIMENT — — — 4. SEE SHEET 01 CP-0010 FOR PHASE 2 EROSION CONTROL MEASURES.
/ • ♦ / VA \ �► � I ♦ \ \ � y
♦f♦♦�♦ \\\\ III / I ► ► ► I �,♦ \ 5. SEE SHEET OOG-002 FOR LEGEND. C
} ♦
I I
♦+*+*
♦ \\�♦ .+* TEMPORARY SPAN F _F F
i�+* TIMBER MAT
+♦ +♦ A \ I \ \ \V ♦�♦� V A
♦ \ \ \ \
1x.x.x.x0x0 ♦+* \� VAA \ \\\ \ \\ \ ♦* Ax.x.X.x.x.x= \
Mx Ex Ex Ex Exoxoxox ♦
\ \ \ x.x.x.x.\�.x.xm A
PROVIDE BREAKS IN SILT FENCE AS
NEEDED FOR SITE ACCESS -------------------- TEMPORARY STREAM CROSSING,
SEE NOTES THIS SHEET,
NO IMPACTS ALLOWED TO STREAM,
/ \ SEE DETAIL 2, SHEET OOG-008
/ .x.x.x.x.x.x.x.x.x ♦+♦ VA\\\ VA\ \\ \ \ \ \\ ;♦ 0 y�
.x.x.x.x.x.x.x.x.x.x
f + �
/ ♦+i+ \ \ \ VA V� \V A \ ♦x� k\' y
\ \ ♦ \ \ \ \ \ x♦k♦\�Ik
\ y y ♦ +♦ \ \ \ \ \ +♦
♦k \ y y ♦+ +♦+ \ \\\ \\ \ \ \ f♦ �I /
♦r♦��♦�♦I y y RIPRAP INFLOW ♦�♦+♦ A VA\ A \\ \ \ i �c
♦k♦X ♦k♦ y PROTECTION (TYP) y +♦+♦91
4— /
x ■
+ + ■
X.k•XI k■•�■:•k.X■k•k ` /16 ♦+♦♦+♦ \ \ \\\ \\\ \\ \\ \\\ \ ■ ■ \
` X♦k1 k♦1 k y +♦+1+♦+♦ \ \\ \\ \\ \\ \\ \ 0 i
•k
k■ ♦ \ \ \
\ TEMPORARY DIVERSION(TP) MOW �X•x•k♦X y v +♦+♦♦+ VA \ \\\� \ \ I
1 \ l� X♦X♦X•x1 \ �► �� +♦+♦♦+♦ �\ \�1 \ \ \ i 824
\ X♦X♦X,k♦X �� +♦i+t AMOW
\ LIMITS OF DISTURBANCE ` •X♦x♦x•k.k .• \ .• x ■' I I ► I I I ► I \\ \ i\ //
. x I ► \ ♦ k�•k X■X■X■X■X■X■X■X■X■�■.■:■■�■•■X■X■X■X■X■
+♦+♦ I \ III I I 1 \ \\ � 'x�k:;�XX•: .X.X•X•X•X•X•XiX'� now am
+ I x
� '+♦♦ I I II I I I I \\\\ v � *JIM �
1 SILT FENCE TYP ` ♦♦+ ;' IIII I I I \\ \ \
( ) �J \; I I I ► I \ \ TEMPORARY SEDIMENT
♦+♦+
♦+♦ Q . I I ► ► I A \ \ \ \ TRAP ST-227 /
I I I / � +♦+♦+ ' � v v III ► I � 1 \ \ v �
k•X.x.X.X.X■X■X■ • _ — _ A
son ago 100
TEMPORARY SEDIMENT
TRAP ST-225
\ \ \ DELINEATED STREAM TOPS OF BANK I A VA \ VA
\
PROJECT MANAGER V. HAYNES, PE
PIEDMONT LITHIUM CAROLINAS INC.
•�AR��''''�- STREAM CROSSING NO. 4
=o�.o��SS o�••'�': CAROLINA LITHIUM PROJECT '
PHASE 1
SEAL
°3 2 _4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT RAIL TO PLANT AREA
_
PIE NT 3 5/31/2022 REVISED PER DEMLR COMMENTS %� •.•,••i••�.••y�``� GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS � R/E K• NP �� FILENAME - 01 CP-CO09
440 S.Church Street,Suite 1200 ��i����i������� 1/15/24
Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT - 01 C P-0009
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1 - 20
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
X X
\
\ I
x x
\ / A \ / / / I / I I \ ■ ■ 20 0 20 40
SCALE IN FEET D
\ TEMPORARY SEDIMENT I I I \ \ I / / / / I I II
TRAP ST-224 zn
X•X•x■X��XX•X■X,� I / /l /l
,X I I \ \ I 3I FT DELINEATED STREAM BUFFER ■ ■
+�:�+•+ I I I _ // \ I PIROPO R TAININGiWALL \ I I
+• � \ 11 V / �� �� I III IIII I I I � X x
\ f•f• � III � / � � - � � � III I I 1 � � � � � � � � � . .
I •�Mx.�
.x.x.x.x.xyx.x.x.x.x.x.x . Fx. .x\.x.X.X.X.X:
•��•�•+■x*x■x■x■x■x.Ix■x.x.x Ex x.x■x■x■x■x■x■�.x■x■x■x■x
\ ; ; \`\\ \ / I I SEE NOTE 3 �+ •� I \ /
. \ ■ \ \ — _ / / I THIS SHEET / / I I y •�•���•+ \
/ x,x• x,x• � \ \\\ \ \I I I � . \ � 850
/ 'X•X•x.�!�•x.x�x.x 850_� \ \ \\ l I ' . PROPOSED LEAD TRACK TOP OF RAIL
_ _ II / X ■ \
'x•x■x,'x•x■x■ x■x. / \ ' : . TEMPORARY SEDIMENT
x \
•X■x■x■x x■x� ' I I ■ TRAP ST-226
x
x \ a
820 \\� I I I 'I x
\ \ III III I ;\ I �
C: PROPOSED LEAD TRACK GRADE
----------- 840 840\ V IA I �/// I I I I I \ \ \
828�--------- I I I I I ! / I I I I \ Z
�830------
/ 832�
4 � 830 830
,
836 � '• • \ BRIDGECOR SINGLE RADIUS ARCH FILL
(14'-0" SPAN x 7'-3" RISE)
— BRIDGECOR SINGLE RADIUS ARC
14'-0" SPAN x T-3" RISE,
/ SEE NOTE 1 MIL VERTICAL SCALE IS 820 820 EXISTING GRADES SHOWN
EXAGGERATED 5:1 IN PROFILE ARE BASED ON
I.VA VA\ � LIDAR INFORMATION. FINAL
PLACEMENT WILL BE 'NO
V A _ IMPACT' TO DELINEATED
s A\ \ V A\ `\ EXISTING GROUND `Y' STREAM
836 v v v v� v v 810 810
834 V �•A VA \ - ,, PROPOSED GRADE FOR /
32 \\ �. A \ STRUCTURE INSTALLATION
830 \ \
\ \ 14'
828
y ` \ 800 800 B
1 � /
x�4 y y\ cP� /
.X�kX�4illr y -822 \ \ •_ \
•k��i��r,xrX y� y 820- � �\ i\ ` i\� CO L0 O (0 O N O cY) O 00 O
x
x� 'X•x■x y y 818 V�l �\� AA ` It � � � N I N I
X•x■x, •X■x•x y VA\ \�'.� ! 00 00 00 00 00 00 00 00 00 00 00
♦ X•X■x,x�•,■�■�� y y 00
—816 A V A�\ \ At\ \�\\ V x x 0
•X■x y �� \ \ \� ■ ■ �Z / /
1
\ ♦ ♦ ` •x■x�x,Air x•x• \ y y\ y �'e , \\ \\ \ \ \�\ \\� \ ; ; ' ,' 36+50 37+00 37+50 38+00 38+50 39+00
Al x
\ . x LEAD TRACK PROFILE STATION 36+50 - 39+00
/ TEMPORARY DIVERSION (TYP) l ` •x'x•X♦k'x,X■ y\ '� •+•+�4■ _ _ \ �1 \ \ X� / STREAM CROSSING NO. 2
•x
\ AT TOP OF SLOPES 10-FT TALL ki X •+\ SCALE: 1" = 40'
OR GREATER, INSTALL FENCE ` +•+ .� \ . 111 1 I 11
I I / I 1 \\\\ \ i+i+�� / X•X•x
OR GUARDRAIL FOR SAFETY +• I • \I I I I \ + ► >l■x■x■x■x■x■x■x• x•
` ` +� I • \ E III I I \ ♦��x\x��X■x■x■x x■X•x■x■x■x■x■x■x■x■X■■x■x■x■x■x■x■x■x•X•
\ \ x x■x■x■x■x■x�
x x III I \ \ ♦ 'k•X■�x�■ ■x•X•x■x■ / _ sow �'
I I \ NOTES:
+•. I III I I \\ \ \ 1. STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM.
(\ SILT FENCE (TYP) ` +•�,+ ��Q X' IIII I I I \\ \ \\ SEE "TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", SHEET OOG-010.
• �x X I I I I A \ TEMPORARY SEDIMENT
�� � 1 +•+ I I I A \ V \ TRAP ST-227 i 2. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY UDO FOR THE
RIPRAP INFLOW
I PROTECTION (TYP) \ SOUTH FORK RIVER WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN MINIMIZED, AND NO
/ ` +•+• ,X X' \ \ IIII I \ \ \ \ \ IMPACTS WILL BE ALLOWED WITHIN THE DELINEATED STREAM HIGH WATER MARK.
I
1 / \ \ \, ` +•+ •�•�•�•! \ I I \ \ \\ \ \ \ �� 3. STREAM CENTERLINES SHOWN ON THE PLANS WERE OBTAINED FROM SUB-METER ACCURATE A
k�x �•� I ` I — — — �\ \ GPS INVESTIGATIONS AND ARE OVERLAID WITH LIDAR TOPOGRAPHY. STREAM TOP OF BANK
/ TEMPORARY SEDIMENT X■x■x■x■x■x■ LINES WERE CREATED BY USING FIELD-COLLECTED BANK WIDTHS AT EACH GPS POINT (I.E. AT
/ TRAP ST-225 I I I \� \ STREAM BENDS). IN MANY CASES, THE TOPOGRAPHY DOES NOT ALIGN WITH THE CENTERLINE
\ \ \\ \ INDICATED BY THE GPS DATA OBTAINED IN THE FIELD. FOR STREAM CROSSING LOCATIONS,
THE STREAM WILL BE GROUND-SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON
ACTUAL GROUND-SURVEYED TOPS OF BANKS.
4. SEE SHEET OOG-002 FOR LEGEND.
DELINEATED STREAM TOPS OF BANK
i
i
PROJECT MANAGER
V. HAYNES PE
PIEDMONT LITHIUM CAROLINAS INC.
STREAM CROSSING NO. 4
:�'o�.••F�ss%o o�..'2�: CAROLINA LITHIUM PROJECT '
? • ° PHASE 2
`•�. SEAL �
03Q 2 =4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT RAIL TO PLANT AREA
PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS %��� •.•,••i.•;;.••y GASTON COUNTY, NORTH CAROLINA SHEET
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS R/ HP .�` FILENAME - 01 CP-0009
440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT
SCALE - " — 01 C P-001 0
H I U Charlotte, NC 28202-2075
�i
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 1 - 20
N.C.B.E.L.S. License Number: F-0116

1 2 3 4 5 6 7 8
a
120 0 20 40 SCALE IN FEET D
zn
30 FT DELINEATED STREAM BUFFER
�PIROPO E IR TAININGiWALL \ 5'
1
2: 1 SIDE SLOPE
A o
a A
DITCH WIDTH VARIES 5'
SEE NOTE 3 I I
THIS SHEET
PLAN VIEW
a
DITCH OUTLET PLUNGE POOL,
SEE DETAIL THIS SHEET �
DIVERSION DITCH
820 � ' VVA \� I I �, 2 O
822 \�A \ � / I \ _F —� 12"
2 1 �
VA �\ �� 12"
U26 \ V I I \ \ ��
828 I � � / i
83 / NONWOVEN GEOTEXTILE
832 \ \\ �\� � � \ � � �\ � �
834
83s A \ SECTION A-A
BRIDGECOR SINGLE RADIUS ARC CONSTRUCTION SPECIFICATIONS:
14'-0" SPAN x 7'-3" RISE,
\ \ \♦ SEE NOTE 1 / 1. USE SPECIFIED CLASS OF RIPRAP.
2. USE NONWOVEN GEOTEXTILE AS SPECIFIED IN SECTION H-1 MATERIALS,AND PROTECT
\ �♦�VA \\\ \ V A / / FROM PUNCHING, CUTTING, OR TEARING. REPAIR ANY DAMAGE OTHER THAN AN
\ OCCASIONAL SMALL HOLE BY PLACING ANOTHER PIECE OF GEOTEXTILE OVER THE
/ � \ � \♦ / DAMAGED PART OR BY COMPLETELY REPLACING THE GEOTEXTILE. PROVIDE A MINIMUM OF
ONE FOOT OVERLAP FOR ALL REPAIRS AND FOR JOINING TWO PIECES OF GEOTEXTILE.
\ \ A\ \ \VA♦ �V A \ \ 3. PREPARE THE SUBGRADE FOR THE PLUNGE POOL TO THE REQUIRED LINES AND GRADES.
836 \ \\ \� \ ` \ COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO A DENSITY OF APPROXIMATELY THAT OF
THE SURROUNDING UNDISTURBED MATERIAL.
4 V ♦♦A V�V V � �
832 \ ♦\\ y \ \ 4. EMBED THE GEOTEXTILE A MINIMUM OF 4 INCHES AND EXTEND THE GEOTEXTILE A MINIMUM
830 A ♦� A \ \ OF 6 INCHES BEYOND THE EDGE OF THE SCOUR HOLE.
828 \ ♦ \ \ 5. STONE FOR THE PLUNGE POOL MAY BE PLACED BY EQUIPMENT. CONSTRUCT TO THE FULL COURSE
♦ \ THICKNESS IN ONE OPERATION AND IN SUCH A MANNER AS TO AVOID DISPLACEMENT OF UNDERLYING
\ MATERIALS. DELIVER AND PLACE THE STONE FOR THE PLUNGE POOL IN A MANNER THAT WILL ENSURE B
\y y\ 9 82824 \ ` \ ` ,'►r \ �� ` THAT IT IS REASONABLY HOMOGENEOUS WITH THE SMALLER STONES AND SPALLS FILLING THE VOIDS
\ \\ \ _ _F p BETWEEN THE LARGER STONES. PLACE STONE FOR THE PLUNGE POOL IN A MANNER TO PREVENT DAMAGE
822 ��� \ —F E TO THE GEOTEXTILE. HAND PLACE TO THE EXTENT NECESSARY.
y - - - 820 V� A \` V A
- - \ \ 6.AT THE PLUNGE POOL OUTLET, PLACE THE STONE SO THAT IT MEETS THE EXISTING GRADE.
- - - - 818
816 \\\ \\�•C��\\ \\\ \ 7. MAINTAIN LINE, GRADE,AND CROSS SECTION. KEEP OUTLET FREE OF EROSION. REMOVE ACCMULATED
\ \ \ \ R SEDIMENT AND DEBRIS.AFTER HIGH FLOWS INSPECT FOR SCOUR AND DISLODGED RIPRAP. MAKE NECESSARY
1 \ REPAIRS IMMEDIATELY.
AT TOP OF SLOPES 10-FT TALL
\ OR GREATER, INSTALL FENCE \ \ \\ \ \ DITCH OUTLET PLUNGE POOL DETAIL
\ OR GUARDRAIL FOR SAFETY / I V`\ \ V �\ \ \ `� NOT TO SCALE
\ \ R
V / DITCH OUTLET PLUNGE POOL,
\ SEE DETAIL THIS SHEET \ V I I I \ \\ \
DIVERSION DITCH \ \ �� I \\\\V A NOTES:
1. CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM.
\ I I \ \ \\ SEE "TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", SHEET OOG-010.
2. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY UDO FOR THE
SOUTH FORK RIVER WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN MINIMIZED, AND NO
I \ \ I \ \ I I I \ \ \ \ \ / IMPACTS WILL BE ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK."
3. STREAM CENTERLINES SHOWN ON THE PLANS WERE OBTAINED FROM SUB-METER ACCURATE A
GPS INVESTIGATIONS AND ARE OVERLAID WITH LIDAR TOPOGRAPHY. STREAM TOP OF BANK
LINES WERE CREATED BY USING FIELD-COLLECTED BANK WIDTHS AT EACH GPS POINT (I.E. AT
1 \\
STREAM BENDS). IN MANY CASES, THE TOPOGRAPHY DOES NOT ALIGN WITH THE CENTERLINE
INDICATED BY THE GPS DATA OBTAINED IN THE FIELD. FOR STREAM CROSSING LOCATIONS,
VAVA \ THE STREAM WILL BE GROUND-SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON
ACTUAL GROUND-SURVEYED TOPS OF BANKS.
4. SEE SHEET OOG-002 FOR LEGEND.
\ \ \ DELINEATED STREAM TOPS OF BANK
\ I 1 1 \
PROJECT MANAGER V. HAYNES, PE
" PIEDMONT LITHIUM CAROLINAS INC.
���''�N •�AR��''''�- STREAM CROSSING NO. 4
,��o�:••FESS,O•..,%-, CAROLINA LITHIUM PROJECT '
�•�° RECLAMATION
sEA� =
03112 = LITHIUM HYDROXIDE CONVERSION PLANT
4 1/23/2023 REVISED PER DEMLR COMMENTS - RAIL TO PLANT AREA
PIE3 5/31/2022 REVISED PER DEMLR COMMENTS '�� •.•,,•!•• .••y GASTON COUNTY, NORTH CAROLINA SHEET
NT HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS , R/E K NP � FILENAME - 01 CP-CO09
440 S.Church Street,Suite 1200 �����iiiii�U�`�� 1/15/24
Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT SCALE - 01 C P-0011
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 - 1 - 20
N.C.B.E.L.S. License Number: F-0116

0
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I hereby certify that this document was
G prepared by me or under my direct personal . ......... 77 X7,:7 supervision and is correct to the best of my knowledge and belief and that I am a duly _j
SEAL
Ilaws of the Stt aroina.licensed Professional Engineer under the
048820
(Signature) 13 Date:
llido—
January 15,2024
fIMMPO ENTRANCE
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AERIAL TOPOGRAPHY 2 FT. CONTOURS PP, IBAH
AERIAL MAPPING DATED JANUARY 2021 ------
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AND PROVIDED BY PIEDMONT LITHIUM CAROLINAS, INC.
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----—-----
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SHEET NUMBER
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0 600 1200 1800
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fSCALE 1"=600'

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! ��i I •�882.10Ft
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U
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800 8% 1 W
—1% o _
' N
STREAM CROSSING NO. 1 IN IN
no stream impacts '
I �
700 I • Q
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00
>
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ry
0 0 0
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? vIj ? PROPOSED ROAD GRADE i J PROPOSED CONVEYOR i� —�U=!—U= I J I J I > N
1 I iW I !� iZ N W W
I IU im I IU iU � x
! ELEVATION
j ° 0% FT. COVER I 888.10 F1 I I
__....................................._......... i
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30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60+00 61+0
MAIN HAUL ROAD PROFILE
SCALE: 1" = 100'
0
Q
O
U
Iz i UW j I 1--wll—to �! = o
zw I I� UOIUdQ <1 0 N O 12 O
1 U I IL ! Co o I !
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(nI QI w
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1 I co ! ! ! o! �� 2 3 U lii -1 � Z
1 j BELT CONVEYOR TUBE i i ~i z i w � = a 0 of
ELEVATION PROPOSED CONVEYOR J W i o o G o m a- u-
°
fl930 PROPOSED ROAD GRADE 1 I U
0
800
I 1 ! ! 0 1
j 1 I o 1 U70 0% i
1% 30% 40/6 5%
I
EXISTING GRADE
700 V Q
61+00 62+00 63+00 64+00 65+00 66+00 67+00 68+00 69+00 70+00 71+00 72+00 73+00 74+00 75+00 76+00 77+00 78+00 79+00 80+00 81+00 82+00 83+00 84+00 85+00 86+00 87+00 88+00 89+00 90+00 91+00 z Z (n
J W
cli O J
MAIN HAUL ROAD PROFILE z Q O
LU
SCALE- 1" = 100' O = a W
Q 000
o V O .�
1000 !z �O I 1000 0 Z ' J
I I �_ 0 —
�o i 0 � ov I� 900 Q
I� � TO MAIN WASTE ROCK BELT 900 z
Uo Z I0 i W TO MAIN ORE BELT = z O
IH
1WJ Iw I� I�Q IQ IJ t� W
�� i J I Iwo
_ (Belt Continues to BELT !U J O 0
900 I�2 I I J 1U) is 900 South P OHaul Rd 9.60 \4820 Ft 1
1z PROPOSED ROAD GRADE I U !W 1�w 5.4 0
�- ;m z ;� 1j 0 ;w 3.9% 0% 14% 2.8% 0% b 1.8% 0% 2.8 PROFILE VIEW z Z a z
800 Do ! I � 800 Q O O Q
z jo 1w
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V!
1%_:y ELEVA I N
848.20 F
-• 839.6 t 39.9 FT. Io ��-j !z U 100 200 300 Q
(Belt Continues to z jwQ EXISTING GRADE I< PROPOSED ROAD GRADE ;�0 0 O
South Pit Conveyor Acces Rd) 1 W 2
800 �- 8.3% 800 1U) IOo<
wrZ !w �o
EXISTING GRADE 1� Im �o� SCALE 1 =100 a
700 1z j !W> 700
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 z 10+00 ,,►, t�,,,
STREAM CROSSING NO. 2 OU 1 hereby certify that this document was ,+' CAP 0'f,,f
prepared by me or under my direct personal '� Q r
700 no stream impacts 700 ' t<SSI
supervision and is correct to the best of my ,C :' `� o •; �:
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 knowledge and belief and that I am a duly = �:Q SEAL g{ =F
SOUTH PIT CONVEYOR ACCESS ROAD licensed Professional Engineer under the 048820 SHEET NUMBER
laws of the St a e of o h Carolina. Q`
SOUTH PIT HAUL ROAD PROFILE SCALE: 1" = 100' 11 " t � •` �;=
SCALE: 1" = 100'
(Signature)
Date: January 15,2024 ��►rii�r��s�� 02CO-002

Z :)
H
of
0 �
J
<4<44
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U F-
9 d00 TO MAIN WASTE ROCK BELT t 900 U
�. TO MAIN ORE BELT j W �wl Z:I
b -- -
(Belt Continues to North Pit PROPOSED ROAD GRADE J �IJI�
--- 2% 1 /o j 0% 1% 5% -------- Belt Access Rd) j >�D� >
0% -----_2.7% --------- ---- 4% I I 07% j U U UjU Q
I XI IX ZI
800 UO 1
~� 0 3% i 0%01 1m 9% uJ 800
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700 wj� iz� 700 G
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00
0
' N
Z3
7
NORTH PIT HAUL ROAD PROFILE - • ¢
SCALE: 1" = 100'
>
U
m
1100 1100
I
8%
10% 4%
i PROPOSED ROAD GRADE 5%
i
i
1000 ! ` 10% 1000
I -
I
I o 7% 10% 7% 6% WASTE ROCK PILE WASTE ROCK PILE o 73
0
I _
I — ROAD DITCH DISCHARGES TO CULVERT C-1 10% 9/o
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-__-- 4% 10/0 900 0 0
900 i 10%
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w w
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800 800 N �_
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0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00
o N
z
WASTE ROCK PILE HAUL ROAD PROFILE
SCALE: 1" = 100'
Z0
J Fn>-
900 = I0ZI 900
�H iUOi
IwUI PROPOSED ROAD GRADE—
I I U` Q 8%
1 cn 10 wi 0
W
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1� I no I ° J I 9 Ft 4.97 Ft 6.75 Ft 5.78 Ft
goo U 70 100 8%
YO 4%
---
=1 goo 9Ft 4.97 Ft
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EXISTING GRADE 8Ft cn
UJI ¢I = o
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700 7; Z 700 U
=
N
J -1 � C
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 13.22 Ft w w Q =
0
z
EAST PIT AND TOPSOIL PILE HAUL ROAD PROFILE z z � w U
U U w J
LL [if SCALE: 1" = 100' 0 � � c-
m 0
U tf Q N
m U C
U U
cn o m
900 900 0 �°
co
(Belt Continues to
North Pit Haul Rd) PROPOSED ROAD GRADE Z Z Cf)
LLJ
I o 1 ° ----- u0 TYPICAL CROSS SECTION WITH OVERBURDEN CONVEYOR TYPICAL CROSS SECTION WITH ORE AND OVERBURDEN CONVEYORS O J
80o �? 800 Scale: 1 " = 10' Scale: 1 " = 10' Z Q O N
iLU= i 6 EXISTING GRADE I U) V ~
w� LU
r I p U O = a W
Irma_ Iw IZ0
Z= IJ jo¢ _
700 I �O I U 1w 700
TYP HAUL ROAD DITCH DETAILSlope Section O LU
O+OOz 1+00 2+00 3+00 4+00 5+00 6+00 TYP HAUL ROAD DITCH DETAIL(Min.Slope Section) (Max.� p � G Z W J
N.T.S. N.T.S.
NORTH PIT CONVEYOR ACCESS ROAD PROFILE Z Q
g 5o ft. �7.67 ft.---- 0.67 f _ _ O
SCALE: 1 = 100 1.00ft. Freeboard 14 ft.
1.00ft. Freeboard �_ = U W
2 2 i.00 17 ft. 39.5 ft. J O
o I�
1.37 ft. a Z Ifl
8.5ft. PROFILE VIEW Z Z
Channel Design (Non-Erodible) Channel Design (Non-Erodible) � O Z
Channel Type: Triangular, Equal Side Slopes Channel Type: Trapezoidal, Equal Side Slopes
Dimensions: Left Side Slope 2.00:1 Dimensions: Left Side Slope 2.00:1 0 100 200 300 2 O Q
Right Side Slope 2.00:1 Right Side Slope 2.00:1 Q O
Base Dimension: 1.00 V/
Wetted Perimeter: 6.15 79 ft. W
Area of Wetted Cross Section: 3.77 Wetted Perimeter: 3.99 5 ft. Berm (typ.) ri
Area of Wetted Cross Section: 1.56 ROAD DITCH SCALE 1"-100'
Channel Slope: 0.5000
Manning's n of Channel: 0.0300 Channel Slope: 10.0000
Manning's n of Channel: 0.0410
Discharge: cfs I hereby certif that this document was `YN,�'�►CA'�Q,�r,
Depth of Flow:
1.37 feet Discharge: 9.57 cfs y y
Velocity: 2.53 fps Depth of Flow: 0.67 feet prepared by me or under my direct personal
Velocity: 6.13 fps �r
Channel Lining: CLASS B RIP RAP supervision and is correct to the best of my : a •;� s
Freeboard: 1.00 feet Channel Lining: CLASS B RIP RAP Freeboard: 1.00 feet Si=AL knowledge and belief and that I am a duly ` S � {
licensed Professional Engineer under the 048820 c SHEET NUMBER
laws of the Sta f o h Carolina. :p�• Q
L1
TYPICAL HAUL ROAD SECTION (Signature) . w `,t�' o2co-oo3
Scale: 1 If = 20' Date: January 15,2024 +i t t��,,,,,

LITHIUM HYDROXIDE Luz ;, H
CONVERSION PLANT PAD WZ <O � —
EL. = 840.0 'Q-�� �U)wm r J
��=Wao zWUo \
Non-Encroachment w>UN UzQ— C
900 J Limits J zz<z CONVEYOR TUBE Oozz
O
w w OUZ PROPOSED CONVEYOR
z 100 Year Floodz I U�Qp EMULSION STORAGE AND BULK TRUCK PARKING AREAUZ Jp
TO CONVERSION Plain ZJQ
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PLANT IzJ rIII!
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z z o o QO��o i Z�� 10% Z Z LU
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UI LLi Beaverdam iLl W EXISTING GRADE z Jp O W W
U PROPOSED ROAD GRADE w>UN ; Jz—� ROAD DITCH DA-91 z_ i2 w' �� W U I W
Uzi WI Creek W ;LLZ UZU i �QY I I— iU— ozu- WU; IOZ D
RETAINING WALL OQI pi �p OQ z0Q01 igw�� Ui 2QY�;��;�� z . Qm 'J
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9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 !71+00 :�i 32+00 33+00 CO 34+00 35+00 36+00 37+00 38+00 39+00 w
C/) o
' N
O
BELT PROFILE CONCENTRATOR PLANT TO CHEM PROCESSING PLANT N
SCALE: 1" = 100' Q
>
� T
Y
U
m
PROPOSED CONVEYOR
0 0 0%
o% 0% 1% 1% ° �0�0 o �T��
P ANTTRATE
~two z_
LU z PROPOSED ROAD GRADE EXISTING GRADE UJ- I �p o 0 0
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i J U' ZOQO I �Q U U U
= OU~Zi fro
U wi
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i Q 0 i W2 w w w
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w w w
LA LA LA
00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 0
U N \ to
BELT PROFILE CONCENTRATOR PLANT TO CHEM PROCESSING PLANT
Z � N dSCALE: 1" = 100'
w
Z J
U N O o O
J J 3 \ U) Of
W W :2 W Q 2
O
Z
p ..
W UJ U O
Z U w J bi Z
cn a w i- Q O J
w = Q U
■ a
U Z Z v,^'
J W
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O = (L W
a Oco
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Z
= Z OH
H � C.) 0
J 0
H OU ZO
PROFILE VIEW Z Z a a
O
0 100 200 300 Q
w � O
SCALE 1"=100' la O
I hereby certify that this document was .ti, 1 CA�Q•,,r
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge and belief and that I am a duly Q SEAL
licensed Professional Engineer under the 048820 : �= SHEET NUMBER
laws of the Stalepof o h arolina. :y� ;'
'� (Signature) , `gIN1��`�
Date; January 15,2024 �iir)i�r►►►� 02CO-004

INSET D
z =
SK20
H
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. O J
815.0 0.00 0.0 0.0 0.0 0.12 5301.4
816.0 0.13 203.5 5494.9 41105.0 0.14 5930.3 1000 1000
816.5 0.19 314.1 8481.0 63442.2 0.14 6253.2
SK21
L
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. O Q
812.0 0.00 0.0 0.0 0.0 0.07 3212.9 CID813.0 0.08 124.6 3363.9 25164.0 0.09 3720.9 C
814.0 0.17 268.4 7247.8 54217.0 0.10 4255.9 U O
814.5 0.22 347.8 9391.4 70252.9 0.10 4531.4 900 z:Existling Grade U 900 W
sK22 Sediment Basin Access Road Berm
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
805.5 0.00 0.0 0.0 0.0 0.05 2162.6 a 2
806.5 0.05 84.9 2292.9 17152.1 0.06 2588.9 2, 1 1%
807.5 0.12 186.0 5021.5 37563.4 0.07 3038.9 2'
SK23 SB-17
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 800 800
806.0 0.19 9.o 8.o 2.7 0.20 8859.1 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 . J
806.0 0.19 309.E 8358.1 62522.7 0.20 8859.311111
806.5 0.29 474.5 12810.8 95831.5 0.21 9230.0 1 LU
SK24 Cross Section B-B
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. Scale: 1 N = 100'
805.0 0.00 0.0 0.0 0.0 0.05 2185.0 0
806.0 0.05 85.5 2308.3 17267.6 0.06 2605.8 ' N
N
806.5 0.08 134.2 3623.3 27104.5 0.06 2826.2 1000 1000 N
sK2s ,L
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. Q
815.0 0.00 0.0 0.0 0.0 0.09 3975.7 Concentrate Plant/Conversion Plant L Q
816.0 0.10 153.5 4144.7 31004.6 0.10 4527.5 Conveyor Access Road No. 2 °
816.5 0.15 238.0 6427.1 48078.2 0.11 4814.9 Clean Water
Diversion °
sT-loo Existing Grade C)
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 900 900 '
801.0 0.00 0.0 0.0 0.0 0.01 245.7 • >>
802.0 0.01 10.4 280.4 2097.8 0.01 352.9 Berm
803.0 0.02 24.6 665.1 4975.2 0.01 458.5 2 ad ' N
804.0 0.03 43.0 1160.7 8682.8 0.01 590.0 1/o
805.0 0.04 67.9 1832.5 13709.0 0.02 838.7 D ' U
805.5 0.05 83.8 2263.E 16932.8 0.02 977.1 DA-86 Diversion Ditch During Mining Grade m
sT-101 800 DA-85 Road Ditch 800
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. O+OO 1+OO 2+00 3+00 4+00 5+00 6+00 7+00 8+00
796.5 0.00 0.0 0.0 0.0 0.01 415.3
797.5 0.01 17.0 459.1 3434.1 0.01 559.2 1
798.5 0.02 39.6 1068.7 7994.5 0.02 725.8 Cross Section A-A
799.5 0.04 68.6 1851.4 13849.4 0.02 938.6 Scale: 111 - 100'
800.5 0.07 107.9 2913.9 21797.1 0.03 1334.9
801.0 0.08 133.2 3596.2 26901.2 0.04 1551.2
ST-102
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
799.0 0.00 0.0 0.0 0.0 0.01 272.4
8W.0 0.01 11.5 309.3 2313.4 0.01 387.3
801.0 0.02 27.1 731.5 5471.9 0.01 503.1
802.0 0.03 47.2 1275.0 9537.9 0.01 647.8
803.0 0.05 74.5 2012.1 15051.7 0.02 922.2
803.5 0.06 92.0 2485.3 18591.2 0.02 1073.2
ST-103
WaterElev Storage Acre Ft Storage CY Storage CIF Storage GALLON Area Acres Area S.F.
798.0 0.00 0.0 0.0 0.0 0.01 309.6
799.0 0.01 12.9 349.2 2612.0 0.01 436.1
800.0 0.02 30.5 824.8 6169.6 0.01 566.4
801.0 0.03 53.2 1436.3 10744.6 0.02 736.0
802.0 0.05 83.9 2266.3 16953.1 0.02 1042.6
802.5 0.06 103.7 2799.0 20938.1 0.03 1210.1
ST-104
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
803.0 0.00 0.0 0.0 0.0 0.01 272.5
804.0 0.01 11.4 309.1 2312.5 0.01 387.5 0
805.0 0.02 27.1 731.4 5471.0 0.01 502.5 z
806.0 0.03 47.2 1274.8 9536.2 0.02 653.5
807.0 0.05 74.5 2012.0 15051.0 0.02 925.7 0
807.5 0.06 92.0 2485.2 18590.5 0.02 1075.2 INSET E U
w
0
sT-105 ;
>
C-18 Culvert Design TC-1 Culvert Design Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
SEE THE SEDCAD 4 FLOW CALCULATIONS SEETHE SEDCAD 4 FLOW CALCULATIONS 874.0 0.00 0.0 0.0 0.0 0.01 412.6 N
(FILE NAME'.EMULSION STORAGE AND TRUCK PARKING AREA-25 yr.sc4) (FILE NAME'.CAA thro DA7 prawnstruct z5 YR.,c)
875.0 0.01 17.0 459.0 3433.9 0.01 559.8 o
TYP CLEAN WATER DIVERSION DETAIL
N
(MIN.SLOPE SECTION) 876.0 0.02 39.6 1068.6 7994.0 0.02 725.9 o
CHART 2 CHART 2 N.T.S. DIVERSION DITCH DA-86 DETAIL 878.0 0.0a 68.E 2913.8 21797.0 0.02 936.E
ROAD DITCH DA-91 DETAIL 878.0 0.07 107.9 2913.8 21797.0 0.03 1333.4 0
°. 66
°T .555
N.T.S. (MIN.SLOPE SECTION) 878.5 0.08 133.2 35%.1 26900.7 0.04 1550.6 z
EXAMPLE (�) EXAMPLE (�) 1.00ft. Freeboard N.T.S.
eaT e.000 188 4000 �9.13 ft.
D=36;-,(30 feat) 6
6'0°° D=38incne5130fea,) 6 15fi 5.000 11.34 ft. 1.00ft. Freeboard
1a � 4,00o D=66 pre 5 (2g ,44 � d.000 D=66 pre (Zg
1. U HW` HW (3) 132 U HW' HW 5 (3)
3,000 D Ifee11 5 6 3.000 D (feet) 6 1.28 ft.
2.°°° 9 5.6 5 20 a 2,000 6 5.4 OOft. Freeboard
�10.55 ft.� w
12) 2., 63 4 108 12r z., 6.3 4 5 2 1.83 ft. J
Q
1.64 ft. O
1 1
N U7
oa
(3) 2.2 6.6 3 4 l31 2.2 fi.fi 4
2 2 _J _J O O
2 w LLI N
g6 ,,000 `D In feet 3 O6 r 'D In fee, 3
j 800 3 > e(q
1 600 Q=13.61 CFS 2 84 N fi00 Q=20.45 CFS
_ 400 ° oo Channel Design (Non-Erodible) QCn
\ ~O
z w 72
30o z 300 s „ Channel Design Non-Erodible
zu 200 = 1.s z z zoo 3 Channel Type: Triangular, Equal Side Slopes g ( ) O U z O
60 s - 60 a EXAMPLE y s 5 Dimensions: Left Side Slope 2.00:1 Channel Design (Non-Erodible)
g o EXAMPLE s o / p Channel Type: Triangular, Equal Side Slopes INSET F O
sa Right Side Slope 2.00:1
w sa ,00 w w ,o W 9 p Dimensions: Left Side Slope 2.00:1 Channel Type: Triangular, Equal Side Slopes Z
a < 3 4e 60 ¢ Right Side Slope 200:1 Dimensions: Left Side Slope 200:1 0 O ••as N 6 J o Wetted Perimeter: 5.73 w w O
U 60 � 5 HW ENTRANCE 10 /� C Right Side Slope 2.00:1 z z
62 50 "W SCALE ENTRANCE /= 1.0 10 LLO 2 p SCALE TYPE 2 10 Area of Wetted Cross Section: 3.29 Y w LLJ Z
D TYPE ° ° Wetted Perimeter: 8.20 O O L j �
w 30 dal/ o os ° w _ _ ,o "I Hea°�'I o 09 Area of Wetted Cross Section: 6.73 Wetted Perimeter: 7.32 n Q w � Q O w
WM Channel Slope: 0.5000 w of = Q O cc J
2)� MM,,a W oe 33 1 °�dW w 09 Area of Wetted Cross Section: 5.3E
o as zo /I pa„far,,,tes;op, oa 0.6 o p«mmiwr s.o`.as-zssHwn Manning's n of Channel: 0.0290 0 U 0
< Channel Slope: 1.0000
/ (3) ProJ.I, �i Lj 30 13) ProlapUn,, �i
o °'a 08 Manning's n of Channel: 0.0290 Channel Slope: 0.5000 SK27
10 27 ,0 Discharge: 8.22 cfs OT o a Z 0.7 0.7 Manning s n of Channel: 0.0290
o / a Depth of Flow: 1.28 feet
24 6 0.7 24 6 °' Velocity: 2.50 fps Discharge: 30.22 cfs WaterElev Storage Acre Ft StorageCY StorageCF Storage GALLON Area Acres Area S.F.
-21 T,use sca;e(2)or(3)pro d T,sae ape;e(2)r(3)prJW Depth of Flow: 1.83 feet Discharge: 15.77 cfs
4 had on,ai;yta.p F).than 4 oh o«allytoa eM(,),M1an a6 801.0 0.00 0.0 0.0 0.0 0.16 7081.5
pse-ghUncllned me Umpgh °.6 0.6 pie aNai°htincl;n,dlin h=gn C.6 Channel Lining: Class B Rip Rap Velocity: 4.49 fps Depth of Flow: 1.64 feet
3 DandDapaiea,orra�arseae afi 3 Danaoapales.«reereeae o.e Velocity: 2.94 fps
802.0 0.17 270.4 7300.9 54614.6 0.18 7783.5
,a i;weaaled. a Illualmted Freeboard: 1.00 feet
803.0 0.35 566.9 15307.6 114508.4 0.19 8488.3
2 2 Channel Lining: Class B Rip Rap
15 ,.o os o s i.a 5 5 Freeboard: 1.00 feet Channel Lining: Class B Rip Rap 803.5 0.45 725.1 19577.8 146452.5 0.20 8854.1
0.5 os Freeboard: 1.00 feet
os
2 HEADWATER DEPTH FOR ,z HEADWATER DEPTH FOR SK67
C.M.PIPE CULVERTS C.M.PIPE CULVERTS WaterElev Storage AcreFt Storage CY Store a CF Store a GALLON Area Acres Area S.F.
WITH INLET CONTROL L�,-�,�f J3L1Cpo�,E",d WITH INLET CONTROL 8 g g g
FOR Q=13.61 CFS,USE FOR Q=20.45 CFS,USE 790.0 0.00 0.0 0.0 0.0 0.15 6743.3
1-24 INCH CMP WITH 2.40'HWD 1-361NCH CMP WITH 2.55'HWD LL
OR EQUIVALENT.PROVIDE MIN.1.0 OR EQUIVALENT.PROVIDE MIN.1.5 791.0 0.16 257.9 6964.4 52097.4 0.17 7434.4 Z Z
FT.COVER. FT.COVER.
792.0 0.34 541.E 14622.3 109382.5 0.19 8127.9 - J Q
SK68 � N
C-19 Culvert Design(Under Emulsion Pad) Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. Z Q
SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME:OA1 thm DA7 praconaboc,-25 yr.eW) 0.00 r '
826.0 0.16 251.6 6793.5 50819.2 0.17 7256.3 W
827.0 0.33 528.4 14267.0 106724.5 0.18 7940.1 O T •+
CHART 2 Li
S 69 r
4000 EXAMPLE TYP CLEAN WATER DIVERSION DETAIL
fi.000 (�) WaterElev Storage AcreFt StorageCY Storage Storage GALLON Area Acres Area S.F.
T MAX.SLOPE SECTION) ROAD DITCH DA 91 DETAIL O W
5,000 D=36IncM1es(3.0 feet) 6
4,000
Q=66 k (2) 826.0 0.00 0.0 0.0 0.0 0.07 2974.8
,. 0 3,000 0 o«n 5 s (3a N.T.S. 827.0 0.07 116.3 3139.3 23483.6 0.08 3510.7
MAX.SLOPE SECTION)N
1. Q 2,000 (1) 1.6 5.6 w
N.T.S. 828.0 0.1E 252.E 6819.2 51011.3 0.09 4056.3 Z
. (3) 2.2 6.s 3 d 4 828.5 0.20 328.4 8865.6 66319.0 0.10 4339.3
F o0o DIp 3 -7.53 ft.� �8.40 ft.�
U 800 3 � L
u y fi°° Q 36.OfiCFS 1.00ft. Freeboard 1.00ft. Freeboard 2 Z r
N 400 1 0.88 ft. 1 1.10 ft. = W
i 72 N 2 2
U 300 LU
Z U = 1.5 2
200
6D o PI F TS 5 J
WO w 0 2
90 Channel Design (Non-Erodible) Channel Design (Non-Erodible)
V <
0 62 o so = 6C�E "TRA�pE� E ,.o o Channel Type: Triangular, Equal Side Slopes Channel Type: Triangular, Equal Side Slopes O O J
Q _ Dimensions: Left Side Slope 2.00:1 Dimensions: Left Side Slope 2.00:1 Q
w 3U (,) Headwall o 08 f° P p
Right Side Slope 2.00:1 Right Side Slope 2.00:1 L
< 33 (2) Mfte 1. 08 r
�p 20 conform to slope H 08 0.6 Q
30 (3) P.oiap6np 3 Wetted Perimeter: 3.95 Wetted Perimeter: 4.92 �A
n 10 a 0.6 Area of Wetted Cross Section: 56 Area of Wetted Cross Section: 2.42 QLU
o a M 0.7 0.T LU
` 6 0.7 Channel Slope: 6.6000 Channel Slope: 10.000021 A �^
N 5 To use scare(2)r(3)o purled Li v
4 h.n.-IyW.1.(1),1- o.6 Manning's n of Channel: 0.0390 Morning's n of Channel: 0.0450
se svaom mdmad nne h-gh o.6
3 oandDapaiea.pr>e acre o.6 Discharge: 8.22 cfs Discharge: 15.77 cfs
a weaaled
Dep
2 0.5 Velocity:of Flow: f0.88 feet Velocity:thof low: f 1.10 feet
j 1111kilrr
os y P p ►ti �I
0 0.5I hereby certify that this document was �,,►� CAp
Channel Lining: Class B Rip Rap Channel Lining: Class B Rip Rap prepared by me or under my direct personal !Q' Q{ r�
" HEADWATER DEPTH FOR Freeboard: 00 feet Freeboard: 00 feet supervision and is correct to the best of my ,
C.M.PIPE CULVERTS py�SSrOr •.�/
WITH INLET CONTROL
FOR Q=36.06CFS,USE knowledge and belief and that I am a duly `¢ SEAL
136 INCH CMP WITH 3.33'HWD - - • -
OR EQUIVALENT.PROVIDE MIN.1.5 - • -
licensed
Professional Engineer under a
FT.COVER. p4B820
SHEET NUMBER
laws of the Sta a of o h Carolina.
(Signature) f l i Bj W'�� �` 02CO-005
Date: January 15,2024 ��rt1u1110

w �
Y ~ 1100
1100 U U)�PROPOSED FINAL GRA � a - o
wQ M 1
�� LU U 2. 2 7 20 ft. Bench (typical) o
Q_j O Q
w 0' I O 0
J
I- - -
1000 U z 21 PROPOSED GRADE U) 1000
ROA BERM w� PHASE I11 U
CONCENTRATE PLANT/CONVERSION PLANT I- I Q
- I
CONVEYOR ACCESS ROAD NO. 1 1% Z - 2 ?'7 w
900 w 900
I - I
ROAD DITCH
2,7 z �
i
21 EXISTING GRADE
800 1 rn 800
PERIMETER DIVERSION DITCH , U
WASTE ROCK PILE LINER SYSTEM W/ PERIMETER DITCH LINER ' w
ROAD DITCH PERIMETER DIVERSION DITCH DIVERSION DITCH AT BERM #19 w
W/ PERIMETER DITCH LINER m
G
N
700 700 ' 0
N
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 .1
.Q
Q
WASTE PILE CROSS SECTION C-C'
SCALE: 1" = 100'
U
m
ROAD DITCH
ROAD BERM
1100 FINAL CREST EL. = 1090.0 1 o/a _
1100
CREST EL. PHASE 1 = 1068.0 ?'7 20 ft. Bench (typical)
Z Z
Z Z
PROPOSED FINAL GRADE
1 UJ0 0 0
1000 2 �Q,no J ?7 1000
W W
Q m PROPOSED GRADE
�M Y PHASE I o a
U
21 U CL
v O ?'7 W W
IMU I w w
U)Q W
900 Z1 ~ Q ?7 - SLINERENT BA IN 900 �, N
0 M j
N �
w 3'1
U) � N
� 3. z
W EXISTING GRADE 4:
PERIMETER DIVERSION DITCH z
800 W/PERIMETER DITCH LINER - _ 800
WASTE ROCK PILE LINER SYSTEM ED
ED
PERIMETER DIVERSION DITCH CO
W/ PERIMETER DITCH LINER z_
700 700
m
z
w
0
w
U)
600 600
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00
WASTE PILE CROSS SECTION D-D'
SCALE: 1" = 100' N Z
� � �_
N S ET H TYP WASTE ROCK PILE FLUME DETAIL(Min.Slope Section) 0 0 N
N.T.S. U 0 M 't Q � o
INSET
O
C-2 Culvert Design Z
C-1 Culvert Design SEE THE SEDCAD 4 FLOW CALCULATIONS SK26 18.33 ft. 0 0
C-17 Culvert Design C-24 Culvert Design
SEE THE SEDCAD 4 FLOW CALCULATIONS (FILE NAME:DA-51_25 yr.s W) LlJ LaJ Ld
SEETHE SEDCAD 4 FLOW CALCULATIONS SEE THE SEOCAD 4 FLOW CALCULATIONS Z Z
(FILE NAME:PHASE 1 WASTE ROCK PILE_25 yr.sc4) Y LLI_j 7) Z
SIB (FILE NAME PHASE I WASTE ROCK PILE 25yr.arA) (FILE NAME'.REVISED 5614_25yr.sW) WaterElev Storage Acre Ft StorageCY StorageCF Storage GALLON AreaAcres AreaS.F. � �' � (, W J �
11L0 841.0 0.00 0.0 0.0 0.0 0.09 3855.8 1 1.08 ft. L�j � = Q 0 � J_
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. CHART 2 842.0 0.09 148.3 4005.4 29962.4 0.10 4335.1 2 �� 0 U 0 Ln O-
794.0 0.00 0.0 0.0 0.0 0.10 4267.3 CHART 2 CHART 2 CHART 2 843.0 0.19 314.4 8489.1 63503.1 0.11 4814.0 10.00 ft.---�
+eo 10.000
795.0 0.10 166.8 4503.4 33688.0 0.12 5032.0 10,000 68 a°o° EXAMPLE I�� 180 ,o,� °,ogg 843.5 0.25 404.1 10911.0 81620.1 0.12 5057.9 1.00ft. Freeboar
796.0 0.22 362.1 9776.7 73134.9 0.13 5$06.3 6BT 8.000 EXAMPLE I�� 58 I 5 D=36 incM1ea 13.0 ee,) 6 (z) 88 8°°° EXAMPLE I�� Ba 6'00° EXAMPLE ��)
e�w ,� 8.000 D=381naM1es(3.O reM) 6 +� d.000 D-66� ,SOT 6,000 ,56T 6,00p Channel Design Non-Erodible
796.5 0.29 470.6 12705.7 95045.5 0.14 6204.$ 5.000 I2� HW' HW 5 fi �3) I 5� 0=36 in he(3ofeal) 6 Z 5� D=361ncM1es(3Of�et) fi 2 SK30 g ( )
O=fifi cfs 132 U 3,000 D=86 ph ( O=88cfs I
146 4,000 6 8 / D (feai) 5 6 +44 d,M +� 6,000 5 6
132 U HD 1 \36 120 F HW' HW 6 (3) HW' HW (3)
W 3.00o D (�„) 5 132 U 32 Channel Type: Trapezoidal, Equal Side Slopes
SK29 0 i o0o a s.4 d oe
a o0o isi ze a.3 4 s °0° D Ireep 6 3'0°° o (eo s fi Water Elev Storage AcreFt Storage CY Storage CIE Storage GALLON Area Acres Area S.F. yp p q p
13) 2.2 6.8 3 d 120 a 2,°0o nI ,.6 5.4 5 120 g 2,000 (,) +.e 5.4 5 Dimensions: Left Side Slope 2.00:1
108 (2) 2.1 8.3 I2) 2.1 :A 4 d (2) 2., :A d 827.0 0.00 0.0 0.0 0.0 0.04 1525.E Right Side Slope 2.00:1
(3) 2.2 8.8 3 4 F 1,000 'D In feai 3 (31 2.2 fi.fi 3 6 (3) 2.2 6.fi 3 4
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON AreaAcres Area S.F. o0o 2.2 98 Q Boo 3 0e 828.0 0.04 60.9 1645.4 12308.5 0.09 1949.E Base Dimension: 10.00
96 F 3 7 1,000 'Dln feet 1.oW 'Dln feai
793.0 0.00 0.0 0.0 0.0 0.26 11233.9 eoo ea Q=22.29CFS °fi e 3 829.0 0.09 138.4 3736.7 27952.5 0.05 2389.3
N 300 3 9 800 3 Wetted Perimeter: 14.84
794.0 0.2E 427.0 11530.0 86250.7 0.28 12156.5 y 800 Q=]5.]3CFS w 4W g fi00 0=136.89CFS a4 Epp Q=5.50CFS 830.0 0.15 234.0 6318.3 47264.5 0.07 2893.4
Area of Wetted Cross Section: 13.13
795.0 0.55 888.3 23985.4 179423.2 0.30 13077.4 i 2 LL eoo 2 2 '2 eoo ❑' S 2 ]2 N o0 2 2 w ]2 v as 830.5 0.18 289.0 7801.9 58362.E 0.07 3200.3
795.5 0.70 1131.8 30559.7 228602.7 0.31 13545.5 z ❑ 300 0 15 - z 200 N i s z LL pp s Channel Slope: 5.0000 U
z tog s fi° o s 5 z z 200 i 15 - z 200 15 ST-106 Manning's n of Channel: 0.0470 J
1.5 60 Z
SK66 p O AMPLE/ / 54 iW W = / 5 1S ❑ O EXAMPLE S LII
w u W, ,00 /X/ W 4e a w , W 50 too W Water Elev Storage Acre Ft Storage CY Storage CIE Storage GALLON Area Acres Area S.F. Discharge: 85.8E cfs J
Water Elev Storage Acre Storage CY Storage CIE Storage GALLON AreaAcres Area S.F. d8 ` s 60 HW ENTRANCE ❑ 3 e EE 43 EE a 874.0 0.00 0.0 0.0 0.0 0.01 412.E Depth of Flow: 1.08 feet O +
g M 8 g g / ❑ 42 0 SCALE ❑ N 6'S.0=5.6 NWp o Velocity: 6.53 fps �/�
7$4.0 �.DO 0.� 0.� �.� 0.15 6750.$ U / ❑ 50 HW SCAE ENTRANCE 10 0 0 60 D /IRE / F 0 U M 6° HW ENTRANCE 1.0 U 2 O 6° HW ENTRANCE Z 0 0 875.0 0.01 17.0 459.0 3433.9 0.01 559.8 V� Q
O D TYPE 2 (� /Neadwall 4 42 50 SCALE +'0 W. SCALE
K 40 W W W 09 O D TYPE EE O 4 D TYPE EE
785.0 0.1E 258.0 6964.8 52100.1 0.17 7437.E (1) Headwall ° 36 g / ❑ w do W g 40 0 876.0 0.02 39.E 1068.E 7994.0 0.02 725.9 channel Lining; CLASS t RIP RAP Q`
W 38 30 p Q 33 (2) M1-. 08 (i) Heatlwell (1) Headwall 09 -
pmnWonWslol F W 3fi 30 p 08 W 3fi 30 ❑ Freeboard: 1.00 feet
786.0 0.34 541.6 14622.7 109385.1 0.19 8134.7 a (2) Mneradio o.g / a o pa s 2 / x 09 877.0 0.04 68.6 1851.4 13849.7 0.02 936.6
p 2° "l400nfoslope F g.g R) Pro.-I, < 33 20 (2) MI1ere0W 0S Q 33 20 (2) MteretlW
a 0.8 U ❑ O B wnform W slope 1 o.8 O for lope H 0 B
0e a p.6 878.0 0.07 107.9 2913.8 21797.0 0.03 1333.4 TYP WASTE ROCK PILE FLUME DETAIL(Max.Slope Section)
30 (3) Prolxiln0 3 ❑ a � a � � V
ST-110 U 0.8 K 2] 0 30 3) Prolecnn9 3U 3) Prole Ong
❑ 10 ¢❑ 8 i o.] g.] 0 9 o.e o / a o.e $7$.5 0.08 133.2 3596.1 26900.7 0.04 1550.E N.T.S.
z] w EE 2] ,o v
O e 2 0.] 0.] � 24 8 0.] Q 2 0.] 0.] a / 2 0.] 0.] T
WaterElev Storage Acre Ft Storage CY Storage CIE Storage GALLON Area Acres Area S.F. Z u e �' s mae. al.(z)orl3lproi.a, a 24 s g, 4 3/ g7 ST-107 O 2
N 5 To use-1.(2)or(3)project d h m�iallyW scale(,),than 06 F F p
791.0 0.� 0.� 0. 0.0 0.00 163.5 21 4 gN inGined line IM1rougM1 O B N s To use xale(2)or(3)proleIX N s To use scale 12I or(3)project 16.82 ft. I
M1orizonUlly b scale(1I,then Foo_,�
3 D scales,or reverse es g 8 21M1anwn,oIIWscaleUR,i , / d h.ft ell,io scale(1),Ih , ■M1O WGW.m;a.mroegn1000
o.fi WaterElev Store a AcreFt Store a CY Store a CF Store a GALLON Area Acres Area S.F. W792.0 Q.� 7.0 1$7.$ 1405.1 0.01 239.8 3 Dentl0 ales,o evers�es8 treietl sesir algN;ncllneo ou 0.6 / usesUa;9M1tlo,o,dllna inrougM1 O.fi H g g g18llusira,etl. 3 D and D scales,orreverse as g 8 a 3 D antl D scales,or reverse as839.0 0.00 0.0 0.0 0.0 0.00 162.$Inuso-a�aa naavacatl.793.0 0.01 16.E 448.3 3353.5 0.01 311.5 1
,s os05 2 840.0 0.00 7.0 187.8 1405.0 0.01 239.2 7 f � O
794.0 0.02 29.1 784.6 5869.6 0.01 404.7Z
,s 10 p.s ,5 o.s 05 - 842.0 0.02 16.E 784.3 5866.7 0.01 406.1 210.00 ft.� Z
795.0 0.03 45.9 1240.2 9277.5 0.01 571.8 +o .s 1.0 05 1.0 o.s
795.5 0.04 56.7 1532.2 11461.8 0.02 665.5 12 HEADWATER DEPTH FOR 842.0 0.02 29.0 754.3 5866.7 0.01 406.1
2 HEADWATER DEPTH FOR C.M.PIPE CULVERTS 12 12 843.0 0.03 45.9 1239.8 9274.3 0.01 573.3 1.00ft. Freeboard 2
C.M.PIPE CULVERTS WITH INLET CONTROL HEADWATER DEPTH FOR HEADWATER DEPTH FOR
C.M.PIPE CULVERTS C.M.PIPE CULVERTS 543.5 0.09 56.7 1531.8 11458.4 0.02 665.9
WITH INLET CONTROL �FORQ-11,2'CFS,USE WITH INLET CONTROL WITH INLET CONTROL Channel Design (Non-Erodible) `
1-301NCH CMPS WITH 2.7THWO -h�J F.,a�.,�.N��� FOR Q=138.89 CFS,USE -'- - hs�nnl het's�FERIQ�1,11C
F5, SEST-108WOR EQUIVALENT.PROVIDE MIN.1.0iFOR Q=]5.]3 CFS,USE FT.COVER. 1-601NCH CMP WITH 5.80'HWD 1-18NCH CMP WITHU 1.47'HWD Channel Type: Trapezoidal, Equal Side Slopes
1-42 INCH CMP WITH 5.53'HWD OR EQUIVALENT.PROVIDE MIN.3.0 OR EQUIVALENT.PROVIDE MIN.1.0 Dimensions: Left Side SlD0:1
OR EQUIVALENT.PROVIDE MIN.2.0 FT.COVER. FT.COVER. WaterElev Storage Acre Ft Storage CY StorageCF Storage GALLON AreaAcres Area S.F. p
LU
WORST CASE WASTE ROCK PILE DIVERSION DITCH FT.COVER. Right Side Slope 2.00:1 = T
WORST CASE WASTE ROCK PILE DIVERSION DITCH 841.0 0.00 2.0 9.0 0.8 0.01 436.7 Base Dimension: 10.00 i
DETAIL(MIN.SLOPE SECTION) J �/�
N.T.S. DETAIL(MAX.SLOPE SECTION) 841.0 0.01 12.9 349.0 2610.8 0.01 436.7 O
N.T.S. 842.0 0.02 30.5 824.5 6168.0 0.01 567.3 Wetted Perimeter: 13.15 V�
r v
843.0 0.03 53.2 1436.1 10743.0 0.02 735.1 Area of Wetted Cross Section: 8.03
16.82 ft. 12,83 ft. 844.0 0.05 83.9 2266.0 16951.0 0.02 1042.2 Channel Slope: 50.0000 !Z O
1.00ft. Freeboard
844.5 0.06 103.7 2798.8 20936.3 0.03 1212.6 Manning's n of Channel: 0.0710
Discharge: 85.8E cfs LL
1 1 � 1 1 2 2 ft ST-109 Depth of Flow: 0.7f feet 0 r W
3.20 ft. 2 2 Velocity: 1 w: fps
2 2 I Water Elev Storage Acre Ft Storage CY Storage CIE Storage GALLON Area Acres Area S.F. 0
1 840.0 0.00 0.0 0.0 0.0 0.01 309.5 Channel Lining: CLASS 1 RIP RAP Q
1.00ft. Freeboar
l 941.0 0.01 12.9 349.0 2610.8 0.01 436.7 Channel Design (Non-Erodible) 942.0 0.02 30.5 824.55 6168.0 0.01 567.3 Freeboard: 1.00 feet
Channel Design (Non-Erodible) A ,w
li v
Channel Type: Triangular, Equal Side Slopes 843.0 0.03 53.2 1436.1 10743.0 0.02 735.1
Channel Type: Triangular, Equal Side Slopes Dimensions: Left Side Slope 2.00:1 844.0 0.05 83.9 2266.0 16951.0 0.02 1042.2
Dimensions: Left
SideRight S ide Slope 2.00pe 2.00:1 Right Side Slope 2.00:1 844.5 0.06 103.7 2798.8 20936.3 0.03 1212.6 1 hereby certify that this document was `%,ti -t, APO
Wetted Perimeter: 9.87 prepared by me or under my direct personal '� D
Wetted Perimeter: 14.33 Area of Wetted Cross Section: 9.74 : 5 '•r
Area of Wetted Cross Section: 20.53 supervision and is correct to the best of my O ;'oies$ro�;•,•2
Channel Slope: 10.0000 knowledge and belief and that I am a duly
= :Q g�e:�
Channel Slope: 0.5000 Manning's n of Channel: 0.0480 g y SEAL -
Manning's n of Channel: 0.0290 licensed Professional Engineer under the = = SHEET NUMBER
Discharge: 94.54 cfs 048820
Discharge: 94.54 cfs Depth of Flow: 2.21 feet laws of the St f Orth Carolina. -,
Depth of Flow: 3.20 feet Velocity: 9.70 fps M ���+ r,C� ��`,•' ti
Velocity: 4.61 fps
Channel Lining: CLASS B RIP RAP r� r�
Channel Lining: CLASS B RIP RAP Freeboard: .00 feet (Signature) ►i►' /8 w1�1'4t.� 02CO-006
Freeboard: 1.00 feet Date: January 15,2024 ►►riir�t�t�

INSET K
1000 1000 6r HIGH FENCE
WITH 2"X 4"
OPENINGS -
SK32 G Z
EX\SOUND �
Water Elev Storage Acre Ft Storage CY Storage CF Storage GALLON Area Acres Area S.F. SAFETY BENCHES GR
r= J
p 786.0 0.00 0.0 0.0 0.0 0.15 6750.3 2 'T=iii-
14 ft. Basin Access p 787.0 0.16 258.0 6964.7 52099.8 0.17 7437.8 QUARRY TO BE 11mTYP� 1
p FILLED WITH
CD 788.0 0.34 541.6 14622.6 109384.9 0.19 8134.5 WATER
788.5 0.43 693.1 18713.9 139989.7 0.19 8490.4
900 w DURING MINING GRADE 121 FT. HIGH SCREENING (SOUND)WALL 900
Q BERM sx70 Q
D 12'TYP
1% 1% ¢ o Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. a 11 m TY
ool0 9/ 840.0 0.00 0.0 0.0 0.0 0.03 1495.9 LL
841.0 0.04 59.9 1616.5 12092.2 0.04 1877.7 O
842.0 0.08 134.1 3620.4 27082.8 0.05 2274.7 Z
800 SB-16 DIVERSION DITCH DA-42 800 a42s o.11 v6.a a772.7 3s7o2.1 0.06 2482.2 LU
Lu a I
z
Lu
EXISTING GRADE DIVERSION ITCH DA-47 L) o
M
700 700 • W
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00
G
CONCENTRATE AND INDUSTRIAL MINERALS PLANT PAD o
CROSS SECTION E-E'
TYPICAL RECLAMATION TO LAKE Q
SCALE: 1" - 100' PIT CROSS SECTION Q
N.T.S. - •
>
U
1000 1000
m o
m m D
v, O
O
ROAD BERM �� 12 FT. HIGH SCREENING (SOUND)WALL-
ROAD
900 U BERM DURING MINING GRADE EXISTING GRADE 900
0% CRUS ED ORE PAD Oa 4 ° 11 ° � ONING FENCE
6j 2I°\ 2 S 0 0% 0% 5�
�HEPHZIBAH CHURCH ROAD
800 ROAD DITC HAUL RO D DIV RSION DITCH DA-44 800
700 700
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00
CONCENTRATE AND INDUSTRIAL MINERALS PLANT PAD
CROSS SECTION F-F'
C-8 Culvert Design
SCALE: 1" - 1 00' SEE IF SEDCAD4 A,6W 5y,s L) IONS (n
(FILE NAME:DA4i7_2A_CUI_
Z
W
0
O
CHART 2 U
of
INSET Jfa0 tO.ODD
J
igaT 8'000 EXAMPLE (�) Ld
7 156 I 6000 D=361.1,.(31.feat) 6
5,000 Q=88 cfs (2) Q'
WORST CASE PLANT AREA DIVERSION DITCH
4.00D
� �• HW 5 6 (3) W
C-3 Culvert Design C 4 Culvert Design C-6 Culvert Design C-7 Culvert Design 32 3,000 ° (ee) 5 6 0 a
SK36 DETAIL(MIN.SLOPE SECTION) �_
o
SEE THE SEDCAD4 FLOW CALCULATIONS SEE THE SEDCAD4 FLOW CALCULATIONS SEE THE SEDCAD4 FLOW CALCULATIONS SEE THE SEDCAD4 FLOW CALCULATIONS 120 a 2'0w (2) 28 6.3 4 5 •(n N
N.T.S. (FILE NAME:REVISED SB14_25 yr.sn4) (FILE NAME:REVISED SB14_25 yr,nA) (FILE NAME:CULVERT G6_100 yrI,.) (FILE NAME:SS-18 DURING MINING_100 y,sR4) Los 1
Q (3) 2.2 fi.fi 3 6
98 F R f W
00 •D In feat 3
WaterEIev Storage Acre Ft StorageCY StorageCF Storage GALLON Area Acres Area S.F. aDD 3
807.0 0.00 0.0 0.0 0.0 0.03 1344.0 CHART2 CHART2 as N 5fi0000 0=13.99CF5
808.0 0.03 54.9 1481.2 11080.1 0.04 1789.7 1 8.1 ft. CHART 2 CHART 2 = ,2 400 M
10,000 so ,o.000
809.0 0.08 126.6 3418.1 25568.9 0.05 2271.0 ,0000 so g� z LS p w
T 88 T 8,000 EXAMPLE i6B T 6.000 EXAMPLE � eg T 8,000 EXAMPLE (�) 188 EXAMPLE (�) Z Z 200 2
810.0 0.13 217.2 5865.1 43874.2 0.06 2831.4 I 80 I (�) 1 8.000 () 56 I Q000 5fi 6,000 D=81-1(3.0 oIO) 6 60 Q p 1.5 t.5
15g 6,000 0=36 inMea(3.0 feet) 6 5.000 D=36IncM1ea(3.0 feet) 8 5,000 D=36lnchea(3.0 feat) fi S'000 Q=88 cfs (2) w
1 1 s.000 p=66 a (2) 0=66,N (2) a Q=88 k (2) 1. 4.o0D r s4 w
810.5 0.17 270.4 7300.8 54613.5 0.07 3125.7 3.53 ft. 140 4.00o s s 1. s 6 4,000 5 6 5 6 B
2 2 I 3.000 HW' HW (3) 4.000 a - -
y1 132 U D (feat) 5 fi t32 U 3.000 "�• HW (3) 132 U "� HW (3) 4
W D' (HW 5 (3) 132 U 3,000 D (ke0 5 fi 3'OW 0 (feat) 5 fi j U 1W Q
LD w Z
120 d 2,000 (1) 1.8 5.6 5 '20 A 2,000 (1) 1.8 5.4 d s 120 ~ �J
120 d 2,000 (1) 1.8 5.6 5 d 2,000 (1) 1.8 SA 5 U _
(21 2.1 6.3 4 (2) 2.1 6.3 ,OB (2) 2.1 6.3 4 108 (2) 2.1 6.3 d WO 42 ❑ 5p HW SCALE ENTRANCE 1.0 1.0
1.00ft. Freeboard 08 J (2) 2.1 4 0B Q (3) 2.2 3 2.2 6.6 3 4 Q 3) 2.2 6.6 3 4 ffi40
0a C K I'm 'Dln reef r (1) yl�aewall w
98 L000 'D In feel gg J 1,000 'D in feet 1,000 'D In feel 3 9fi U 3 36 30 / ❑
3 3 88 U 800
O 800 3 j 800 3 ] 800 3 J 3 < 33 /(2) Miteretl to 0.8
Q-89.95 CFS 8d fi00 0-27.10 CFS 84 fiW Q-163.80 CFS O ° wnform to slope H 0.8
Q-34.15 CFS Bd H 800 2 y 2 2 ¢ o a
Channel Design (Non-Erodible) N sou soo 2 ro 50o w 30 3) Prole 8n9 0 oe
w 400 2 w 2 40o z 2 W 7z 40o z 2 MW 72 u 2 2 27 10 ¢ CV
U 72 h 300 2 U u 300 p Z 01 300 ❑' U 300 O a 2 L7 0.7 (� (� N
Channel Type: Triangular, Equal Side Slopes z 3 ,.6 z 3 ,s z z 3 5 z z 15 4 a 07 J J o O M
Dimensions: Left Side Sloe 2.00:1 =_ 200 oo 60 2°° __ 200 5 6 N O
P fi0 1.5 O EXAMPLF N 1.S 5 O �v _LXA.-IF W 5 N 5 To ass scale(2)ar(3)paeG \
O PI F N 1.5 1.5 p O EXAMPLE W 1 5 O
Right Side Sloe 2.00:1 - - 6'=7o'HWp 2+ d areaMelN toawle(1),then
C-5 Culvert Design _ ¢�
FILE NAME:REVISED FLOW
CALCULATIONS
W tY 100 W j U 100 ❑ U � / ❑ I� U V Q 2 D antl O ualea.or reverse as 0.6
SEE THE SEDCAD4 FLOW CALCULATIONS ¢ 2 8 ¢ '-
9 P 56 LU sa p.fi cn cn
r s4 w r u D, r Iz w s0ai9hl In nrtl6namrough os
Wetted Perimeter: 15.79 qg of 8 < a < 9'°.0=5.,6'HWD w ,00 W tw
Area of Wetted Cross Section: 24.94 U 80 8U Z N B0 HW NTRANCE 48 O HW ENTRANCE Z 10 g 8 sire etl. U U Q
42 \ ❑ 50 HW SCALE ENTRANCE ,.0 t.o WO 62 ❑ 50 HW SCALE ENTRANCE 1.0 1.0 LLO 62 ❑ 50 SCALE t'0 10 LLO 42 50 SCALE a
O D TYPE I D TYPE 2 D TYPE S D TYPE 2 F
O
D, 40 d1g K 40 d N 40 / IY d0dChannel Slope: 0.5000 f 38 0 (1) Heatlwall w0.8 F 30 (1) Headwall Q ° F Heatlwall 08 F36
Headwall ZCHART2 Mannin s n of Channel: 0.0395 < 2) MBeretlto oe UO
< 33 R) Mn.odIn 0.9 Q 33 / (2) Mo.- o.e 33 g 2) M"�•'ro 9 33 20 / to slope H O 08 LLI O
zo pomorm tg alw, ❑ zo 08 wnfolm malape 0B Z Z Y W W Z
S °anform to slaps a p.6 08 o a oe oa ¢ o.e a HEADWATER DEPTH FOR
t0.000 U 38 (3)� Pmledin9 Lj 30 (3) Projecting 0.8 U (3) Pmledirg O 0.8 U 30 (3) Prolec8n9 �i
80 Discharge: 89.95 cfs ❑ < °.3 ❑ ❑ 2 6 w 27 0 5 08 WITHPNLETCONTROL O O F-
16e 6,aoo EXAMPLE ¢ 27 10 rc m ¢ ,I,IAry, (n Q W Q W
(�) De th of Flow: 3.53 feet a 7 a 0.7 0.7 a L7 L7 o a °' 07
156 B4OW P - 0.7 ❑ 8 ❑ 8 JFOR,11�13.99CFS,USE LLI = Q U0=36i- (3.0onn) 6 26 Z 26 0.7Q 6 0.7 1-24NCH CMPS WITH 2.34'HWD � U (n LL
°'°°° Q=66 Ga (2) Velocity: 3.61 fps < 4 6 ° 0.7 a o.7 a 6
144 4.OW s 6 \ N 6 N 5 N S To use awl,(2)or(3)Project
tL' HW (3) r� 5 To use style(2)or(3)pR pRD 5 To use seal.(2)or(3)project , To use awls 121 or(3)projeG 21 FT.COVER.OR LENT.PROVIDE MIN.1.0
132 U 30pp 21 082•d.o=2.d8'HWp 21 4 6 M1or¢oMelly to swle(t),iM1en
D (feet) 5 fi 4 M1onzonialNta scale(i),iM1en d ForizonUllyb scale(1),Uren 06 pse s°Nally to scale(1),iM1en 0fi ° 0.6
Channel Lining: Class B Rock Rip-Rap seal Ight lnGlne III0,,gh ob o.6 eatrei9hl mor,d In.throagM1 oe aigM1,InGin-i-h-h 0.6 ea6aigminGinetl lino through o.fi
-120 3 D antl Q scales,«reverse as
3 D ana Q scales,or reverse as 1e illustrates. a6
d 2 ggg (1) 1.8 5.6 5 3 D and Q scales,or reverse as 0.6
1a ill,avatetl. 2
(2) 2., 6.3 Freeboard: 1.00 feet ,e iosVeted. °.6 ,B °U58�tlKalea,or reverse as o.6
me J (al z.z 6.6 a 4 2
98 r ,,005 'D in feat 3 15 0.5 15 0.5 15 O S 15 0.5 0.5
3 WORST CASE PLANT AREA DIVERSION DITCH to 05 p5 to 05 D5 05
10 0.5 l.° OS
N 500 DETAIL(MAX. SLOPE SECTION)
y 600 2 2 HEADWATER DEPTH FOR 2 HEADWATER DEPTH FOR
LU ,2 HEADWATER DEPTH FOR C.M.PIPE CULVERTS
N.T.S. C.M.PIPE CULVERTS C-25 Culvert Design
U LL 00 C.M.PIPE CULVERTS C.M.PIPE CULVERTS SEETHESEDCAD4 FLOW CALCULATIONS
z o 3 ,.° WITH INLET CONTROL WITH INLET CONTROL „qts A , WITH INLET CONTROL DIRE1110-USLIC AiS IAN„ WITH INLET CONTROL (FILENAME:SB-18 DURING MINING,00 yrs°d)
z
? 6DREAuof Puau�Roaos�Arv.r 6uHEAu oEPLeucaoaasiArvr FOR A=163.60 CFS,USE
a3
60 200 1 6 �FORIQII;11FOR Q=27Mo CFS,USE
e O PIF 1.5 ss .15CFS,USE eea FOR Q=89.95 CFS,USE 1-301NCH CMPSITH 3.15'HWD 1-601NCH CMP WITH].0'HWD
1-08NCH CMPS WITH 2.48'HWD 1-081NCH CMPS WITH 5.18'HWD OR EQUIVALENT.PROVIDE MIN.1.25 OR EQUIVALENT.PROVIDE MIN,2.5
IY U' r OR EQUIVALENT.PROVIDE MIN.2.0 OR EQUIVALENT.PROVIDE MIN.2.0
CHART 2 Q
FT.COVER FT.COVER.
14.9 ft.
FT.COVER. FT.COVER.
U U ❑ I�
W 60 HW 9lIRE ENTRANCE Z g ,. 1� 1.00ft. Freeboard 80 10,00
O p TYPE 2 T T
(1) Heatlwall '0 J
K 60 W i68 EXAMPLE () Z
08 8,000 j
W 36 30 ❑ 1 1 156 TUW p=36 incM1es(3.0 feet) , I
12 (2) MB.-. oe 2.72 ft. Q=�� (2) J iv
p33 20 corrform to sloPe Q 0.8 pg 2 2 W 0W HW HW (3) O
(3) ProreGirg C-11 Culvert Design o (�.0 5 6 '^
30 ❑ °B C-9 Culvert Desiqn C-10 Culvert Design C-16 Culvert Design 0 J V+ Q
❑ a SEE THE SEDCAD 4 FLOW CALCULATIONS 2p00 Itl t.e s4 5
27 10 SEE THE SEDCAD4 FLOW CALCULATIONS SEE THE SEDCAD4 FLOW CALCULATIONS SEE THE SEDCAD4 FLOW CALCULATIONS u 121 2.1 63
(FILE NAME:DA-]4 ROAD CULVERT yr.srA)
3 0.7 0.7 (FILE NAME:WORST CASE HAUL ROAD DITCH_25 yr.sd) (FILE NAME:DA-71_25,$. ) (FILENAME WORST CASE HAUL ROAD DITCH_25 y,InA) ,OB¢ (3) 22 es
Z 2q 0 7 BASED ON WORST CASE FLOW FOR A HAUL ROAD DITCH BASED ON WORST CASE FLOW FOR A HAUL ROAD DITCH 98 9 'D In feet `
a U 7
6 J C�
N 21 a °sae ale(2,ar(3,proreet Channel Design (Non-Erodible) 6 6DD Q=769]CFS Q
M1onZ InItlO scale(In.iM1en 0.6
se siralgM InGined Ilne Urou9h 0.8 500
3 oandQIII rrearseas o6 CHART 2 CHART 2 CHART 2 CHART 2 w 0°
Channel Type: Triangular, Equal Side Slopes
,a ill,sVeted. Dimensions: Left Side Slope 2.00:1 ,aD °.°°° Q 2 N 3w .5 O `
00o0 r
�• 1eo 1o.00D 1eo teo `_ z ? '
F
o.5 05 RI ht Side $la a 2.00:1 '88 3'000 EXAMPLE 188 8,000 EXAMPLE 188 8,008 EXAMPLE 18a &ODDEXAMPLE 89 fxann PlE9 P T (,) T (,) O T - a,00.5 15fi 8,00015fi 6,000 156 6,00° D=36 incM1es(3.O feet) 6 15fi 8,000 D=38 inc8e5130feat) 8 5411 10=36 incM1es 13.0 feet) fi D=36 incM1es(3.0 feat) fi S,WO
5,000 Q=66 cfs (2) S'000 Q=88 cfs (2) Q=66 cfs (2) 5.000 Q=66 cfs (2) t / WHEADWATER DEPTH FOR Wetted Perimeter: 12.18 '32 °'� H5 fi " U 4,oOD - 5 6132U 4•°00 - 5 6 132 U 4,"° 5 6 1 HW' HW (3) HW' HW (3) HW• HW (3) HW' HW (3)
Area of Wetted Cross Section: 14.83 3,000 D (feat) 5 6 3,000 0 (ee) 5 fi 3-WO D (feet) 5 6 ODO D (feet) s 6 U / O
C.M.PIPE CULVERTS o so D SCA E _ +o
120 d 2,oW () 1.8 5A 5 120 J 1 1.8 SA 5 120 1) 1.0 S4 5 120 W v
WITH INLET CONTROL 2,000 3 z.000 a z,000 a 5.4 s 46 D TMFE
Channel Slope: 2.0000 a ° 2) 2., 6.3 4 2) 2., 6.3 4 W „ a "
108 (2) 2.1 6.3 108 (2) 2.1 fi.3 108 f0a
FOR Q=50.7]CFS.USE P Q (3) 2.2 6.fi 3 6 Q (3) 2.2 fi.fi 3 4 Q (3) 2.2 6.6 3 4 Q (3) 2.2 fi.fi 3 6 3fi 30 HeaEwa W -
1-021NCH CMP WITH 3.78'HWD Mannin 's n of Channel: 0.0395 R' K K K 2
OR EQUIVALENT.PROVIDE MIN.1.5 9 % F 3 98 con omi osope g
U t,Opp 'D in feet U ,.ODD -Dinfeat 3 96 F 1,000 'Din feet 3 9fi U 1•� 'Dinfaei 3 O 2p ¢ OB 0 09 '
FT.COVER. ] 80D 3 ] E00 3 U 800 3 > (3) .j.9 3
Discharge: 89.94 cfs a3 boo 2 aw 2 3 20 D
Q-18.59 CFS g4 r fi00 0-8.93 CF5 D, 80 H gpp Q-16.59 CF5 p ❑ oe
N N 2 8a H g00 Q-25.81 CFS L
r
Depth of Flow: 2.72 feet N w 500 2 w w 40p o 3 W
Velocity: 6.07 fps 72 ° 72 w ]2 400 2 2 ,2 LL 2 2 F 6 2 Z
Y P o 00 s Q 300 s = LL Q 300 s
Z U 1.5 Z U 1.5 U 300 p Z U 1.5 , S scale 121 or(3)proleG
Channel Linin Class B Rock Rip-Rap 6o 5 6o s z ° 200 x 1 s eo PLE 3 5 °esiM1i BBi aie(')'ma s
9 P P p O 2°0 EXAMPLE N ,.5 ❑ O 2°0 N Lii 60 Z 5 p d 200 N 5 �ire Mry 9M1 e _ W
Freeboard: 1.00 feet 50 w sa F o w p g _
K O EXAMPLE N 1.5 W
W 'w W 'w w W K 100 W ; = tW t35'20'-270'Hwp
j48 U / Q j 48 V ,.,9'2.0-230'HWD 48 j A8 U S 0.5
U _ 60 / ❑ U _ 60 7 U a 1.18.25'=2.95'HWO U N fi0 // 20 0.5 0.5 O
42 ❑ 50 HW SCALE TRANCE 10 t.o 42 ❑ 50 HW SCALE ENTRANCE / 10 1.0 U N 60 / 42 ❑ 50 HW SCALE TRANCE 10 1.0
D TYPE S O p TYPE S ❑ HW ENTRgMEE 1.0 1.0 O D TYPE 2 U
60 10 10 O 42 50 SCALE W 60 d t2 O
w ry� Hwdwall w oe w (11 Bw If w oe 0 40 D / HYPE F ,o (,� Headwall _ '0 HEADWATER DEPTH FOR _
a 33 // IPE CULVERTS
❑ a 33 /�a ❑ /�) Headwall w _ 33 �//) ❑ WITHPNLET CONTROL Z
(2) Miteretl to 08 (2) Mit dto 0.8 W 36 30/ O R Mn.-N, 0.9
p 0 conform to slope f g8 08 O 20 form to slope H 0.8 M 2) Mitered to 20 conform Wslope F r
( ¢ ¢ 08 ¢ 33 / 20 ( W 0.9 �❑ a 08 OB FOR Q=76.9]CFS,USE
30 (3) ProlecOn9 30 a[3) P,Indn9 ❑ / wnform to sloPa F 0.8 0.8 30 (3) ProlecOng 3
U / ❑ OB U ❑ p.g ¢ U g_g ,-021NCH CMP WITH 6.50'HWD
27 10 w DI 27 0 / w U ° (3) Pr°j-ng O 0.8 K 27 / t0 OR
COVER.LENT.PROVIDE MIN.2.0
8 L7 0.7 / 2 L7 0.7 E' 2] 10 W O / 8 ]: 0.7 0.7 W
Z 24 Z 24 a Z 0.7 Z 24 Q Q
r 5 0.7 r 6 0.7 ❑ g 0.7 ¢ 6 0.7
N To use-1,(2)or(3)Pro Nt N / 5 To use scale(21 or(3)projeG Q 6 0.7 N 5 To use 11111(211,11 1 project ■
21 4 hnaonialN scale(,),iM1en 6.g 21 d hor¢oMellyto scale(1),, O.fi N 21 6 nn."' lellYbscale lt),iM1en o.g W
sa Straight lnGined line th,19h o.8 se sOaigMinclinetl line through O.fi 21 S To use acale(2)11(3)project use M,,,,,hlinclinetllne lhrougM1 0.6
3 D and Q acala5,or reverse as 3 D antl Q wales,w reverse as 4 horizon,I n,scale(1),then 3 .and°scales,or revere es
fa illuatretetl. OB 18 Illustrated. 08 use straight incllnatl line NrougM1 °6 0.8 19 111,1 06
2 2 3 C antl Q scales,or reverse ae 0.6 2 a.
18 ilmatrstea.
z
15 OS o.5 15 OS 6.6 15 0.5 o.5
1.0 0.5 1� 0.5 15 OS 1.0 0.5
OS
,2 10 0.5 12
ti�,Ir,rifrrl
2 HEADWATER DEPTH FOR HEADWATER DEPTH FOR HEADWATER DEPTH FOR HEADWATER DEPTH FOR I herebycertify that this document was ''4 CA PO',,,
C.M.PIPE CULVERTS C.M.PIPE CULVERTS 12 C.M.PIPE CULVERTS y PO
C.M.PIPE CULVERTS
6DPEAD" OADS,A ,fi, WITH INLET CONTROL WITH INLET CONTROL WITH INLET CONTROL WITH INLET CONTROL prepared by me or under my direct personal ` "••a, ffi
FOR Q=16.59 CFS,USE 11.a cs.Iary FOR Q=6.93 CFS,USE auleLau uF Pu6Lr.RIAIs,IArv.r oLaEAu of PLSLeaoAos.IArv. 3 FOR Q=16.59 CFS,USE ` • , !
1-241NCH CMP WITH 2.]0'HWD r 1-181NCH CM PS WITH 2.38'HWD Y53 FOR Q=25.81 CFS,USE ae 1-241NCH CMP WITH 2.70'HWD supervision and is correct to the best of my A��SSlQ °
OR EQUIVALENT.PROVIDE MIN.1.0 OR EQUIVALENT.PROVIDE MIN.1.0 1-30 INCH CMP WITH 2.95'HWD OR EQUIVALENT.PROVIDE MIN.1.0
FT.COVER. FT.COVER. OR EQUIVALENT.PROVIDE MIN.1.5 FT.COVER. knowledge and belief and that I am a duly .'Q� SEAL
FT.COVER.
licensed Professional Engineer under the = = p4Bg20 SHEET NUMBER
laws of the St a e of o h arolina. �,• �
(Signature) 02CO-007
Date; January 15,2024 ►�'►rrirr�>>t�'`,

INSET L INSET M INSET N INSET O
INSET P C-14 Culvert Design C-15 Culvert Design
SEETHE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME'.WORST CASE ROAD DITCH 25 yr.sc4) SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME:WORST CASE HAUL ROAD DITCH y
BASED ON WORST CASE FLOW FOR A HAUL ROAD
DITCH DITCH C
SK45 SK49 SK37 CHART CHART2
SK33B SK63
o,000 t
WaterElev Storage AcreFt StorageCY StorageCF Storage GALLON Area Acres Area S.F. WaterElev StorageAcreFt StorageCY StorageCF Storage GALLON Area Acres AreaS.F. 188 3oo0 ,0,000
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Ages Area S.F. EXAMPLE 1) ,sa T
b.000 EXAMPLE
WaterElev StorageAcreFt StorageCY StorageCF Storage GALLON Area Acres Area S.F. 832.0 0.00 0.0 0.0 0.0 o.zo 8gsz3 WaterElev Storage AcreFt StorageCY StorageCF Storage GALLON Area Acres Area S.F. 791.0 o.Do o.o o.o o.o o.v 7373.E 5fi b•� ('> ~
p=36 inches(3.O feaf) 6 ,56 8.000 p=381ncM1es(3.0 keg 8
768.0 0.00 6.0 9.0 3.5 0.08 3507.7 2 5,000
806.0 0.00 0.0 0.0 0.0 0.03 1513.2 +44 Q000 O ,dd °=ssels t2> J
833.0 0.21 338.4 9138.0 68357.3 0.22 9680.2 792.0 0.17 281.E 7603.E 56879.1 0.19 8123.4 � s 4.000
769.0 0.00 0.0 0.0 0.0 0.15 6750.8 768.0 0.07 116.3 3139.3 23483.5 0.08 3507.0 12 0°° HD HW s) W "W 5 s (3)
834.0 0.44 705.9 19058.7 142568.9 0.24 10463.7 807.0 0.04 61.0 1647.3 12322.6 0.04 1933.7 793.0 0.37 591.2 15962.3 119406.1 0.20 8883.4 w D («,) s 3.000 o (ea) s 6
770.0 0.1E 258.0 6964.8 52100.E 0.17 7440.0 769.0 0.1E 252.E 6819.2 51010.8 0.09 4052.7 808.0 0.09 138.5 3739.4 27972.4 0.06 2412.3 20 a o00 (122� 11 83 0 3 200o s 83 4 s
769.5 0.20 328.4 8865.5 66318.5 0.10 4334.7 oe b.b os
771.0 0.34 541.6 14622.8 109385.8 0.19 8138.1 sobs 0.11 184.0 4966.7 37153.8 0.0E 2663.2 SK38 32 66
0
96 F 1,000 'D In fee+ 3 3 96 f 1,000 `p In feel
SK46 SK64 WaterElev StorageAcre Ft StorageCY StorageCF Storage GALLON Area Acres Area S.F. s, '00 °-7ozcps goo 3
SK41 y 600 600 °=,65g DF3 2
756.0 0.00 0.0 0.0 0.0 0.03 1180.8 W 00 50o
WaterElev Storage AcreFt StorageCY StorageCF Storage GALLON Area Acres Area S.F. WaterElev Storage AcreFt StorageCY StorageCF Storage GALLON Area Acres Area S.F. 757.0 0.03 47.9 1293.7 9677.3 0.04 1551.5 x °° 72 LL 400 2 z
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 758.0 0.07 109.8 2964.5 22176.3 0.04 1938.1 z z 300 o z ° 300 5
768.0 0.00, 0.0 0.0 0.0 0.03 1343.6 788.0 0.00 0.0 0.0 0.0 0.21 9119.5 3
781.0 0.00 0.0 0.0 0.0 0.18 7970.1 Z oo ? 0
769.0 0.03 54.9 1481.1 11079.6 0.04 1790.3 789.0 0.21 346.8 9363.8 70046.3 0.23 9908.9 758.5 0.09 146.2 3946.5 29522.0 0.05 2140.9 E 60 PLE rc o 60 a z = 5 1s
782.0 0.19 303.5 8194.7 61300.8 0.20 8701.3 54 w
770.0 0.08 126.6 3418.0 25568.1 0.05 2272.3 790.0 0.45 722.9 19519.2 146013.5 0.25 10700.3 W 1 W. as`2.°=270HW°
782.5 0.29 465.5 12569.1 94023.1 0.21 9067.2 a °° / s
771.0 0.13 217.2 5865.0 43873.3 0.07 2834.0 SK39 °8 °° 48 `= so/ / o
p 60 HW ENTRANCE /= 1.0 0 U N 60
LL 42 50 - SCALE y1 u HW �TYPECE ? 10 1.0
SK42 K 60 D TYP 1 _Top d2 ❑ 50 D SCALE x
SK47 WaterElev Storage StorageCY StorageCF Storage GALLON Area Acres AreaS.F. Haa II a o9 w °0 / Headwall w
W 3fi 30 / a
WaterElev Storage AcreFt StorageCY StorageCFlStorageGALLON Area Acres Area S.F. 760.0 0.00 0.0 0.0 0.0 0.03 1414.3 (2) /Mueredta w os 0//(2) MXerodm w o.9
WaterElev StorageAcreFt StorageCY StorageCF Storage GALLON Area Acres Area S.F. _ 33 o on°romsloce F _ 33 o
811.0 0.00 0.0 0.0 0.0 0.21 9118.0 ❑ a a oa ❑ N f° rosl°Pe o.e o.e
789.0 0.00 0.0 0.0 0.0 0.20 88%.3 WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 761.0 0.04 56.8 1534.5 11478.7 0.04 1809.0 � 30 4)
U ❑ 08 () (3) ProlecUn9 o8
842.0 0.00 0.0 0.0 0.0 0.04 1798.3 812.0 0.21 346.8 9363.9 70047.0 0.23 9905.3 762.0 0.08 128.6 3471.9 25971.9 0.05 2223.1 ❑ 27 0 / ❑
790.0 0.21 338.4 9138.0 68357.2 0.22 9674.7 < 07 x o u5
791.0 0.44 705.9 19058.5 142567.6 0.24 10456.7 843.0 0.04 71.4 1928.8 14428.3 0.05 2221.9 813.0 0.45 722.9 19519.3 146014.8 0.25 10695.4 762.5 0.11 170.2 4596.6 34385.1 0.06 2436.2 i 24 °' o 6 x 0' °7
843.5 0.07 113.1 3053.4 22841.3 0.06 2436.5
6 0 7 26
SK43 / 5 paaee a°a s o.7
le(2)or(3)project N 5 To use scale(2)or(3)PMq
SK40 21/ 4 homm+ally to creels m.man o 6 21 4 M1orsPn�ally,o creels(1),men s
use siralgM1t inclined line mrougM1 0.6 esUaigM1tinelined Iin hI ugM1 0.6 U
3 nd°scales,or reverse as 0.6 3 D end°scales,or reverse es 0 fi • • J
IIIusUmed. 18 IIIusVa,ed.
K Water Elev lStorage AcreFt lStorageCY Storage CFIStorage GALLON lAreaAcres Area S.F. s W
WaterElev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F.
771.0 0.00 0.0 0.0 0.0 0.20 8898.9 7Ei4.0 0.00 0.0 0.0 0.0 0.03 1412.7 0.5
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 5 T. 05 5 s.s Os
05 05
772.0 0.21 338.5 9138.3 68358.9 0.22 9676.2 830.0 0.00 0.0 0.0 0.0 0.22 9571.8 765.0 0.04 56.8 1534.5 11479.2 0.04 1810.6 10
773.0 0.44 705.9 19058.8 142569.7 0.24 10460.4 831.0 0.23 363.8 9823.2 73482.9 0.24 10381.7 766.0 0.08 128.6 3472.0 25972.7 0.05 2224.0 L12 HEADWATER DEPTH FOR 12 HEADWATER DEPTH FOR
832.0 0.47 757.6 20456.5 153024.9 0.26 11192.2 C.M.PIPE CULVERTS C.M.PIPE CULVERTS ' N
SK58 WITH INLET CONTROL WITH INLET CONTROL N
O
FOR Q=7.020FW USE FOR Q=16.59 CIF USE
USE ' N
SK44 1_1OR INCH CMPS WITH 1.92'HWD 1-24 INCH CMP WITH 2.70'HWD '
OR EQUIVALENT.PROVIDE MIN.1.0 OR EQUIVALENT.PROVIDE MIN.1.0
WaterElev Storage AcreFt StorageCY StorageCF Storage GALLON Area Acres Area S.F. FT.COVER. FT.COVER. Q
WaterElev StorageAcreFt StorageCY StorageCF Storage GALLON Area Acres AreaS.F. 751.0 0.00 0.0 0.0 0.0 0.21 9121.3 Q
768.0 0.00 0.0 0.0 0.0 0.04 1810.9 752.0 0.21 346.8 9363.5 70043.5 0.23 9912.2
769.0 0.04 71.7 1935.0 14474.5 0.05 2214.2 753.0 0.45 722.9 19518.8 146010.9 0.25 10704.7
769.5 0.07 113.2 3055.7 22858.5 0.06 2422.7 C-28 Culvert Design TC-2 Culvert Design
SK59 SEE THE SEDCAD 4 FLOW CALCULATIONS
(FILE NAME:DA35,hru DA57 pI c nsVud 25 YR_REVISED.sc4)
I
Water Elev Storage AcreFt StorageCY StorageCF Storage GALLON Area Acres Area S.F. >
755.0 0.00 0.0 0.0 0.0 0.03 1147.3
756.0 0.03 46.9 1265.2 9464.1 0.04 1531.2 CHART 2 CHART 2
757.0 0.07 108.2 2921.2 21851.9 0.04 1941.8 10,000 '
10,°0o T Y
758.E 6.12 185.7 5013.3 37561.7 6.6E 2421.8 6°T 8.0� EXAMPLE t1) 16% 8.000 EXAMPLE
15fi I 6.000 D=38 incM1es(30feet) 8 68000 D=36IncM1es(3.0 feat) 6 M�
,44 5•0°° °=88 cis (Z) 144 4,000 °'fifi cfs (z) ' W
SK60 000 5 6 HW' HW 5 b (3)
132 U 3,00o D &,ti 5 (38 2 U 3.000 D lfee,l 5 B
W
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 20 g o0o m +.s s.a 5 0 a o0o zl z.; 63 d s
761.0 0.00 0.0 0.0 0.0 0.03 1519.6 108 (3) 22 8.8 3 4 K (3) 2.2 8.8 3 4
762.0 0.04 61.0 1647.4 12323.3 0.04 1943.7 96 F To. p m root ° U 1,000 D m ee
800 3
763.0 0.09 138.5 3739.5 27973.4 0.06 2422.5 x '00
Q=aD.aocps 84 1 600 a=zo.7,cps 2
763.5 0.11 184.0 4965.9 37154.8 0.0E 2673.4 N 500 soo
w soo 2 2 i 12 LL 40o z z
2 2
SK62 z z 300 3 +s z z zoo
3 zoo ? 60
80 2 u) 1.5 15 O w
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. g W /Ah1PLE w s F
780.0 0.00 0.0 0.0 0.0 0.21 9123.5 K rc too w i a° a
48 S e Q U _N
781.0 0.21 346.8 9363.8 70046.0 0.23 9909.7 U h 80 ❑ -60
62 ❑ 50 HW SCA E ENTRANCE Z ,0 0
42 �❑ HW ENTRANCE 1.0 ,p a D TYPE x
782.0 0.45 722.9 19519.2 146013.9 0.25 10702.8 ° ao p SCALE PE F n w ns Headgr IE W
W �yL �eatlwaF = 36 30 ❑
Q W Q ( �Xered b LS
.9
900 l00 ST-112 Q 33 (2) Mi,eretl,o W o9 O o bslope Q 0.6 0.8
,yI� ❑ 20 conform b sloPe Q 0.8 8 U p Pmlaming
ly C' 30 (3) PropdcU f] 0.6 K 7 10 Q
PROPOSED GRADE to WaterElev Storage StorageCY StorageCF Storage GALLON Area Acres AreaS.F. 27 0 `w o e °' 0.7
1% 1% Z 747.0 0.00 0.0 0.0 0.0 0.00 131.0 0 6 °7 6
�.•�� 24 o
°�° °490 n . . . . . . . 21 1- ala(2)°(3)pA-
J h 5 To use scale(2)or Q)P jem uaS Ily to scale(1),men o.b
a ht inclined line throw h 0.6
Q 749.0 0.01 15.3 413.0 3089.E 0.01 313.2 21 4 h,n7°malty m Seale(1),men os D and D maa,a ev�rs�ass os
estroightinelioedllneihrough os ,b inuroa+ad.
3 °r reverse as os 750.0 0.02 28.1 758.2 5672.1 0.01 422.2 D s and Osca1 1s ilwe,rome.
~ 751.0 0.03 45.1 1218.1 9112.4 0.01 548.7 2
800 ° Z 800 05 05 10 05
752.0 0.04 67.0 1809.8 13538.1 0.02 710.0 05 os
753.0 0.06 96.7 2612.2 19540.7 0.02 1007.4 0 0_5
0 753.5 0.07 115.8 3127.4 23394.7 0.03 1170.8 HEADWATER DEPTH FOR 12HEADWATER DEPTH FOR
EXISTING GRADE W 12 C.M.PIPE CULVERTS C.M.PIPE CULVERTS
o �
nrITH INLET CONTROL WITH INLET CONTROL
FOR O=30.60 CFS,USE FOR Q=20.71 CIS,USE
OR EQUIVALENT.
CMP WITH PROVIDE
MIN
1-30NCH CMPS WITH 2.53'HWD
OR COVER.
PROVIDE MIN.1.5 OR EQUIVALENT.PROVIDE MIN.1.25
FT.COVER. FT.COVER.
700 700
ME DETAIL(Min.Slope Section) TYP TOPSOIL PILE FLUME DETAIL(Max.Slope Section)
TYP TOPSOIL PILE FLU
0+00 1+00 2+00 3+00 4+00 rj+00 6+00 7+00 $+00 9+00 10+00 11+00 12+00 13+00 N.T.S. N.T.S. TYP CLEAN WATER DIVERSION DETAIL
(MIN.SLOPE SECTION)
N.T.S.
15.82 ft. 15.29 ft. ~Lid ~
0o�44BB Lid
f� ft� 1.00ft. Freeboard M M
1 T.66ft. Freeboard 1 TTAt. Freeboard 9.13 ft. o O
2 10.00 ft.� 2 T 2 10.00 ft.� I I 1 of Of
TOPSOIL STORAGE PILE CROSS SECTION G-G 2
rr r Channel Design (Non-Erodible) Channel Design (Non-Erodible) w w
SCALE: 1 = 100 � CLCL
Channel Type: Trapezoidal, Equal Side Slopes Channel Type: Trapezoidal, Equal Side Slopes Channel Design (Non-Erodible) O
Dimensions: Left Side Slope 2.00:1 Dimensions: Left Side Slope 2.00:1 •N w o
Right Side Slope 2.00:1 Right Side Slope 2.00:1 Channel Type: Triangular, Equal Side Slopes > rn V)
Base Dimension: 10.00 Base Dimension: 10.00 Dimensions: Left Side Slope 2.00:1 Ld Ld
Wetted Perimeter: 12.04 Wetted Perimeter: 11.44 Right Side Slope 2.00:1
Area of Wetted Cross Section: 4.98 Area of Wetted Cross Section: 3.42 Wetted Perimeter: 5.73 LLUE-RATE OF APPLICATION(toes aC1e): N
Area of Wetted Cross Section: 3.29 N
Channel Slope: 5.0000 Channel Slope: 50.0000 Ba:o Wphaom we m wilt Ott m be coalw ad b)•fw=ca=acmr.'kwom m yr¢of=:t W.:apply 1000-3.O7C bt am am a M �
Manning's n of Channel: 0.0410 Manning's n of Channel: 0.0720 Channel Slope: 0.5000 ca3rA- =Q toils sad 4.000.6.91X t==o mfi& iod ails Rib bY NMEQNC Zro-= O N
Discharge: 22.40 cfs Discharge: 22.40 cfs Manning's n of Channel: 0.0290 gad Sod==Central PWmmF sa>d Di i%1t®1-CbWw 6
Depth of Flow: 0.46 feet Depth of Flow: 0.32 feet O
Velocity: 4.50 fps Velocity: 6.53 fps Discharge: 8.22 cfs Z N
Depth of Flow: 1.28 feet
Channel Lining: CLASS 1 RIP RAP Channel Lining: CLASS 1 RIP RAP Velocity: 2.50 fps FERTILIZER-ANALI'SZS A�7 RATE OF A L'CAT Oti IFO 3d•S.acre):
Freeboord: 1.00 feet Freeboard: 1.00 feet
Channel Lining: Class B Rip Rap $a;iappifotim:aeYm.ors:o::»b4cmd.rmdbv�rocs^a-.shcrrvc.m:.�acf:e:sra�p.�ra10.10.10pdoStr:sha�
Freeboard: 1.00 feet a:';Y-:.000)a craw ar:ub:tsaa ar:r cilr itcalaac g aio tni r� Rae%of app�:aox*cetxtodadbvcr?SCi>s<Q?1C Etowo
900 PROPOSED GRADE 900 32dSiliCm2aP.==%2iDv >.mml 6 Z
N
I SEED - ME(S) AND RATE(S) OF APPLICATION I CLLWO YEAR-ROL-ND S_EDI.�G J J No o a)
O0 11% 1% S SCHED;IE(pOl1LdS acre}:[NOTE:Ltu:ude_errxe;] v\i t\n to r
U 0Y 0 4J�a o �0 WORST CASE TOPSOIL PILE DIVERSION DITCH WORST CASE TOPSOIL PILE DIVERSION DITCH $eed Types: Dates: $ee�a Rates: 0 0 � � Q L
TYP CLEAN WATER DIVERSION DETAIL Prntta�tpSatd 0
UW J Q DETAIL(MIN.SLOPE SECTION) DETAIL(MAX.SLOPE SECTION) (MAX.SLOPE SECTION) yC Slop Mat(><1Ci\.310j TScoucct 45lbsace O O
0 0 N.T.S. N.T.S. N.T.S. Z O
800 w= y1ala 800 ' .Ibh=fecStr�pal=.:marut v\•lut TSr 20Am=0 o o
o Z SQ/ 11.46 ft. 8.51 ft. 'aa�•SSW%T*-Mz=s�A==All•.Fsst�\L�+c•1SiJ F.6rcr� :S-Arss:l`. 601btaes Z Z Y W w OZ
1 /o- ° 7.53 ft. U U tS i
EXISTING GRADE ft. Freeboard 1 1.00ft. Freeboard .StaapS�o�withC1r= .
(� 1 1 1.13 ft. [ERA \•ISl•:J Lsgatl'rFobrsxy:`. "Slbsaca N Q w F- Q O W
T T .00ft. Freeboard w = Q U o
C)w I 2 2 1.81 ft. 2 1 88 ft. T Temporary Ceser Snd O O U O N o ti
0-U 2 �
av+acp�•3rt [�ttsr 1 s•AnFat 15 l01ba aa.
0 Q Channel Design (Non-Erodible) A=al-Fe tcr= Ampat 111�p 15 301b�ala.
Channel Design (Non-Erodible) Channel Design (Non-Erodible)
700 I- LU 7 0 0 Channel Type: Triangular, Equal Side Slopes � -,kp t.�'_-Jl l 1 n as"slop*tent Sa�PSadmoa and Co"Praa tweet of�C :�s:pc;a=cr-
Dimensions: Left Side Slope 2.00:1
Channel Type: Triangular, Equal Side Slopes Channel Type: Triangular, Equal Side Slopes �aodlr� ol�ittfoodaalcasfaasl�4t.Iltttadffisanb* Eri$TS
0+00 1+00 2+00 3+00 U 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 p Right Side Slope 2.00:1 P' Pt�-
Dimensions: Left Side Sloe 2.00:1 Dimensions: Left Side Slope 2.00:1
IY W Right Side Slope 2.00:1 Wetted Perimeter: 5.05 Right Side Slope 2.00:1
W (D Area of Wetted Cross Section: 2.55 Via:-• .�ac ix Sesp N-4 w- %Vat�L\-1111:t a sat=ccwol and b•Loroaem�l•t a pw==@w=udIc%�
Wetted Perimeter: 8.35 Wetted Perimeter: 3.95
Z Q Area of Wetted Cross Section: 6.9E Area of Wetted Cross Section: 1.5E fez a:19�cv.tc said pe=aka htbat m�`•bd s¢w hit scrod ens cm bit p_cSi od from S?Scrod:
Z lY Channel Slope: 20.0000
- O Channel Slope: 0.5000 Manning's n of Channel: 0.0480
Manning's n of Channel: 0.0290 Channel Slope: 6.6000 A
g Manning's n of Channel: 0.0390 "'+< <"'�• C Rt.r*L�1A-]S_1 it a stag�cpo at I3o za s:s sa:s a:d fac!Baer.zcxo poor
Discharge: 22.40 cfs g r *zed as s s cyo u:.�Lhsd Shen Is=sdrt %abet`j•,.m..•.,.,.-.�)sad str dao
Discharge: 22.40 cfs Depth of Flow: 1.13 feet tt� tw?t•�° pp pvt:
Depth of Flow: 1.87 feet Velocity: 8.80 fps Discharge: 8.22 cfs ;r wla.�•u u tpp).bo-e:wtu ra'sr�_=sp.cr.Iti�teed m=cm ba pttiud frmm EZ`rS' Z Q
TOPSOIL STORAGE PILE CROSS SECTION H-H' Velocity: 3.22 fps Depth of Flow: 0.88 feet Z _
Channel Lining: CLASS B RIP RAP Velocity: 5.27 fps � Z
Channel Lining: CLASS B RIP RAP Freeboard: 1.00 feet J
n r Freeboard: 1.00 feet Channel Lining: Class B Rip Rap y`� ;��„\r 1-_h Gc=Rti^f?!x-151•_•is a--*W tiapa ea Li»�;wi a:a ir_Via=r•9 a:a c,..e O Q
SCALE: 1 = 100 Freeboord: 1.00 feet
Sd PxTAP past((+...%..t.at 1PP�b06 of wtcu%vs ar _ (n
htt t.od caw be pz-.!"from
IRI,GH-T1�A?C RAT_OF APPL:LA71CN,pamdt,aao)A 0\MTFCD CF ANX1-r.R-1ti1G: Z_ 'Q1
�_=m r3w..e wt*x=rx;`Al b*A.'»O ros acm fb ins hen 3:skp.*&a=t mq=od O z slop*%3 1 oz F►w.tad J V Z
•••�-••••_::rograi Rato of�xat9cts r*camoodad bS•t'ao\C'JEQ:�E.-osim and So3tss«Cord Plmm�and Pot:Zm O
2 HORIZONTAL TO 1 VERTICAL OF FINAL SLOPES \lami-CbTw E L
FOR UNCONSOLIDATED MATERIAL r
OTHER VEGETATnE COVERS - TYPE IS) ANT, RATE (S)I OF APPLICATION z`CLLMING Q O J
SEED-NO SCHEDULE(p uc&acre-trees acre.spactne of trees sbi0s.etc): V
SAFETY BENCHES Z
1000 1000 �� � Dsmg sroe:aaeaoea a�y pe•_a>rs t�ea¢bo sSa*d:=ER\3T:ooad:•-•»_--�o:ae.^�oiol:ro:s:tee prsiY LU
11 m TYP. 11 m TYP: :'�a�
�PROPOSEDBACKFILL 12° °evere=n°n=dorr�efaestmmpLmappevsedby D > Z
TYP. 30m P. S:zar re �� Date 12-06-2 7 Z 7
f-8.74°/D �---1.40% 1.3E°/D � 3.3E%� ° prui\etas OAVID H.WEST J
900 koala 0.83/D 900 TWe rr .ESCAPE ARCHITECT:RLA NORTH CAROLINA 9'078 Q
11 TYP.
Z LU
W
z O Z T
O i
2>7
4 j O
Lu 30m TYP. G J
800 0 800 - - 11 m TYP. v/
W Q
ORIGINAL GROUND �s
a 0 w
IO
� ttllfttft+�
I hereby certify that this document was `y,,t� CAp ��,,��
prepared by me or under my direct personal 'L D .�
700 700 supervision and is correct to the best of my O ;•oF�ssrO ,•%
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 knowledge and belief and that I am a duly SEAL g�•:�
TYPICAL PIT CROSS SECTION licensed Professional Engineer under the a4ea2o Z SHEET NUMBER
laws of the Sta e f o h C rolina.
TYPICAL SOUTH PIT BACKFILL CROSS SECTION A-A' N.T.S. / �1 '`kGINe ...
41
Scale. 1 = 100 (Signature)
ure) f`�' �t�y�s�t" 02CO-008
Date: January

LMM-RATE OF APPUCATION;tons acre):
INSET Q INSET R INSETS �d'�na w�caAarm t' �w m of '� 2 ;� �ix Z
tom-w�ae�rood wtls and i.000.6.000 tom aaa m fao-xoc�od ailz Rba cE;pivaxa:xacr9o8sdbrt>>•�Q?JC Ptos-0as
and Sd�t Ca&d Ply=d Dr p N1=:W-Chtfcar 6 =
SK52 SK50 FERTILIZER-A-NALY'S.S AA'D RATE OF APPL:CAT70N(po;md>>c:e O J
SK55
WaterElev Storage Acrert Storage CY Storage CF Storage GALLON Area Acres Area S.F. Ba:o�phcahmaromso]stas27obicaodtrmdbr:t�sacaeCxs.2>�v�c.m gut::c::nz ::a1010-IO�adaiea3ate
WaterElev Storage Acre Ft StorageCY StorageCF Storage GALLON Area Acres AreaS.F. 855.0 0.00 0.0 0.0 0.0 0.20 8895.4
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. at�QC-:.CdO b aaa a snbt tma od simile io r=x eaio aa:ere Rxs cf .'x De we 4 bytla. �fCltsotioe
��• �Q•
865.0 0.00 0.0 0.0 0.0 0.11 4644.1 aai SG&=w Cmevz 7v ��- 6
809.0 0.00 0.0 0.0 0.0 0.21 9119.9 856.0 0.21 338.4 9138.1 68358.1 0.22 9676.3E aai 'hapac
866.5 0.17 176.5 7465.3 55844.5 0.13 5517.7
810.0 0.21 346.8 9364.0 70047.3 0.23 9907.E 857.0 0.44 705.9 19058.7 142568.9 0.24 10459.4 866.5 0.17 276.5 7465.3 55844.5 0.13 5517.7
811.0 0.45 722.9 19519.4 146015.4 0.25 10701.8 SEED - TIW(S) AIIZ KAI OF APPL3CATION Z4CL=:C, YEAR-ROUN-D SEMD G
SK56
SK53 SK51 SCHEDULE(*ond&-Km):(IC ?ude Ler=e,] Q
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. Seed T Seeding Dates: Seettiagg Rates:
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. 855.0 0.00 0.0 0.0 0.0 0.20 8897.3 Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. perarwot Seed
789.0 0.00 0.0 0.0 0.0 0.07 2976.4 856.0 0.21 338.4 9138.1 68358.0 0.22 9676.6 873.0 0.00 0.0 0.0 0.0 0.20 8898.1 NC Soap Slope M=PLN.%h-3101 Ttisav�r =' b:ace
LU
790.0 0.07 116.3 3139.5 23485.1 0.08 3511.0 857.0 0.44 705.9 19058.7 142569.3 0.24 10459.8 \=*1`11J Y for Strip Nita:ifs=[MI2'Zt,•1:1) Tb:2U1b ct:t ::Ib:ace
791.0 0.16 252.6 6819.3 51012.2 0.09 4058.4 874.0 0.21 338.4 9138.1 68357.7 0.22 9673.5
SK54 M+ae•Sleep S opa\3 m:h.1ZML31 A,Mess s(WUM•:51 J Fobrur.% :'•.lr ::' b:sea
815.0 0.44 705.9 19058.7 142568.8 0.24 10458.4
SK57 Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. -,W.*Ssap SLcpo\3 xtb Grata Rye[ERv'1S1.1S :1 kugit l i-Fobraaq:' Ibs aeo
WaterElev Storage Acre Ft'Storage CY Storage CF'Storage GALLON Area Acres Area S.F. 823.0 0.00 0.0 0.0 0.0 0.20 8899.9 TestyxarrCoaerS"4
771.0 0.00 0.0 0.0 0.0 0.19 8283.4 824.0 0.21 338.4 9137.9 68356.3 0.22 9678.6 Btraatop=.1'oc Ferns^•:`.--AZF t::: 10 Ibt aGr
772.0 0.20 318.9 8611.2 64416.5 0.21 9349.2 825.0 0.44 705.9 19058.5 142567.5 0.24 10460.8 4-1-N-0 F= .4-4=1 1'-Foh-jjn-1 30 bs=0
773.0 0.42 677.6 18296.0 136863.3 0.24 10424.0
` SM M=;�`1Q is a asap slope asc for tba Abcb0oa ad PU=:accm dtiC 2lzs po:mua-
SK61 ftma&-=pm-At food and cam Sa=%I&a.T1:s wed as can be Farc:z:ed'r-gym M'ST Sam Lu
Water Elev Storage AcreFt Storage CY Storage CF Storage GALLON Area Acres Area S.F. \rat.FJibaar ix See%-1-m Ns r-EXIM-I I II•.a.rca cm It ro1 and ws alrm ax V%a pa-= masd,v
763.0 0.00 0.0 0.0 0.0 0.03 1519.1 for c r w raj Pc_wxir bxb= m drr_-bad tiro: Tlat sad=am be p=rbaeod free MN S I Sand: G
764.0 0.04 61.0 1647.5 12324.4 0.04 1942.5 ' N
CV
765.0 0.09 138.5 3739.7 27974.9 0.06 2422.4 M-.1a Smw Slem 1r•= C:. Rve 13Mit-1911 is a ism rope sa The aac•.n cut sad fat qxo&-•tc:Wvo pot N
765.5 0.11 184.0 4967.1 37156.5 0.06 2673.2 loch t+poaA•fmmd as tamp slope.a t3a oasaao thmad Staom-7oc3dm to aefoalt sad ppr-r dgo Pot: '
!f a9w.n n1 s i spp),bad a=itch ato'slmom specter.lhx sad ma cam bo p¢chayd 4_r=EY toed: i
Q
«\ i ck na G-1t�^f£�4�f�•161•�n a cup sbpo os Uw t:wai ms anidt=an n-a u a cr.e
Crop Belub.. .-jai i and PXT40 pat(t ku,,i •uss spp Wt of east h
llas sad=caa to psr-la.ad from EL`:57 S."
IRI.CH-n7-E ACID ILAM OF APPL'C krCN goods azo)A.IC N TFIV OF AI .,"R',1C:: • >
.A;T:acoa t»m cf:rbwtc:as•:r•:aD be j 0,X ms=a Ct Ims dam 3 i s:cpr:.tack a xc regmnd Oa Jopm 3 1 a Faer.tam
,�'.�*^e::rogsod Rao of apFvcatxa sscamaodad to t6a\CDEQ tiC Esosim and 5dzsme C4 d P..amnit and Doug ' T
ti::ru:'Chs4ec 6 E2
U
a)OTHER VEGETATIIE COVERS - TYPE (S) AND RATE MOF APPUCATIO\ DMUDII`G '
SEFDIG SCF n---l2o,uds acre_trees acre.spacing of trees.situ .etc):
D=sar roI a r .-e pcZ:=s=%ca;bo=:i a Isom ER` :So&&• '- r die rac%==Ddcd taco fx Sir price
:sod xu
r erereranon=d or reforestanoc F L=app.oved by:
Stti om llr !1u 12-0&21
pr=*-Me DAVID H.WEST
Title SR.LANDSCAPE ARCHITECT.RLA NORTH CAROLINA 42076
Ar•II HDR-INC.
Culverts for Screening Berms
TC-4 Culvert Design TC-3 Culvert Design C-20 thru C-23 C-26 Berm#6 Diversion Discharge to SK51 C-27 Berm#6 Diversion Discharge to SK51
SEE THE SEDCAD 4 FLOW CALCULATIONS
Flow Based On Worst Case G20 flow for Berm#7
(FILE NAMES:OA69 thn,DA108 pwconatruct_25 YR.scd
DAi 091hr0 DA118 precon.t..25 YR.s )
CHART2 CHART2 CHART2 CHART2 CHART2
o,000 Igo 1n,000 m,000 Igo 10,00o Igo 1q0%
8,000 EXAMPLE (,) 8,000 EXAMPLE (,) gg 8.000 EXAMPLE gg 8,000 EXAMPLE 8'000 EXAMPLE
;s6T T ,�T T 63T
5,000 D=3fi lncnea(3.0 feel) 6 2 5,000 D=3fi lncnea(3.5 feat) 6 2 1% 8.000 1% 6000 156 6,000
D=66cis I) D=66 cis I) D=381neM1ea(3.0 kM) 8 D=36 inches(3.0 feet) fi D=361nMes(30feetl fi
44 � 5 6 44 5 6 5.000 0=88 cfa (2) 5,000 °=gg cfa t) 5,000 °=gg cfa (2)
4,505 4,005 2
132 W 3,50D HDW' HW (3) HDW' HW (3)
(1HSVlt) 6 132 W 3,005 1. 4,000 5 6 OW -
(feel) 6 HW' HW 13l 4a00
120 B. 2,005 I1) 1.8 60 5 182 U 3.000 ' HW' HW 5 6 t3/ °
12) 2.1 6.3 120 d 2,005 12) 2.1 8.3 5 W D (feat) 5 8 132 U 8'000 D (feel) 5 6 132 U 8' HD lee) 5 5 136
4 F F
12(1 J 2,000 (1) 1.8 5.4 5 1. LL (1) 1S 5.6 12(1 LL 2,000 (1) 1.8 5.4 5 1
tOB (3) 2.2 0.8 3 4 158 13) 2.2 0.8 3 4 4 0. (2) 2.1 8.3 ° 1% (21 2.1 6.3 1% l21 2.1 - ° W
96 H 1,000 •Dinfeel g B6 F 1,non 'Dlnfxl g Q (3) 2.2 6.6 4 Q (3) Z.Z 6.6 3 Q (3) Z.Z 6.6 3 6
j 050 j 050 3 % f 1,000 'D in feat 3 % F 1,000 'D In feel ° % F 1.OW 'D In feet 3 71
g1 gp0 °=29.74 CFS N g1 gp0 °=68.11 CFS j 800 3 800 3 800 3 0
500 500 B6 f Boa Q-2157 CFS B6 N BUB Q-1.82 CF5 B6 N 65p °-4.94 CFS U
W 400 W 400 2 W 400 2 3 500 2 800 2 D'
Z 72 Z 300 3 1.5 2 2 72BE
Z 300 = 1.5 T 72 u _ 2 2 S LL 6W 2 2 2 LL 4W 2 2
250 z - 250 Z O 300 ❑ 15 Z U 3W ❑ 15 Z U 3W ❑ 15 0
65 a plf 0 65 a plf w 1.5 3 1 = 255 = 72 = 2� _ = 72
EXAMPLE
5 PLE 5 PLE 5
,DD ,D o a s o a 1.5 o a 1S w
°g $ / a 4a $ _ _ _ _ a s4 w U, s4 w s4 W O d
u go H ❑ co �_ fie Hw z ae = ,00 ae EE ,00 < ae = ,00 < .� 0
LLO 42 ❑ gg O $9oe, ENT EECE _ 10 t0 to ❑ 50 D SCALE ENT PEECE BE
_ 10 t0 ] O 8 0 J N 0 J N ❑ Cn
W40 0 - % _ g 0
F / (1) Heatlwall Q 1 W 40 (1) Heatlwall 4 10 U N fi0 1 U 2 CALE
IJ �g W.
38 30 °2 ❑ 50 HW SCALE ENTRANCE 1.0 1.0 U 1
33 / 20 I2) wlydormd to W 0.9 3 ❑ O D NPE d .LB O d2 ❑ 50 HVJ SCALE ENTRANCE 10 HW SI) H ENTRANCE Z
p fo slope p.g _ 3 (2) Mitered to W B. W 40 (1) HaeQa.X• 1.0 W � D (1) HeadwalE LL 09 10 � 4 ❑ D 1 TYPE LL 1
08 20 wnform fo slope g.g 09 36 30 D, % 30 p % 30 ❑ W
Q �❑ Q K 2 10'O.B2'-O.BT HWO 15'O.B2'-1.38 HWO N
30 (3) elect 9 3 30 13) elect 9 3 (2) MXered to 0.9 Q 33 () MXered to Q 33 I21 MXered to 0 N
U ❑ U ❑ B. � 20 20 c.Prf to atop. 20 conform to elo F �
corrform to slaPe H o 8 0.6 O Q 0.0 O g O p�Q O B 0.g \
❑ 27 10 W 0 e K 27 Q
0 0 2 0.7 g,7 Q❑ S 0.7 g,7 2 (3) Prolectin9 9�9 OB U 30 (3) Pmledin9 /� OB U � I3j Pmlec� O OB � O
z d o.7 z d ❑ 7 67 ° 27 10 a n 10 a p \
F 2 s y 2 0.7 a z 10 x 0.7 0.7 0 6 i o.7 0.7 0 6 i o.7
le(2)or(3)Projeol To ore scale(2)or(3)Project ❑ 8 4
21 4 horlmMellYb�cale(11.then 08 21 horlmMell 1lo scale(11.inen gg Q g 0.7 Q 2 6 / 0.7 z 2d g� 0.7
a Rlgnl InGined llw M,gh O6 -Ig InGined line through O6 F Q
sand D scales,or reverse as g g es,or reverse as p g N 5 tale(2)or(3)profecl N 8 To u acele(2)ar(31 project N 5 To use scale(2)w(3)project
18 illuaVeled. a illuaVatetl. 21 4 tallyb scale(1),Uen 08 21 no tatty to awls l,I.Men gg 21 / d nomm�talry to awls l,l.B,en 06 Z
M1orzo�igM1t inclinedn-h-gn O.fi 4 �ae straight inclined line through o8 / use straight inclined line through o6
3 uses ig IlDluabated.wlas,or reverse ea 1g 1lDlunred�wlas,or reverse as
D end Dscelas,ar reverse ea Og Ofi oB
18 ,Ilusvated.
15 0.5 OS 5 0.5 OS 2
10 o.5 10 0.5
15 0.5 US 5 / 0.5 0.5 15 0.5 0.5
2 HEADWATER DEPTH FOR 12 HEADWATER DEPTH FOR t o os 0 o.s
C.M.PIPE CULVERTS C.M.PIPE CULVERTS
WITH INLET CONTROL WITH INLET CONTROL L12
PD6tI�H�ADg�4N,� HEADWATER DEPTH FOR HEADWATER DEPTH FOR HEADWATER DEPTH FOR N Z
FOR Q=z9.74cFS,usE FOR Q=66.11cFs,usE C.M.PIPE CULVERTS C.M.PIPE CULVERTS C.M.PIPE CULVERTS
1-301NCH CMP WITH 3.45'HWD 1-421NCH CMPS WITH 4.62'HWD U U N
OR EQUIVALENT.PROVIDE MIN.1.25 OR EQUIVALENT.PROVIDE MIN.1.75 g5HEa5 of P„fiLl�ao4�,AN,9 WITH INLET CONTROL 6l,REAI,of PD6D�6oAD6,AN�� WITH INLET CONTROL =r. =r�I_��.o_„>",� WITH INLET CONTROL J O O _
FT.COVER. FT.COVER. 3 FOR Q=21.57 CFS.USE 5 FOR 0=1.62 CFS,USE FOR Q=4.94 CFB,U8E W L1J (V = O ill
e 1301NCH CMP WITH 2.55'HWD 1-12INCH CMP WITH 0.92'HWD 1-181NCH CMP WITH 1.38'HWD \ \ \ (n N
OR EQUIVALENT.PROVIDE MIN.1.25 OR EQUIVALENT.PROVIDE MIN.1.0 OR EQUIVALENT.PROVIDE MIN.1.0 (n (n
Fr.COVER. FT.COVER. FT.COVER.
O O : Q a_ 'O
O
W L U O
Z Z LLI w Z
O O LL] J
(p Q LL F-- Q O LLL
w nf = Q O nf J
0 o O o v 12 L,
V
1000 1000 Z
0 3.51%-� - PROPOSED BACKFILL
68/0
Q Q
10.03%y Z
J V �
900 92°/° 900
� Sow z
z --
LU
----------------- SOD
W ------------------ U J 0
----- V
W
1� 2 - Z
800 p°I 800 D
ORIGINAL GROUND
W
J O W
2
700 700 Z Z
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 0 J
O
TYPICAL EAST PIT BACKFILL CROSS SECTION B-B' 0 (n W
Scale: 1" = 100' W Q o
0- 0
tr;l)stiff!
I hereby certify that this document was `y1�, VlyRh•,t�r
prepared by me or under my direct personal •
supervision and is correct to the best of my ��� .�Fe55r0+ �+
knowledge and belief and that I am a duly ' SEAL
licensed Professional Engineer under the = = 048820 SHEET NUMBER
laws of the St a e of o h arolina.
IN
(Signature) rr`'rr $ S ,` 02CO-009
Date; January 15,2024 +�iY+s i i t s►l��

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EMERGENCY SPILLWAY DETAIL
1 I CONCENTRATE PLANT/CONVERSION PLANT LEVEL CONTROL SECTION
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II ♦ - F Right Side Slope 2.00:1 Depth of Flow: 0.62 feet
X _ POROUS BAFFLES (TYP.) 816.00
Base Dimension: 57.00 Velocity: 1.92 fps PRINCIPALS ILLWAY(815.8 )
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811.00 N/A N/A 0.4169 0.4335 1.00 0.4275 0.8217 2.00
■ T 812.00 N/A N/A 0.4501
0 813.00 N/A N/A 0.4840 0.4671 1.00 0.4609 1.2826 3.00
/ 50% CLEAN OUT EL. 813.24 0.4882 0.24 0.1189 1.4015 3.24 2 FT X 1 FT ANCHOR 813.24 N/A N/A 0.4925
850 850 814.00 N/A N/A 0.5188 0.5367 1.00 0.5302 2.3080 5.00 z z z z
II NORMAL POOL EL. 815.88 TRENCH 0.5014 0.76 0.3763 1.7778 4.00
I r / Q25 HWD EL. 816.88 815.00 N/A N/A 0.5545 w w w w
ISKIMMER 815.88 N/A N/A 0.5866 0.5706 0.88 0.5021 2.8101 5.88 M
N SEDIMENT BASIN LINER CREST 819.50 0.5727 0.12 0.0641 2.8742 6.00 0 0 0 0
DELINEATED OUTLET 0.6097 1.00 0.6030 3.4772 7.00 W W W
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SCALE: 1" = 50' CREST 819.50 t� - Riser Length: 72.00 in CUTOFF TRENCH DETAIL CONTENT
14 FT ACCESS Riser Width: 72.00 in
800 BOTTOM EL. 810.00 CREST EL. 819.50 800 Orifice Coefficient: 0.50 N.T.S.
0+00 0+50 1+00 1+50 2+00 2+50 Weir Coefficient: 3.33
Culvert Length: 63.00 ft
2 FT X 1 FT ANCHOR Cross Section B-B' Culvert Diameter: 36.00 in
TRENCH Culvert Invert In: 811.00 ft
Scale: 1" = 50'
Culvert Invert Out:: 810.35 ft z o
Skimmer Design -Sediment Basin SB-10 Culvert Friction Coefficient: 0.02 0 0
RISER BUOYANCY CALCULATION _
Desired Skimmer Drawdown Time 3 days Culvert Entrance Loss Coefficient: 0.90 Y a N cn a o
J Z :2 \ (n
Desired Skimmer Drawdown Rate 20,109 cf/day Demonstrate adequate stability by showing the downward force is a minimum of 1.25 w a :200 a T
Skimmer Size 4 in times the upward force. d U)
z
Head on Orifice 0.333 ft Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z z o o
Calculated Orifice Diameter 2.242 in 2 FT X 1 FT ANCHOR TRENCH
U U LJ J 7 Z
Actual Orifice Diameter(1/4 inch increments) 2.75 in RISER DETAILS 14 ft. 72" Square Concrete Riser o o o N a
Actual Skimmer Drawdown Time 3.15 days TRASH RACK Height= Say 6'
SKIMMER 1'FREEBOARD EL. 819.50 Weight= 15,220 lb
Required Volume 31,770 cf 1100❑❑❑00❑❑❑❑❑❑❑❑0110❑❑❑❑0 + EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.817.88 Where:
NORMAL POOL EL. 815.88 o❑❑❑❑aa❑❑❑❑ao❑❑❑❑a 1'FREEBOARD MIN.
7 1-1I __F_ 2 2 Riser Weight = 15,220 lb
EXISTING GRADE i E i 1 F 1 Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete
WATER ENTRY UNIT I CONCRETE I Q
WITH TRASH SCREEN GENERAL NOTES: 50% CLEANOUT EL. 813.24 I RISER I . . 3 _ V
1 PIPE.
ROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE 5 88' \ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft - 3,675 lb J
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN �\ \ \ \ \ \ \ \ \ \ \ \� \ \ \ \\ J
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 4'X 4'X V CLASS B STONE I _____ _ I \ \ \\ \\ \\ \ \\\ \ \ \ \ \ \ \ \
------- \ \ \ � � � � � � �� Structure Weight = 15,220 lb + 3,675 lb = 18,895 lb O
000000000 CONDITIONS 3. EMBANKMENT JMUSTNBEA CHANGE.COMPACTED TO DESIGN SPECIFICATIONS. 1' d• e 36' DIA BARREL CMP O
� � a
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION I____ _-4_a___a__I \ \ \ \ \ \� \ \\�\\ \ \ \ Buoyancy = Displacement Volume Of Riser x 62.4 Ib/ft3
LU
ORIFICE OPENING INSIDE THE INSTALLED. 0
ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE ° °° ° ° d _
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. °
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT BOTTOM OF POND EL. 810.00 d a d ° °O ° •' . Buoyancy = 216 ft'x 62.4 lb/ft3 = 13,478.4 lb O LU
MANNER. ° d °
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT ° d• ° • d • ° O L�L
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. STABILIZED OUTLET Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) r Z LL
SCHEDULE 40 PVC PIPE (ARTHEN EMBANKMENT SEDIMENT BASIN ANTI-FLOTATION BASE IF APPLICABLE) CUT OFF TRENCH
(BARREL OR ARM) MAXIMUM HEIGHT OF FLOAT WHEN NO LINER SYSTEM ELEVATION VIEW 18,895 lb > 13,478.4 lb x 1.25 [ ' O
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST N.T.S. 18,895 Ib > 16,848 Ib Z Q a
LEXIBLE HOSE (MAJOR STORM EVENT) ANTI-FLOTATION RISER FILL
FLOAT (IF APPLICABLE) NOTES D m Q
INVERT OF LOWEST STORM 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive ~
-III-11 GRATE WATER DISCHARGE OPENING PIPE VENT 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) strength of 4,000 psi. = Z Z Q
NCI±INN (MINOR STORM EVENT)
=11 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with
TOP VIEW I I LU
LOAT , d °
_ . . _ .. FLEXIBLE HOSE MUST BE ° d ° concrete shall be painted with a black bituminous enamel paint. J O
SECURELY FASTENED TO ° ° g d e ' 1 W
�VC VENT PIPE l ; STORM WATER ; THE WATER QUALITY e ° 3. Riser to be constructed according to the Riser Details. �/ 0 \\
l DISCHARGE DISCHARGE OPENING ° ° ' ° , • d 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at Z W /
OPENING
d concrete riser and pipe boot for culvert. O O Cl) Z
OUTLET PIPE - r ° • °
° A. 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system
d • • (emergency spillway, slope pipe/culvert outlets, etc.). 0 J
LEXIBLE HOSE 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be
L = 1.4 X DEPTH \� \\ g 9Y LU Q 0-
TO THE OVERFLOW reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. /-A
MINIMUM LENGTH APPLIES 6'-0" T-T 1�
10
WATER ENTRY UNIT SCHEDULE 40 PVC PIPE °
--------I- BARREL OR---� (BAR ARM)- ti11111il1j
at
- - - - - - - - - - - - -I I _ _ __ ° ° °• prepabed by me mehor uhnde is document
direct personal 4'��
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - - ° d , BARREL CMP supervision and is correct to the best of m ,L1 •Q��S.�rQ'•• 'y�r
(NO SCALE) MINIMIZE CHANCE OF ° ° ° p Y 49`•QQ. '�y�•:
SKIMMER BECOMING STUCK d d ° • • • • r-
DRAWN BY T. R. EVANS 10/10 knowledge and belief and that I am a duly _ SEAL -
d ° d • ° • • licensed Professional Engineer under the = = 048820 =
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W FARCLOTH I SON INC. ° ° ° d : = �= SHEET NUMBER
WWW.FAIRCLOTHSKIMMER.COM A.
°° ° d
TELEPHONE: [phone] . •• • ° IaW$ O the toe O h Carolina. :7A• � •; .`_
STRUCTURE FAX: [phone] ''r�kcrra� '((\�C;
EMAIL: WARRENOFAIRCLOTHSKIMMER.COM (Signature) ff�/ Yj/
PLAN VIEW
N.T.S. Date: January 15,2024 �'��r1i�r>I■��' 02C0-D005

Stage Storage Curve
CP t� /o EMERGENCY SPILLWAY DETAIL s6-17 �=w �
EMERGENCY SPILLWAY DETAIL �
O LEVEL CONTROL SECTION CHUTE SECTION 854.00 TOPP O OF(8 Z =
F STRUCTURE
N.T.S.
x o J
� b
X
EMERGENC SPILLWAY(852.30)
I /
852.00
26.81 ft. 19.98 ft. `
�♦ x I 1y �.7
OOft. Freeboard
�� .NAD-83 CREST OF POND 2T
NC-S CS ♦ EL. 854.00 �`� I 20.00 ft. 2 15.00 ft. 2 T
♦`♦ \ LU
850.00 PRINCIPAL SPILLWAY(850.30) -
♦♦♦ / x
�♦ 0%CLEAN OUT EL. 848.39 Channel Design Non-Erodible Channel Design Non-Erodible
\ / \ ♦♦♦ CLEAN OUT LEVEL(848.39) ► J
/ Channel Type: Trapezoidal, Equal Side Slopes Channel Type: Trapezoidal, Equal Side Slopes 848.00 uJ
OUTLET PROTECTION ♦♦ Dimensions: Left Side Slope 2.00:1 Dimensions: Left Side Slope 2.00:1
`♦♦ I \ \ Right Side Slope 2.00:1 Right Side Slope 2.00:1
NORMAL POOL EL. 850.30 Base Dimension: 20.00 Base Dimension: 15.00 p
\ Wetted Perimeter: 23.14 Wetted Perimeter: 16.09 '
o SKIMMER�� \ Area of Wetted Cross Section: 15.01 Area of Wetted Cross Section: 3.78
846.00
EMERGENCY SPILLWAY �,`'' \ Channel Slope: 0.1000 Channel Slope: 6.1200 0.00 0.40 0.80 1.20 1.60 2.00
a
LEVEL CONTROL SECTION EL. = 852.30 wN \ A' Manning's n of Channel: 0.0175 Manning's n of Channel: 0.0175 •
Accumulative Storage (Acre-Ft)
1%. Discharge: 30.22 cfs Discharge: 30.22 cfs
/ BOTTOM OF POND EL. 846.00 Depth of Flow: 0.70 feet Depth of Flow: 0.24 feet Q
I PRINCIPLE SPILLWAY 72" SQUARE / $6-6- Velocity: 2.01 fps Velocity: 8.00 fps Storage volume computations >
CONCRETE RISER W/TRASH RACK -
/ Channel Lining: Grouted Rock Rip Rap Channel Lining: Grouted Rock Rip Rap aD
AND 304 FT OF 30 IN. CMP / / se-17
I / POROUS BAFFLES (TYP.) � Freeboard: 1.00 feet Freeboard: 1.00 feet ' m
/ ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
/
/ SLOPE DRAIN CUTOFF TRENCH (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
8 �
/ R (ac) (ac-ft) (ft)
DITCH DA-86
20 / / \ F ' EXISTING GROUND (ABUTMENTS) 846.00 N/A N/A 0.1480
0.1579 1.00 0.1541 0.1541 1.00
848.00
/ O ♦` \ \ �� 2 847. N/A N/A 0.1879 00 N/A N/A 0.1678 0.1778 1.00 0.1741 0.3282 2.00
� R \ FILL MATERIAL
c� ♦ \ \
/ i '�r ♦♦ - F ' 848.39 N/A N/A 0.1960 0.1920 0.39 0.0753 0.4034 2.39
MAXIMUM IF NOT CUT TO BEDROCK 0.1983 0.61 0.1190 0.5225 3.00
/ / ♦ 849.00 N/A N/A 0.2086
�O F 0.2193 1.00 0.2152 0.7377 4.00 Z Z Z Z
/ (O ♦♦ \ 850.00 N/A N/A 0.2300
/ ♦ \ F/ 0.2333 0.30 0.0700 0.8077 4.30 w w w w F
850.30 N/A N/A 0.2366 0 0 0 0
♦♦ (G 1/ 0.2410 0.70 0.1669 0.9746 5.00 M x x x♦ 851.00 N/A N/A 0.2521
`♦ \ \ (G 1 852.00 N/A N/A 0.2748 0.2634 1.00 0.2592 1.2337 6.00 w w w w
CLEAN WATER DIVERSION F E 0.2783 0.30 0.0835 1.3172 6.30 0 0 0 0
/ ♦♦ \ 852.30 N/A N/A 0.2818
/ ♦ 853.00 N/A N/A 0.2983 0.2865 0.70 0.1987 1.5159 7.00 o a a a a
/ ♦ ♦ \ 2' 854.00 N/A N/A 0.3187 0.3085 1.00 0.3062 1.8221 8.00
L .N
/ _� �� `♦ F SUITABLE EARTHEN MATERIAL
/ / /�� ♦ \ COMPACTED TO 95% OF STANDARD W W W W
OCTRHIN
AX. DRY DENSITY
PLAN VIEW : SEDIMENT BASIN NO. 17
♦♦ WITO2%nOPT MUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
SCALE: 1" = 50' N.T.S. SEDIMENT BASIN NO. 17 PRINCIPLE SPILLWAY Z N M
Outflow
950 950 Total Discharge: 48.58 cfs
Water Surface Elevation: 851.30 ft
900 50% CLEAN OUT EL. 848.39 900 Tailwater Elevation: 0.00 ft
Detention Base Elevation: 0.00 ft
Q25 HWD EL. 851.30 NORMAL POOL EL. 850.30
EXISTING GROUND Outlet#1: SEDIMENT BASIN 17, Drop Pipe
900 50% CLEAN OUT EL. 848.39 900 Riser Top Elev: 850.30 ft
Riser Length: 72.00 in
OUTLET PROTECTION Q25 HWD EL. 851.30 Riser Width: 72.00 in
NORMAL POOL EL. 850.30 850 CREST 85 850 20 ft. Orifice Coefficient: 0.50
EXISTING GROUND SKIMMER ?� 21 Weir Coefficient: 3.33
BOTTOM EL. - 846.0 Culvert Length: 304.00 ft
ST 854.0 Culvert Diameter: 30.00 in
85 _ 850 Culvert Invert In: 847.00 ft
Culvert Invert Out: 843.95 ft
PRINCIPAL SPILLWAY 800 800
BOTTOM EL. 846.0 Culvert Friction Coefficient: 0.02
�
72" SQUARE CONCRETE RISER Culvert Entrance Loss Coefficient: 0.90
W/ TRASH RACK AND 304 FT OF 30 IN CMP CLASS B STONE 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
Soo 800 Cross Section B-B'
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 Scale: 1" = 50' o
Z
Cross Section A-A
o 0O i=
1 J m
U
Scale: 1" = 50' J Z � to
W Q 0p Q
RISER DETAILS 14 ft. Z
0
TRASH RACK EL. 854.00 RISER BUOYANCY CALCULATION LIJ z z o ili w z
SKIMMER V FREEBOARD N Q w Q o LIJ
Demonstrate adequate stability by showing the downward force is a minimum of 1.25 w of = Q 0 of -j
Skimmer Design - Sediment Basin SB-17 o❑❑❑❑ao❑❑❑❑oo❑❑❑❑a + EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.852.30 times the upward force. " `� L`
Desired Skimmer Drawdown Time 3 days NORMAL POOL EL. 850.30 o❑❑❑❑ao❑❑❑❑oo❑❑❑❑a 1'FREEBOARD MIN.
= i i � Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
Desired Skimmer Drawdown Rate 9,774 cf/day 2 2EXISTING GRADE
Skimmer Size 3 in 1 1 72" Square Concrete Riser
Head on Orifice 0.25 ft 50% CLEANOUT EL. 848.39 i Height = Say 4'
i Weight= 11,320 Ib
Calculated Orifice Diameter 1.680 in 72 SQUARE
Actual Orifice Diameter 1 4 inch increments 2.25 in 4'X 4'X V CLASS B STONE CONCRETE Where:
( / ) i RISER i 30" DIA BARREL CMP
Actual Skimmer Drawdown Time 3.08 days 1' 4.30' i Q
V
I_______________i s \�\\\\ \\\\ \\ \\\\ \ Riser Weight = 11,320 Ib Z Z J
'^ Q
Required Volume 18,036 cf BOTTOM OF POND EL. 846.00-/ ° ° ° ° d•O O
d ° ° Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete (/n N �
° a ° • 44
d° • Gt Ii r LU
d •WATER ENTRY UNIT STABILIZED OUTLET Weight of Concrete Anti-Flotation Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3= 3,675 Ib Z Q Q
WITH TRASH SCREEN GENERAL NOTES: ANTI-FLOTATION BASE (IF APPLICABLE) CUT OFF TRENCH V
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE ELEVATION VIEW O = Z W
PIPE. Structure Weight= 11,320 Ib + 3,675 Ib = 14,995 Ib J
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD N.T.S. 0 � �
CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. Buoyancy= Displacement Volume of Riser x 62.4 lb/ft3 Z
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
ORIFICE OPENING INSIDE THE INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
ONST NTAL TUBE WITH A DISCHARGE END OF THE PIPE. Buoyancy = 144 ft'x 62.4 lb/ft3 = 8,985.6 Ib V Z a
CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT 7211 SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) C
MANNER. C �
7. EIGHT SIZES IOF NSTRUCTIONS ON WEB SITE FOR EACH SIZE.SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT ■y�
SHEET, AND IN Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) r •• ina
SCHEDULE 40 PVC PIPE ° d ° `�`
(BARREL OR ARM) ARTHEN EMBANKMENT ° ° d • ° Q ° ° ° r � Z
MAXIMUM HEIGHT OF FLOAT WHEN NO ° a • G ° ° 14,995 Ib > 8,985.6 Ib x 1.25 = Z Z Q
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE ° ° d
OPENINGS EXIST a ° ° 14,995 Ib > 11,232 Ib �_ = W
LEXIBLE HOSE (MAJOR STORM EVENT) •
FLOAT • NOTES J O W
° d°
INVERT OF LOWEST STORM PVC VENT d ° 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive \
-�- GRATE WATER DISCHARGE OPENING PIPE °° \\ \\ \ Z W /
Hznl*EH (MINOR STORM EVENT) \ \ \ strength of 4,000 psi. O Z
TOP VIEW -II II LOAT ° 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with Z
FLEXIBLE HOSE MUST BE 6'_0" 7'_0" g ID ID p ID O
SECURELY FASTENED TO concrete shall be painted with a black bituminous enamel paint. Q
VC VENT PIPE STORM WATER THE WATER QUALITY a �/�/ DISCHARGE DISCHARGE OPENING •
OPENING \ \\ \ \ \�\ 3. Riser to be constructed according to the Riser Details. 0 V/ J
r
d° °° • 4. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be _ Q
OUTLET PIPE - - - •° , BARREL CMP reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. a 0
d •
-------;• LEXIBLE HOSE
H L = 1.4 X DEPTH e ° ° • ° • • °
�- TO MN11 UMOLE LENGTH APPLIES ° • d . d • ° • ° • ' I hereby certify that this document was � CAI/ /��',
WATER ENTRY UNIT I -- ° ° •° ° •° . d a prepared by me or under my direct personal ti!/''r,
,I U: I :' (BARREL OR ARM)
PIPE °° • ° supervision and is correct to the best of m ! 'es sr
- - - - - - - - - - - - -I knowledge and belief and that I am a duly _ Q SEAL { =�
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - _ = = PLAN VIEW licensed Professional Engineer under the [>* SHEET NUMBER
MINIMIZE CHANCE OF 0482
(NO SCALE) SKIMMER BECOMING STUCK N.T.S. laws of the St t of orth arolina. 4r
DRAWN BY T.R.EVANS 10/10 r�• A.ryjRjc�S' "±
FAIRCLOTH SKIMMER°DISCHARGE SYSTEM WITH OUTLET d W.FARCLOTH I SON INC. Iyti ••;�,� ,
WWFAX:R(9 9)732-1266 Date: January 15,2024 f f r'i'1`{{t � 02CO-DO06
STRUCTURE TELEPHONE: [phone] (Signature)
FAX: [phone] ! �
EMAIL: WARRENOFAIRCLOTHSKIMMER.COM

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900 /t Stage Storage Curve
/`` `� EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 8
FLUME / LEVEL CONTROL SECTION 880.00
(880.00)
STRUCTURE
880 F / DITCH NO. 22 N.T.S. ` X:A - 879.00
�
880 / ACCESS ROAD
� 56.1896 EMER ENCY PILLW (878.45) 0 J
� _ s7s.00
WASTE ROCK PILE /F / /te 5555 fftt� C
ACCESS ROAD SLOPE DRAIN i /to 1� 17 / 1 1 0 nbt. Freeboard 877.00Ile `
SEDIMENT BASIN LINER 2 2
P INCIP SPILL AY(87 .45) Q
SYSTEM LIMIT 50.00 ft. 876.00
['
/ PC
SKIMMER ` � _40 * w
PRINCIPLE SPILLWAY 72" SQUARE ' Channel Design (Non-Erodible) Wetted Perimeter: 52.45 Discharge: 49.39 cfs 875.00
Area of Wetted Cross Section: 27.97 Depth of Flow: 0.55 feet
CONCRETE RISER W/TRASH RACK i p
BOTTOM OF POND AND 46 FT OF 36 IN. CMP Channel Type: Trapezoidal, Equal Side Slopes Velocity: 1.77 fps 874.00
EL.87C.00 i �� j' r� Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000
am
Right Side Slope 2.00:1 Manning's In of Channel: 0.0175 Channel Lining: Grouted Rock Rip Rap XEAN GUT LEV EL(873. 4)
Base Dimension: 50.00 Freeboard: 1.00 feet 873.00
POROUS BAFFLES (TYP. �-1 yes �� ' U
y I ` 872.00
y E MERGENCY SPILLWAY D ETA I L Channel Design (Non-Erodible)
ggo.00 .�..=:r �
ST-105 s71.00
y � _ cREST •.•�•r•::���•.f ��, CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes N
� Dimensions: Left Side Slope 2.00:1 �I.�.r.�.�.r. . � N.T.S.
SLOPE DRAIN }��Cv :r::r:f Right Side Slope 2.00:1 870.00 4 ,
ACCESS ROAD OUTLET PROTECTION/ Base Dimension: 20.00 0.00 0.40 0.80 1.20 1.60 2.00 2.40 2.80 3.20 3.60 4.00 4.40 00)
�•r• rr• I / Q
24.5884 Wetted Perimeter: 20.66 •
•-•- � A / SEDIMENT BASIN NO. 8 PRINCIPLE SPILLWAY Accumulative Storage (Acre-Ft)
/ Area of Wetted Cross Section: 2.99
50%CLEAN OUT EL. 873.64 �/ - X J .1 /
(� X-�' / Channel Slope: 50.0000 Outflow
Storage volume computations � .. Q
-�aL'S(�- a-� T,c -�---� MINE PERMIT BOUNDARY Manning's n of Channel: 0.0175 Total Discharge: 73.29 cfs
_-- J Water Surface Elevation: 877.45 ft _0
NORMAL-POOL EL. 876.45 1 L_X_X L / /; 1 1 0 1.U�tft. Freeboard SEDIMENT BASIN NO.8
�. X y n - __------ VEGETATED EXIT CHANNEL Discharge: 49.36 cfs Tailwater Elevation: 0.00 ft
�.'S(x-X x ____----- / 2 2 7_ Depth of Flow: 0.15 feet Detention Base Elevation: 0.00 ft
20.00 ft.- - Velocity: 16.53 fps ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE pp
J EMERGENCY SPILLWAY Outlet#1: Sediment Basin 8 Principle Spillway, Drop Pipe
(ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
Channel Lining: Grouted Rock Rip Rap (ac) (ac-ft) (ft)
EMERGENCY SPILLWAY
CHUTE SECTION / Freeboard: 1.00 feet ft Riser Top Elev: 876.45
LEVEL CONTROL SECTION EL. 878.45 Riser Length: 72.00 in
649
Riser Width: 72.00 In 87 871.00.00 N/A N/A 0.2923 N/A N/A 0.223 0.2786 1.00 0.2735 0.2735 1.00
Channel Design (Non-Erodible) Orifice Coefficient: 0.50 872.00 N/A N/A 0.3196 0.3060 1.00 0.3010 0.5745 2.00
PLAN VIEW : SEDIMENT BASIN NO. 8 VEGETATED EXIT CHANNEL DETAIL Weir Coefficient: 3.33 873.00 N/A N/A 0.3476 0.3336 1.00 0.3285 0.9030 3.00
Channel Type: Trapezoidal, Equal Side Slope Culvert Length: 46.00 ft 873.64 N/A N/A 0.3658 0.3567 0.64 0.2273 1.1303 3.64
SCALE: 1" - 50' N.T.S. Dimensions: Left Side Slope 2.00:1 Culvert Diameter: 36.00 In 874.00 N/A N/A 0.3762 0.3619 0.36 0.1294 1.2597 4.00 F F F F
Right Side Slope 2.00:1 Culvert Invert In: 874.12 ft 0.3908 1.00 0.3855 1.6452 5.00 w w w w
Base Dimension: 20.00 875.00 N/A N/A 0.4054
Culvert Invert Out: 873.66 876.00 N/A N/A 0.4355 0.4205 1.00 0.4150 2.0602 6.00
ft 0 0 0 0
Culvert Friction Coefficient: 0.02 876.45 N/A N/A 0.4494 0.4424 0.45 0.1991 2.2593 6.45
26.3152 Wetted Perimeter: 22.59 0.4509 0.55 0.2462 2.5055 7.00 M M M M
Culvert Entrance Loss Coefficient: 0.90 877.00 N/A N/A 0.4663 W W W W
Area of Wetted Cross Section: 12.25 0 0 0 0
�.558g t 0.4820 1.00 0.4763 2.9818 8.00
1 1.0 ft. Freeboard 878.00 N/A N/A 0.4977 w w w w
0.5043 0.45 0.2269 3.2087 8.45 c a a a a
Channel Slope: 1.0000 878.45 N/A N/A 0.5109 0
2 I _I 2 Manning's n of Channel: 0.0245 880.00 N/A N/A 0.5563 0.5270 1.55 0.8215 4.0302 10.00 ; N N N N
I- 20.00 ft. w w w >
Discharge: 49.38 cfs
Depth of Flow: 0.58 feet N N � N
Velocity: 4.03 fps
0 N
L Channel Lining: Vegetated
cu 50% CLEAN OUT EL. 873.64 SKIMMER Freeboard: 1.00 feet Z 5 N M
CUTOFF TRENCH
Q25 HWD EL. 878.45 NORMAL POOL EL. 876.45 m
900 I 25 ft. I 900 50% CLEAN OUT EL. 873.64 EXISTING GROUND (ABUTMENTS)
EXISTING GROUND I I NORMAL POOL EL. 876.45
�I 141 CREST 880.0 FILL MATERIAL
900 Q25 HWD EL. 878.45 900 2' MAXIMUM IF NOT CUT TO BEDROCK
1 0 1% 14 FT ACCESS
BOT O EL. 870.0 CREST EL. 850.00 - - -
850 OUTLET PROTECTION 850 14 ft. 1
CLASS B STONE -1 1
2 FT X 1 FT ANCHOR 2 FT X 1 FT ANCHOR BOTTOM EL. 870.0
TRENCH SEDIMENT BASIN TRENCH 850 850
' L
LINER SYSTEM 2
800 800 EXISTING GROUND 2 FT X 1 FT ANCHOR
2 FT X 1 FT ANCHOR SUITABLE EARTHEN MATERIAL
0+00 0+50 1+00 1+50 2+00 2+50 TRENCH SEDIMENT BASIN TRENCH COMPACTED TO 95% OF STANDARD
LINER SYSTEM PROCTOR MAX. DRY DENSITY
- , PRINCIPLE SPILLWAY WITHIN ±2% OPTIMUM MOISTURE
Cross Section A-A 72" SQUARE CONCRETE RISER 800 800 CONTENT
Scale. 1 - 50 W/TRASH RACK AND 46' FT OF 36 CMP 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 CUTOFF TRENCH DETAIL
N.T.S.
Cross Section B-B'
Scale: 1" = 50'
CV °0
Z
p 3: I
N O I= m
Skimmer Design - Sediment Basin SB-8 J Z � � Ln J o
RISER BUOYANCY CALCULATION Y Q N a 0)w Q
Desired Skimmer Drawdown Time 3 days Q '•
Demonstrate adequate stability by showing the downward force is a minimum of 1.25 0
Desired Skimmer Drawdown Rate 20,109 cf/day times the upward force. o o
2 FT X 1 FT ANCHOR TRENCH w w v 0
Skimmer Size 4 in
RISER DETAILS 14 ft. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) � Q w � Q 0 w
Head on Orifice 0.333 ft TRASH RACK w � = Q " � J
EL. 880.00 0 0 0 `" a w
Calculated Orifice Diameter 2.242 in SKIMMER + 72" Square Concrete Riser
1'FREEBOARD Height=Approximately 7'
Actual Orifice Diameter (1/4 inch increments) 2.25 in DODD 00000110 EMERGENCY SPILLWAY DEPTH
Actual Skimmer Drawdown Time 3.04 days 0110 000 MERGENCY SPILLWAY EL.878.45 Weight= 17,170 lb
❑❑❑❑00❑❑❑❑� FREEBOARD MIN.NORMAL POOL EL. 876.45 ID 00000000000000 1'
I I
2 2 Where:
EXISTING GRADE-,.,. i i
1 Riser Weight= 17,170 lb
1
Required Volume 20,520 CfI CONCRETE I
50% CLEANOUT EL. 873.64 RISER
I 6.45' I �\ \ \\ \ \\ \ \\ \\\ \\ \\ \\ \\ \ \\ \\ \\ \\ \\ \\ \ \\ \\\\ \\ \ \ \ \ \ \ Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete Z Z J
WATER ENTRY UNIT I I \ \ \ \\
WITH TRASH SCREEN GENERAL NOTES: 4'X 4'X 1' CLASS B STONE I ______________ I
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE , 36" DIA BARREL CMP \ \ \ \ \ \ \ \\ \\ \ \\\\\\\ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 lb/ft3 = 3,675 Ib J
PIPE. 1' ' • ° I .� O
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN I n " ° ♦�
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD I---- - --------I \\ \\ \\\\\ \\�\\\\\\\\\\ \ Structure Wei ht = 17,170 Ib + 3,675 Ib = 20,845 Ib ''^^ LL
V+ �/ r
CONDITIONS WARRANT A CHANGE. ° \ \\ \ \ \ \\\ ��\ \�\\\\� \�\ �\ \\ g Q I.L 00 LU
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. Z. ° d Q
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION BOTTOM OF POND EL. 870.00 d ♦ ° °O °♦ ° Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3
INSTALLED. d ♦ -
ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE ° ° d
ONST NTAL TUBE WITH A ° d° ° ° d ° J Z J
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. a a - T
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT STABILIZED OUTLET Buoyancy= 252 ft x 62.4 lb/ft' = 15,724.8 lb
O = _
MANNER. CUT OFF TRENCH
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT SEDIMENT BASIN ANTI-FLOTATION BASE (IF APPLICABLE) I` Z IL
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. LINER SYSTEM ELEVATION VIEW Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) F
SCHEDULE 40 PVC PIPE
(BARREL OR ARM) ARTHEN EMBANKMENT ANTI-FLOTATION RISER FILL N.T.S.
MAXIMUM HEIGHT OF FLOAT WHEN NO 20,845 Ib > 15,724.8 Ib x 1.25 Z
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE (IF APPLICABLE) m
OPENINGS EXIST
LEXIBLE HOSE (MAJOR STORM EVENT) 20,845 Ib > 19,656 Ib
NOTES D � 0
FLOAT 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) _ Z Z
1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive � Q
INVERT OF LOWEST STORM PVC VENT ♦ d ° Z I.LI
' strength of 4,000 psi. Z C
III-I GRATE WATER DISCHARGE OPENING PIPE • ° d ♦ G
(MINOR STORM EVENT) ° a 4 ° 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with J O -
FLEXIBLE HOSE MUST BE
TOP VIEW II LOAT ♦ ° e ♦ d concrete shall be painted with a black bituminous enamel paint. 0 W
U \
i SECURELY FASTENED TO c ° 3. Riser to be constructed according to the Riser Details. Z W -
/VC VENT PIPE STORM WATER THE WATER QUALITY
DISCHARGE DISCHARGE OPENING ° ° 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at O Z (n Z
- OPENING °d♦ concrete riser and pipe boot for culvert. Q
OUTLET PIPE r__ - ♦° d \\\ \\� 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system 2 Q
' (emergency spillway, slope pipe/culvert outlets, etc.). 0 V) J
° 6-0" T-0" 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology W a
' I LEXIBLE HOSE g gY and will be �
H L = 1.4 X DEPTH - reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. a 0
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
WATER ENTRY UNIT ; SCHEDULE 40 PVC PIPE ° '< °
I hereby ■ti, l�lil +
(BARREL OR ARM) d ° BARREL CMP `�ti�■■ I�
certify that this document was
- - - - - - - - - - - - prepared by me or under my direct personal {�'L r D ,
I _ ♦ . , ♦ ° supervision and is correct to the best of my O :'o ,�,•.,
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - - ♦ d
(NO SCALE) MINIMIZE CHANCE of ° ♦° d ♦ knowledge and belief and that I am a duly _ SEAL
SKIMMER BECOMING STUCK ° °♦ A
d
°
licensed Professional Engineer under the
DRAWN BY T. R. EVANS 10 10 048820 : �� SHEET NUMBER
laws of the Sta of o h Carolina. 4�
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FIRCLO H I SON INC. w1 •, cr y �., .,
STRUCTURE TELEPHONE:O 732 3266 4 (Signature) ff �YY „`• �` �``
FAX: (919) �32-1z-6 PLAN VIEW
EMAIL: WARREN®FAIRCLOTHSKIMMER.COM
N.T.S.
Date: January 15,2024 ��►►r�iislr>I■�■■■ 02C0-E005

EMERGENCY SPILLWAY EMERGENCY SPILLWAY DETAIL
CHUTE SECTION C Channel Design (Non-Erodible) Stage Storage Curve
0 LEVEL CONTROL SECTION SEDIMENT BASIN NO. 9
CENTRLI CUTOTRENCH �� � I co c Dimensions:Co N.T.S. Channel Type. Trapezoidal, Equal Side Slopes _
o Left Side Slope 2.00:1 860.00
Right Side Slope 2.00:1 (60.0)STRUCTURE
EMERGENC SPILLWAY A�x Base Dimension: 20.00 J
LEVEL CONTROL SECTIOI kEL. = 858.07 OUTLET PROTECTION 27.7276
Wetted Perimeter: 24.17
Area of Wetted Cross Section: 20.37 EMERGENCY SPI LWAY(858.07)
1.00ft. Freeboard 85s.00 0.93 ft. Channel Slope: 0.1000
Manning's In of Channel: 0.0175 Q
20.00 ft.
I Discharge: 48.83 cfs
NAD-8Z - Depth of Flow: 0.93 feet J 856.00
NC-SPJtS/ / / p PRI CIPAL SPILLWAY(856.07) w
Velocity: 2.40 fps
/ k Channel Lining: Grouted Rock Rip Rap
;B Freeboard: 1.00 feet
/ A- ♦ ` \ / / W 854.00
' NORMAL POOL ETTA��856.07 SKIMMER PRINCIPLE SPILLWAY 72 SQUARE
CONCRETE RISER W/TRASH RACK CLEAN O T LEVEL(853.4 ) ► CO
I
k / °� / AND 63 FT OF 30IN. CMP EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible) v
50i°CLEAN OUT L. 853.41 I CHUTE SECTION
Channel Type: Trapezoidal, Equal Side Slopes 852.00
/ B TT / N.T.S. Dimensions: Left Side Slope 2.00:1
ID/ OF PO N
� k / / \ Right Side Slope 2.00:1 � o
N
POROUS BAFF L.850.00� S (TYP.) 1 Base Dimension: 10.00 '
B Wetted Perimeter: 11.95 CM
15.74 ft. 850.00 Z)
o / o°0 0.44 ft. Area of Wetted Cross Section: 4.74 0.00 0.70 1.40 2.10 2.80 3.50 4.20 • a
/ 1 1 1.00ft. Freeboard
71 � 7_ Channel Slope: 18.0000
2 2 Manning's n of Channel: 0.0330 Accumulative Storage (Acre-Ft)
o
10.00 ft.� Q
Discharge: 48.83 cfs _
70
LOPE DRAIN Depth of Flow: 0.44 feet Storage volume computations
• 00 / _\ �° Velocity: 10.31 fps
W (� °° SEDIMENT BASIN NO.9
8 Channel Lining: Grouted Rock Rip-Rap ' 00
Freeboard: 1.00 feet ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
SLOPE DRAIN 0L° (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
r (ac) (ac-ft) (ft)
orO�v 0 50% CLEAN OUT EL. 853.41
900 900
SEDIMENT BASIN LINER 850.00 N/A N/A 0.2370
AC / Q25 HWD EL. 857.07 NORMAL POOL EL. 856.07 851.00 N/A N/A o.2600 0.2485 1.00 0.2442 0.2442 1.00
SYSTEM LIMIT 2 FT X 1 FT ANCHOR 0.2719 1.00 0.2676 0.5118 2.00
2 FT X 1 FT ANCHOR 852.00 N/A N/A 0.2838
TRENCH SKIMMER 0.2964 1.00 0.2917 0.8035 3.0o n n n nTRENCH 853.00 N/A N/A 0.3090
853.41 N/A N/A 0.3197 0.3144 0.41 0.1275 0.9310 3.41
14 ft. 2 M
0.3222 0.59 0.1899 1.1208 4.00 M M M M
/ ♦ CREST 860.0 _ _ 854.00 N/A N/A 0.3354 0 0 0 0
850 21 2 850 855.00 N/A N/A 0.3626 0.3490 1.00 0.3440 1.4649 5.00 J J J J
'/� 0.3766 1.00 0.3714 1.8363 6.00
���o�� 6,19/0 856.07 N/A N/A 0.3925 0.3915 0.07 0.0274 1.8637 6.07 0 0 0 0
° BOTTOM EL. 850.0 856.07 N/A N/A 0.3925 � � � �
0.4048 0.93 0.3721 2.2358 7.00 w w w w
�II�C �► / T SEDIMENT BASIN 858.00 N/A N/A 0.4484 rn N N N N
OUTLET PROTECTION CLASS B STONE 57 0.4338 1.00 0.4284 2.6642 s.00 ° 0 0 0 o
/ LINER SYSTEM 858.07 N/A N/A 0.450307 0315 57 ar s s s ->
0.4761 14494 0.93 0.9153 3.6110 10 00 � UJ UJ UJ Ld
/ \ 800 800 860.00 N/A N/A 0.5037 N N \ N
WASTE ROCK PILE �► N \ cq
M
ACCESS OAD / 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
r Section A-A' CUTOFF TRENCH o N N
PRINCIPLE SPILLWAY C OSS Sect O �
/T -�7"4 g2o 72" SQUARE CONCRETE RISER
SLOPE DRAIN / W/TRASH RACK AND 63 FT OF 30" CMP Scale. 1 = 50 EXISTING GROUND (ABUTMENTS) z
/ T 92o SEDIMENT BASIN NO. 9 PRINCIPLE SPILLWAY
000,�/ Outflow FILL MATERIAL
T + T Total Discharge: 78.72 cfs 2' MAXIMUM IF NOT CUT TO BEDROCK
50% CLEAN OUT EL. 853.41 I � / NORMAL POOL EL. 856.07 Water Surface Elevation: 857.07 ft IL
900 14 FT ACCESS 900 Tailwater Elevation: 0.00 ft - - - - -
>� T T Detention Base Elevation: 0.00 ft 1 L
I 90o Q25 HWD EL. 857.07 CREST EL. 860.00 1
Outlet#1: Sediment Basin 9 Principle Spillway, Drop Pipe
T Riser Top Elev: 856.08 ft
Riser Length: 72.00 in 2'
f 71 ACCESS ROAD ,r aao 850 ?'� - - - 850 Riser Width: 72.00 in SUITABLE EARTHEN MATERIAL
BOTTOM EL. 850.0 Orifice Coefficient: 0.50 COMPACTED TO 95% OF STANDARD
2 FT X 1 FT ANCHOR 2 FT X 1 FT ANCHOR Weir Coefficient: 3.33
PLAN VIEW : SEDIMENT BASIN NO. 9 SEDIMENT BASIN 63 ft PROCTOR MAX. DRY DENSITY
TRENCH TRENCH Culvert Length: .00 WITHIN ±2% OPTIMUM MOISTURE
LINER SYSTEM Culvert Diameter: 30.00 in CUTOFF TRENCH DETAIL CONTENT
SCALE: 1" = 50' Culvert Invert In: 850.00 ft
800 800 Culvert Invert Out: 846.00 ft N.T.S.
0+00 0+50 1+00 1+50 2+00 2+50 Culvert Friction Coefficient: 0.02
Culvert Entrance Loss Coefficient: 0.90
Cross Section B-B'
Scale: 1" = 50'
z d'
o rn
Skimmer Design - Sediment Basin SB-9 RISER BUOYANCY CALCULATION a co
Skimmer Drawdown Time 3 days 2 FT X 1 FT ANCHOR TRENCH c� Y Q N rn
Desired Skimmer Drawdown Rate 20,109 cf da q y y g J z \ N
/ y RISER DETAILS 14 ft. Demonstrate adequate stability b showing the downward force is a minimum of 1.25 w a � oo a �
Skimmer Size 4 in TRASH RACK + times the upward force. o
EL. 860.00
Head on Orifice 0.333 ft SKIMMER o o
1'FREEBOARD Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) z z Y Lv w o
Li
Calculated Orifice Diameter 2.242 in 01111 00011110 EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.858.07 N Q w Q O Ld
a❑❑❑❑oo❑❑❑❑aa❑❑❑❑o 72" Square Concrete Riser LIJo o M o N a
Actual Orifice Diameter(1/4 inch increments) 2.25 in NORMAL POOL EL. 856.07 a❑❑❑❑oo❑❑❑❑aa❑❑❑❑o V FREEBOARD MIN.
Actual Skimmer Drawdown Time 3.17 days = I I 2 2 Height Approximately 6'
I 1 1 Weight= 15,220 Ib
I
Required Volume 21,366 cf EXISTING GRADE I CONCRETE I Where:
50% CLEANOUT EL. 853.41 1 RISER i �\ \ \ \\ \• • \\ \ \\ \\\ \\ \\ \\ \\ \ \\ \\ \ \ \ \ \ \ \ \ \ \ Riser Weight= 15,220 Ib
- -- 6-07-----
4' X 4'X 1' CLASS B STONE �- - -� 30 DIA BARREL CMP \
a° • \ \ \ \ \ \ Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete
WATER ENTRY UNIT \ \\ \�� \\\ \\ \� \� \ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft3= 3,675 Ib Z Z J
WITH TRASH SCREEN GENERAL NOTES: ° d
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE d A. •a • •� Z
PIPE. BOTTOM OF POND EL. 850.00 d e Q
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN • , da ° n ' a Structure Weight = 15,220 Ib + 3,675 Ib = 18,895 Ib O r
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD ° e • d ° C
CONDITIONS WARRANT A CHANGE. STABILIZED OUTLET
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. SEDIMENT BASIN Buoyancy Displacement Volume of Riser x 62.4 lb/ft' LU
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION ANTI-FLOTATION BASE (IF APPLICABLE) CUT OFF TRENCH y y - p
ORIFICE OPENING INSIDE THE INSTALLED. LINER SYSTEM ELEVATION VIEW
ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. N.T.S. Buoyancy = 216 ft'X 62.4 lb/ft' = 13,478.4 Ib J O I.I.I
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT ANTI-FLOTATION RISER FILL O = Z J
MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT (IF APPLICABLE) Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z LL
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. A/ Fn O
SCHEDULE 40 PVC PIPE Lf�
(BARREL OR ARM) ARTHEN EMBANKMENT MAXIMUM HEIGHT OF FLOAT WHEN NO 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) 18,895 Ib > 13,478.4 Ib x 1.25 V 0WA
18,895 Ib > 16,848 Ib Z li
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE ' � M
OPENINGS EXIST d W
LEXIBLE HOSE (MAJOR STORM EVENT)
° d ' NOTES � 0
� 9 • J •
FLOAT ° . B ` °
• ,A ° : 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive = LLJ
Z Z
_ INVERT OF LOWEST STORM PVC VENT ° strength of 4,000 psi. Z
GRATE WATER DISCHARGE OPENING PIPE
HMI_+I-H II (MINOR STORM EVENT) d 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with J
TOP VIEW III "_I!j111Ij1I_1I9TVUT!T= FLEXIBLE HOSE MUST BE LOAT d \ ° ° \ concrete shall be painted with a black bituminous enamel paint. Q W
°
' SECURELY FASTENED TO \ \ 3. Riser to be constructed according to the Riser Details.
�VC VENT PIPE I STORM WATER THE WATER QUALITY a Z '
I DISCHARGE DISCHARGE OPENING ° 6'-0" 7'-0" 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at Z '^
OPENING concrete riser and pipe boot for culvert. O 0 V+ Z
OUTLET PIPE _ \� �s 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system Q
i d a •• . (emergency spillway, slope pipe/culvert outlets, etc.). Q J
LEXIBLE HOSE • ° ° 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be W Q a
- H L = 1.4 X DEPTH d BARREL CMP reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. f^
i
- TO THE OVERFLOW ° < ° V
MINIMUM LENGTH APPLIES d 4 ° °
° °
Ia d ° a
WATER ENTRY UNIT ( °
': j SCHEDULE 40 PVC PIPE A.
A. d ` d i{1lriir
' - (BAR ARM) e A. I hereby certify that this document was y�,+
prepared by me or under my direct personal " < L\ ,0�,,
supervision and is correct to the best of my Q ;•o �ssrp; ,-?r
END VIEW SIDE VIEW MAINTAIN DEPRESSION TQ - _ = PLAN VIEW .' 9
MINIMIZE CHANCE OF knowledge and belief and that I am a dui Q =�
(NO SCALE) SKIMMER BECOMING STUCK g y - = SEAL =
N.T.S. - - -
DRAWN BY T. R. EVANS 10/10 licensed Professional Engineer under the - - 048820 �.� SHEET NUMBER
® J. W. FAIRCLOTH & SON INC. laws of the Sta a of h arolina. •� -
FAIRCLOTH SKIMMER DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM 7A',`4` iN���`.��.:
STRUCTURE TELEPHONE: [phone] i
FAX: [phone]
EMAIL: WARREN®FAIRCLOTHSKIMMER.COM (Signature) ►i�► /{7 W�' fit,`
Date: January 15,2024 �'►rrii,100,L' 02CO-EO06

PLAN VIEW
0 100 200 300
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0128 Sq. Fe = 02C0-F001
1.38 Acres / /

11
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02C0-F002
// �/ DA- a

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0 100 Zoo 300
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02CO-F003

PLAN VIEW / / - — -SK27—
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SHEET NUMBER
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05
. 9 Acres 02C0-G001

AERIAL VIEW � - / ��y�� � -—_—� �\ \\ \ � I � � \\'� ,�, ,
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SHEET NUMBER
/OB-
02CO-GO02

PLAN VIEW \
Zoo 3000 100
MAIN HAUL ROAD
\ —�
SCALE 1"=100' %
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SHEET NUMBER
02CO-GO03

PLAN VIEW
0 100 Zoo 300
\ ip
SCALE 1 =100
STREAM CROSSING NO. 1
TO REMAIN FOR ACCESS
—
/
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� � � � . ���� . \ ��� � �\� � � � � TOPSOIL AND VEGETATED. � �� � � �. � � � �. � � � � � _ � �. \ I�. � I�,I � � � 1 \ \\\\� A \ \ — I 1 \ � � / / � -- , � � W
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SHEET NUMBER
�p � .v � .v � .v � v� w w .v � �/ .v � .v � .v � � � .v .v � � .v � w \ �' / � � I I �� ���
02CO-GO04

EMERGENCY SPILLWAY �-�-��� �✓
LEVEL CONTROL SECTION EL. =812.28 ��+ / f` � Q
i�
.0 EMERGENCY SPILLWAY DETAIL
00�.��� EMERGENCY SPILLWAY DETAIL
�i l LEVEL CONTROL SECTION
EMERGENCY SPILLWAY CHUTE SECTION =
CHUTE SECTION 00 00 i 00.0-0 / N.T.S. N.T.S. H
i i 00 i ®• _ f 94.88 ft 1.00ft. Freeboard 1 38.80 ft. 1 0.20 ft-L O J
��� � � � � � 2 z 34.00 ft.
OUTLET PROTECTION �� ����i �� " / 88.00 ft. 0 72 ft 1.00ft. Freeboard
Channel Design (Non-Erodible)
��'i% � _ �j� Channel Design (Non-Erodible)
♦ 0 A� O Channel Type: Trapezoidal, Equal Side Slopes
PRINCIPLE SPILLWAY � -�* � _1� + Channel Type: Trapezoidal, Equal Side Slopes Dimensions: Left Side Slope 2.00:1
NAD-83 � ► Dimensions: Left Side Slope 2.00:1 Right Side Slope 2.00:1
72" SQ. RISER W/TRASH RACK i __
NC-SPCS AND 106 FT OF 48 IN. CMP �( � / Right Side Slope 2.00:1 Base Dimension: 34.00 W
a
i - �X� �
X �� Base Dimension: 88.00
X / Wetted Perimeter: 34.88
i � �� Wetted Perimeter: 91.22
Area of Wetted Cross Section: 6.79
Area of Wetted Cross Section: 64.33
Channel Slope: 50.0000
i� Channel Slope:0.1000 Manning's n of Channel:0.0175
Manning's In of Channel:0.0175
�.
� Discharge: 136.89 cfs p
�
� ��i` / Discharge: 136.89 cfs Depth of Flow: 0.20 feet U
� �'� - ��� A / Depth of Flow: 0.72 feet Velocity: 20.17 fps
.0 ��� Velocity: 2.13 fps Channel
Channel Lining: Grouted Rock Rip Rap Freeboard:ini Grouted Rock Rip Rap
1.00 feet N
G
' � � Freeboard: 1.00 feet N
l000 17
U)
00
CUTOFF TRENCH '
00, SKIMMER EXISTING GROUND (ABUTMENTS) '
Stage Storage Curve TOP OF STRUCTURE
FILL MATERIAL 814.00 SB 1 (814.00) d
a)
$�3�5 ACCESS R AD 2' MINIMUM IF NOT CUT TO BEDROCK a
Z3
� O , TOP OF BERM SEDIMENT BASIN -
Q Vol �- i - - - 812.00 2.28) in
� _ LINER SYSTEM /Ile 1
\� \ LIMIT
POROUS BAFFLES YP.) / / 1 810.00
L0
��� / Ile le 2' o sos.00
'ooS B NORMAL POOL EL. 810.18 /
/ IC SUITABLE EARTHEN MATERIAL 50%C EANOU LEVEL( 07.17)
/ COMPACTED TO 95% OF STANDARD w 806.00
50%CLEAN OUT EL. 807.17 i / PROCTOR MAX. DRY DENSITY W W W W
° SEDIMENT BASIN NO. 1 PRINCIPLE SPILLWAY
WITHIN ±2/o OPTIMUM MOISTURE o 0 0 0o 0 0 0
OUTLET PROTECTION CUTOFF TRENCH DETAIL 8040° J J J
/ / CONTENT
� Outflow w w w w
N.T.S. Total Discharge: 159.64 cfs
F , / 802.00 0 a a a a
� T � � / Water Surface Elevation: 812.28 ft 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 0
SLOPE DRAIN :N W W W W
Tailwater Elevation: 0.00 ft
Detention Base Elevation: 0.00 ft Accumulative Storage(Acre-Ft) 0 5 5 5 5
PLAN VIEW : SEDIMENT BASIN NO. 1
Outlet#1: Sediment Basin 1 Principle Spillway, Drop Pipe Storage volume computations N o 1
SCALE: 1" = 50' Riser Top Elev: 810.18 ft g SB-1 p o N N
Riser Length: 72.00 in
Riser Width: 72.00 In ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE Z
N M �
Orifice Coefficient: 0.50 (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
2 FT X 1 FT ANCHOR TRENCH Weir Coefficient: 3.33 (ac) (ac-ft) (ft)
850 NORMAL POOL EL. 810.18 850 850 850 Culvert Length: 106.00 ft - - - - - - - - - - - - - - - -
Culvert Diameter: 48.00 in 803.50 N/A N/A 0.7808
Q25 HWD EL. 812.28 NORMAL POOL EL. 810.18 0.8368 2.00 1.6530 1.6530 2.00
SKIMMER 805.50 N/A N/A 0.8928
EXISTING GROUND Culvert Invert In: 803.50 ft 0.9400 1.67 1.5653 3.2183 3.67
50% CLEAN OUT EL. 807.17 50% CLEAN OUT EL. 807.17 Culvert Invert Out: 802.00 ft 807.17 N/A N/A 0.9871 0.9495 0.33 0.3122 3.5304 4.00
Q25 HWD EL. 812.28 EXISTING GROUND 807.50 N/A N/A 1.0061
14 ft. I L Culvert Friction Coefficient: 0.02 1.0641 2.00 2.1063 5.6368 6.00
14 ft. 809.50 N/A N/A 1.1220
14 ft.
_ _ _ _ _ _ _ _ _ _ _ _ -- CREST EL. 814.0 - - - - - Culvert Entrance Loss Coefficient: 0.90 810.18 N/A N/A 1.1622 1.1421 0.68 0.7766 6.4134 6.68
800 19% 1 7 \ 800 800 800 811.50 N/A N/A 1.2403 1.1812 1.32 1.5634 7.9768 8.00
BOTTOM EL. 803.5 3.0% BOTTOM EL. 803.5 812.28 N/A N/A 1.2877 1.2640 0.78 0.9859 8.9627 8.78
2 FT X 1 FT OUTLET PROTECTION 2 FT X 1 FT ANCHOR TRENCH 14 FT ACCESS 813.50 N/A N/A 1.3618 1.3011 1.22 1.5922 10.5548 10.00
ANCHOR TRENCH CREST EL. 814.0 814.00 N/A N/A 1.3804 1.3711 0.50 0.6829 11.2377 10.50
CENTERLINE CUTOFF TRENCH CLASS B STONE PRINCIPLE SPILLWAY SEDIMENT BASIN
SEDIMENT BASIN 72" SQUARE CONCRETE RISER W/TRASH RACK LINER SYSTEM 2 FT X 1 FT ANCHOR TRENCH
750 LINER SYSTEM AND 106' OF 48" CMP 750 750 750
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 0+00 0+50 1+00 1+50 2+00
Cross Section A-A' Cross Section B-B'
Scale: 1" = 50' Scale: 1" = 50'
N Z 0)
U O 0
RISER DETAILS 2 FT X 1 FT ANCHOR TRENCH RISER BUOYANCY CALCULATION J z < 04
Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times L`' Q Q
Skimmer Design - Sediment Basin SB-1 TRASH RACK EL181f 4.00 the upward force. Q Z m
Desired Skimmer Drawdown Time 3 days L1j d
SKIMMER 1'FREEBOARD Downward Force(structure weight)> 1.25 x Upward Force(buoyancy) z z Y ,;; w z
Desired Skimmer Drawdown Rate 32,832 cf/day p❑❑❑❑pp❑❑❑❑pp❑❑❑❑p N Q w � Q o w
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.812.2 w of = a 0 Of �
Skimmer Size 5 In ❑❑❑❑��❑❑❑❑��❑❑❑❑� 72"Square Concrete Riser o o 0 o U) a_ �
NORMAL POOL EL. 810.18 o❑❑❑nHHnnnnOo❑❑❑❑U 1'FREEBOARD Height=Approximately 7'
Head on Orifice 0.333 ft - , MIN. I � 2 2 Weight= 17,170 lb
EXISTING GRADE 72"SQUARE I
Calculated Orifice Diameter 2.865 in CONCRETE ' 1 1 Where:
Actual Orifice Diameter (1/4 inch increments) 4.25 in RISER
50% CLEANOUT EL. 807.17 6.68' I • • Riser Weight= 17,170 lb
Actual Skimmer Drawdown Time 3.04 days \\ \ \\ \ \\\\ \\\\\\\\ \\ \ \ \ \\ \\\ \ \ \ \ \ \
4'X 4' X 1' CLASS B STONE ------- I \ \ \\ \\ \\ \ \ \\ \\ \ \\\\\ Weight of Concrete Base= (Length x Width x Depth)x Unit Weight of Concrete-----a-
48 DIA BARREL CMP
Required Volume 73,260 cf �� 1 a• ° ° 11\1 Weight of Concrete Base= (7 ft x 7 ft x 0.75 ft)x 150 Ib/ft3=5,512.5 lb Q
\� \ \ Z Z
A. d - � \ Structure Weight= 17,170 lb+5,512.5 lb=22,682.5 lb Z J
BOTTOM OF POND EL. 803.50 d . d ° •° • J a
• da • d° ° • d °° ° Buoyancy= Displacement Volume of Riser x 62.4 lb/ft' (n O
WATER ENTRY UNIT SEDIMENT BASIN STABILIZED OUTLET a W t LLI
WITH TRASH SCREEN GENERAL NOTES: ANTI-FLOTATION BASE (IF APPLICABLE CUT OFF TRENCH Buoyancy=252 ft'x 62.4 Ib/ft3= 15,724.8 lb a 0
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE LINER SYSTEM ( ) Z PIPE.
2. PROPER ORIFICE OPENING MUST SELECTED TO ENSURE POND DRAINS IN
LU
CORRECT AMOUNT OF TIME. MODIFICATIONS ELEVATION VIEW Downward Force(structure weight)> 1.25 x Upward Force(buoyancy) J O MAY BE REQUIRED IF FIELD Z
CONDITIONS WARRANT A CHANGE. ANTI-FLOTATION RISER FILL O
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. ) N.T.S. 22,682.5 lb> 15,724.8 lb x 1.25 Z
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION (IF APPLICABLE LL
ORIFICE OPENING INSIDE THE INSTALLED.5.
ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. 22,682.5 lb> 19,656 Ib V O
EL
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER. ' A
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT C L M ii
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. �� NOTES C LLI
72 SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) _SCHEDULE 40 PVC PIPE >: � 0
(BARREL OR ARM) ARTHEN EMBANKMENT
MAXIMUM HEIGHT OF FLOAT WHEN NO ° d °
OPENIN . 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive Z
° d
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE strength of 4,000 psi. LLI Ill
LEXIBLE HOSE (MAJOR GS EXIST • 4 STORM EVENT) ° °° ° • d ° reng p Z h ° • d 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with
FLOAT ° a concrete shall be painted with a black bituminous enamel paint. J O
_ INVERT OF LOWEST STORM PVC VENT • • °• 3. Riser to be constructed according to the Riser Details. V 0 LLI
-�- WATER DISCHARGE OPENING d 4. Sediment Basin Liner System to be installed per manufactures specifications utilizing batten strip at Z Uj -
HIIH II GRATE (MINOR STORM EVENT) PIPE ° d • . Y p p 9 p
TOP VIEW II LOAT concrete riser and pipe boot for culvert. Z
I _ _ .. _ .. .. FLEXIBLE HOSE MUST BE \\ \ O Z
SECURELY FASTENED TO ° 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system
VC VENT PIPE I STORM WATER THE WATER QUALITY 2
DISCHARGE DISCHARGE OPENING 6-0" 7'-0" (emergency spillway, slope pipe/culvert outlets, etc.). Q
OPENING
6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be 0 J
OUTLET PIPE - - _ \\ `�� reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. LAU //a^� a
1\
--�---;. - LEXIBLE HOSE •°
H L = 1.4 X DEPTH ° ° BARREL CMP
TO THE OVERFLOW d 11F9f
I- MINIMUM LENGTH APPLIES d a ° ° ° • �� ++��
n"" SCHEDULE 40 PVC PIPE ° ° d prepared bylfinehor under direct personal L ,��pD�� ,WATER ENTRY UNIT III ° d d • r
' (BARREL OR ARM) •° A. ° •° ° ° d d supervision and is correct to the best of my
BA M •Q(.�SSJO ,..
•° ° A.
knowledge and belief and that I am a duly _
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - -
NO SCALE MINIMIZE CHANCE OF g - 13820
PLAN VIEW SHEET NUMBER
( SKIMMER BECOMING STUCK - :
DRAWN BY T. R. EVANS 10/10 licensed Professional Engineer under the
��laws of the St f h C rolina. �7 `
kctra� •
FAIRCLOTH SKIMMER°DITSCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHH3 M a e
MER.0 M N.T.S.
S \U C TU R E TELEPHONE: )73-1266 (Signature) '�I FW
EMAIL: WARREN®FAIRCLOTHSKIMMER.COM Date: January 15,2024 rii����j4���
02C0-G005

SEDIMENT BASIN LINER
� SYSTEM LIMIT
Stage Storage Curve
\ - EMERGENCY SPILLWAY DETAIL EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 2
\, \ 50%CLEAN OUT EL. 832.21 LEVEL CONTROL SECTION - ROAD CROSSING �
Porous BAFFLES TYP.) CHUTE SECTION 841.00
A V N.T.S. N.T.S. (84P 000)STRUCTURE
840.00 3:B1 \
\\\\ Approx 75 ft. 1.00ft. Freeboard 839.00 O J
♦ V Cps ����.. A\�\\\\ 15.42 ft.SLOPE ♦ \�' NORMAL POOL EL. 835.00 1.42 ft. 0.433 ftft� 838.00 NCY SPILLWAY(838.58)
EMERG
DRAIN / 1 1 1.00ft. Freeboard
J 837.00 `
� 8 8 2 2
/ \ PRINCIPLE SPILLWAY 2
10.00 ft.-
20.00 ft. c 836.00
/ ♦ 72" SQUARE CONCRETE RISER W/TRASH RACK o
NAD-83 / AND 67 FT OF 36 IN. CMP CZ OUTLET PROTECTION
.� 835.0PRINCIPALC-SPCS / Channel Design (Non-Erodible) SPILLWAY(835.00) LU
� � �
�
EMERGENCY SPILLWAY Channel Design (Non-Erodible) Channel Type: Trapezoidal, Equal Side Slopes LLJ 834.00
/ c5� �� ♦ LEVEL CONTROL SECTION , Dimensions: Left Side Slope 2.00:1 833.00
EL. ;38.58 Channel Type: Trapezoidal, Equal Side Slopes Right Side Slope 2.00:1
Base Dimension: 10.00
\- Dimensions: Left Side Slope 2.00:1 832.00
� ♦ •, �c� \ Right Side Slope 2.00:1 U)
BOTTOM OF P ND \ Base Dimension: 20.00 Wetted Perimeter: 11.94 831.00 0
EL.829.00 y ♦ +\ \ A� ► Area of Wetted Cross Section: 4.72 U
�'0 // �•\ \�� Wetted Perimeter: 26.34 830.00
- 'OUTLET PROTECTION Area of Wetted Cross Section: 32.35 Channel Slope: 21.3000 W11
Manning's n of Channel: 0.0175 829.00 N
♦ I \ \ \ � \ Channel Slope: 0.1000 0.00 4.00 8.00 12.00 ' C:)
\\( \ \ Mannin s n of Channel: 0.0175 N
� �\ �♦ \ / � � � � � � g Discharge: 99.63 cfs � 1
y / \ Discharge: 99.64 cfs Depth of Flow: 0.43 feet Accumulative Storage (Acre-Ft) 0)
/ / I EMERGENCY SPILLWAY Depth g Velocity: 21.11 fps • Q
De th of Flow: 1.42 feet
♦ \ \ CHUTE SECTION Velocity: 3.08 fps
/ SKIMMER Channel Lining: Grouted Rock Rip Rap Storage volume computations
/ I Channel Lining: Grouted Rock Rip Rap Freeboard: 1.00 feet
y
Freeboard: 1.00 feet SEDIMENT BASIN NO.2
y ♦ ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE LD
\♦ (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL a
y\ B \ SEDIMENT BASIN NO. 2 PRINCIPLE SPILLWAY (ac) (ac-ft) (ft) pp
SLOPE DRAIN to / 900 900 Outflow 829.00 N/A N/A 0.5738
Q25 HWD EL. 837.58 0.6083 2.00 1.2033 1.2033 2.00
Total Discharge: 118.16 cfs
831.00 N/A N/A 0.6427
\ ° g 0.6639 1.21 0.8032 2.0065 3.21
r / � 50/o CLEAN OUT EL. 832.21 Water Surface Elevation: 837.58 ft E32.21 N/A N/A 0.6852
CONVEYOR NORMAL POOL EL. 835.0 Tailwater Elevation: 0.00 ft 833.00 N/A N/A 0.7129 0.6778 0.79 0.5388 2.5453 4.00
CULVERT 0.7492 2.00 1.4845 4.0297 6.00
837.00.00 N/A N/A 0.8605
(C-I) EXISTING GROUND Detention Base Elevation: 0.00 ft 83 N/A N/A 0. 0.8230 2.00 1.6316 5.6614 8.00
605
/ 850 2.7 850 Outlet#1: Sediment Basin 2 Principle Spillway, Drop Pipe 838.58 N/A N/A 0.9216 0.8910 1.58 1.4078 7.0692 9.58
14 ft. 0.8992 0.42 0.3755 7.4447 10.00
2.7 Riser Top Elev: 835.00 ft 839.00 N/A N/A 0.9378
2N Riser Length: 72.00 in 841.00 N/A N/A 1.0098
/ \ 2 FT X 1 FT ANCHOR 7 Riser Width: 72.00 in o.s738 2.00 1.9405 9.3852 12.00 0 0 0 0
TRENCH BOTTOM EL. 829.0 0 0 0 0
DITCH NO. 5 14 FT ACCESS Orifice Coefficient: 0.50
Weir Coefficient: 3.33
CREST EL. 841.0
800 800 Culvert Length: 67.00 ft
Culvert Diameter: 36.00 in C a a a a
\ 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Culvert Invert In: 830.00 ft o N 0 0 0
W W W W
SEDIMENT BASIN Culvert Invert Out: 827.00 ft > N N N
c I - LINER SYSTEM Cross Section B-B1 2 FT X 1 FT ANCHOR Culvert Friction Coefficient: 0.02 w uj u
TRENCH Culvert Entrance Loss Coefficient:\ 0.90
- N Scale. 1n - 50'
N �
\ N 0 \
PLAN VIEW : SEDIMENT BASIN NO. 2 o N N
SCALE: 1" = 50'
900 - 900 900 900 CUTOFF TRENCH
50% CLEAN OUT EL. 832.21 MAIN HAUL ROAD EXISTING GROUND (ABUTMENTS)
EXISTING GROUND NORMAL POOL EL. 835.00
DIVERSION BERM Q25 HWD EL. 837.58 Q25 HWD EL. 837.58 FILL MATERIAL
NORMAL POOL EL. 835.00 50% CLEAN OUT EL. 832.21 2' MINIMUM IF NOT CUT TO BEDROCK
850 SKIMMERRH 850 SUMP EXISTING GROUND
r 14 ft. 850 f 2 ?'7 850
2' CREST EL. 841.0 14 ft. - - - - -
L
- - - - - - - - 3.0% 2'7 21 �14 FT ACCESSBOT 1
TOM EL. 829.00 2 FT X 1 FT ANCHOR BOTTOM EL. 829.00 CREST EL. 841.0
800 SLOPE DRAIN CLASS B STONE 800 800 TRENCH LINDEIMENT R SYSTEMIN 800 2
OUTLET PROTECTION
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50
SUITABLE EARTHEN MATERIAL
2 FT X 1 FT ANCHOR SEDIMENT BASIN 2 FT X 1 FT ANCHOR °
Cross Section A-A' TRENCH COMPACTED TO 95/° OF STANDARD
TRENCH LINER SYSTEM PRINCIPLE SPILLWAY PROCTOR MAX. DRY DENSITY
72 SQUARE CONCRETE RISER Cross Section C-C
Scale: 1" = 50' WITHIN ±2% OPTIMUM MOISTURE
W/TRASH RACK AND 67 FT OF 36" CMP Scale: 1" = 50'
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
N Z O
O
RISER BUOYANCY CALCULATION Cq
Skimmer Design - Sediment Basin SB-2
Desired Skimmer Drawdown Time 3 days Demonstrate adequate stability by showing the downward force is a minimum of 1.25 w Z U) N
2 FT X 1 FT ANCHOR TRENCH times the upward force. o I
Desired Skimmer Drawdown Rate 51,840 cf/day Z m
Skimmer Size 6 in RISER DETAILS 14 ft. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) o UJ C) o
TRASH RACK Z w J Z
Head on Orifice 0.417 ft EL. 841.00
SKIMMER 1'FREEBOARD 72" Square Concrete Riser o o = o 0
Calculated Orifice Diameter 3.404 in 0❑00❑00❑❑❑❑00❑00❑0 Height= 6'
0❑❑❑❑00❑❑❑❑00❑❑❑❑o EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.838.5 Weight- 15,220 lb
Actual Orifice Diameter (1/4 inch increments) 3.5 in NORMAL POOL EL. 835.00 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 1'FREEBOARD MIN. g
Actual Skimmer Drawdown Time 3.14 days - I I 2 2 Where:
EXISTING GRADE
Required Volume 1 57,3661 cf
50% CLEANOUT EL. 832.21 i i Riser Weight= 15,220
72"SQUARE i Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete
I \ \ \
4'X 4'X 1' CONCRETE CLASS B STONE 1 i RISER
WATER ENTRY UNIT 6.00' Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3= 3,675 lb Z
o 0 0 0 o I I J
WITH TRASH SCREEN GENERAL NOTES: Z
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE I_______________I \ \ \\\\\ \\�\\\\\\\�\\\\ \ \ \ \ \ \ \ \
PIPE. °
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN ° �\ \\� \\\\\� �\\ \\ \\ \ Structure Weight = 15,220 lb + 3,675 lb = 18,895 lb O
° d
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD BOTTOM OF POND EL. 829.00 d ° °° W 00000000o CONDITIONS WARRANT A CHANGE. °° ; ' d " < ° Buoyancy = Displacement Volume Of Riser x 62.4 lb/ft3 Q I�r N
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. ° ° ° ° d° Z Q
4 EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION STABILIZED OUTLET
ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE SEDIMENT BASIN Buoyancy = 216 ft'x 62.4 Ib/ft3= 13,478.4 lb V Q
ORIZONTAL TUBE WITH A EROSION END of THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A ANTI-FLOTATION BASE (IF APPLICABLE) CUT OFF TRENCH J W
CONSTANT HYDRAULIC HEAD LINER SYSTEM O = Z J
CORRECT
MANNER. ELEVATION VIEW Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. N.T.S.
LL
_
SCHEDULE 40 PVC PIPE 18,895 lb > 13,478.4 lb x 1.25 Q O �
(BARREL OR ARM) ARTHEN EMBANKMENT
18,895 Ib > 16,848 Ib V Z Q A
MAXIMUM HEIGHT OF FLOAT WHEN NO li
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE)
LEXIBLE HOSE (MAJOOPENINGS EXIST R STORM EVENT) NOTES
FLOAT " ; a ° s 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive =
INVERT OF LOWEST STORM PVC VENT ° °, ° ° 9 ° + ° ° ° strength of 4,000 psi. Z W a
-III- WATER DISCHARGE OPENING ° • d 11 2. Where corrugated aluminum or aluminized steel pipe IS Used, all areas where the pipe is to be in contact with
H�I�I�N II GRATE (MINOR STORM EVENT) PIPE ,d g p•p p•p J O
TOP VIEW II "_.I-J111UIL1I LOAT concrete shall be painted with a black bituminous enamel paint. I.IJ
FLEXIBLE HOSE MUST BE ° °
SECURELY FASTENED TO ° ° °d. 3. Riser to be constructed according to the Riser Details. Z LLI '
�- PVC VENT PIPE ; STORM WATER THE WATER QUALITY ° d \ \ 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at Z (n
f/ I DISCHARGE DISCHARGE OPENING OPENING concrete riser and pipe boot for culvert. O0 O Z
OUTLET PIPEZ26 ° 6'-0' 7'-0" 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system - Q
\ \\ (emergency spillway, slope pipe/culvert outlets, etc.). ID (n J
° 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be LU a a
LEXIBLE HOSE L 1.4XDEPTH d, ° reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. a 0H =
(- TO THE OVERFLOW °
MINIMUM LENGTH APPLIES ° BARREL CMP
d
WATER ENTRY UNIT (. ' ° ° ° 11111i11
--- SCHEDULE 40 PVC PIPE d d ° ° ° , I hereby certify that this document was , ' ' ,
- II (BARREL OR ARM) , a d a d ° ° .ti�+t •CII�p� �ii
---------- _ _ _ _ _ _ _ _ _i y r
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO ° ° °d supervision and Is correct o the r best ofmy I O ••O� Q,1,•,.
knowledge and belief and that I am a duly
(NO SCALE) MINIMIZE CHANCE OF _ SEAL
SKIMMER BECOMING STUCK licensed Professional Engineer under the p4B820
DRAWN BY T. R. EVANS 10/10 PLAN VIEW :,e- SHEET NUMBER
laws of the Sta e f North Qarolina.
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W. FAIRCLOTH &SON INC. N.T.S. ' 4`GI �� ``
TELEPHONE: [phone] 'r '. . ; '�
WWW.FAIRCLOTHSKIMMER.COM
STRUCTURE FAX: [phone] (signature) �bj/
EMAIL: WARRENOFAIRCLOTHSKIMMER.COM Date: January 15,2024 ����+1 i����5�•`
02C0-G006

3 y DITCH NO. 7 Qj +
SLOPE DRAIN � � � � \ � � Stage Storage Curve
/ I
FLUME CREST OF POND SB-3
EL.804.00' I EMERGENCY SPILLWAY DETAIL Z =
IC I 804.00
/ 04.00 STRUCTURE
LEVEL CONTROL SECTION (8
50%CLEAN OUT EL. 796.82 `� \ N.T.S. O J
o
4
/ 1 802.00
POROUS BAFFLES (TYP.) � 65.93 ft.
6 o M � 0
y t A NAD-83
0 NC-SPCS 1 2
0.73 ft. 800.00 W
/ A TOP OF POND A
EL. 804.00 59.00 ft. PRINCIPAL SPILLWAY(799.27)
BOTT of roNn 1.00ft. Freeboard
SLOPE DRAIN EL.794. / Channel Design (Non-Erodible) Channel Slope: 0.1000
y A // �� B� Channel Type: Trapezoidal, Equal Side Slopes Manning's n of Channel: 0.0175 798.00
Dimensions: Left Side Slope 2.00:1 Discharge: 94.54 cfs
30 y / / y ACCESS ROAD Right Side Slope 2.00:1 Depth of Flow: 0.73 feet
/ 9 p CL U
11 NORMAL POOL EL. 799.27 � /' Base Dimension: 59.00 Velocity: 2.14 fps
796.00 AN OUT LEVEL(796.82)
/ Wetted Perimeter: 62.27 Channel Lining: Grouted Rock Rip Rap G
Area of Wetted Cross Section: 44.23 Freeboard: 1.00 feet
o
6p / 794.00 �
/�� / SEDIMENT BASIN 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 Q
��° / �� LINER SYSTEMLIMI� �?�\ � EMERGENCY SPILLWAY DETAIL •
SEDIMENT BASIN NO. 3 PRINCIPLE SPILLWAY
Accumulative Storage Acre-Ft '
14 SKIM 1 / PRINCIPLE SPILLWAY CHUTE SECTION Outflow g ( ) i
72" SQUARE CONCRETE RISER W/TRASH RACK N.T.S.
AND 67 FT OF 36 IN. CMP Total Discharge: 97.95 cfs Storage volume computations >
ono / 29.76 ft. Water Surface Elevation: 802.27 ft -6
- �� gf Tailwater Elevation: 0.00 ft SB-3 �'
� � ��� 1 �� 0 ��1 �01.00tft. Freeboard Detention Base Elevation: 0.00 ft m
q OUTLET PROTECTION / 2 2 ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
b Outlet#1: Sediment Basin 3 Principle Spillway, Dr0 PI a (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
25.00 ft. � p P P
Riser Top Elev: 799.27 ft (ac) (ac-ft) (ft)
Riser Length: 72.00 in
Channel Design (Non-Erodible) Channel Slope: 50.0000 Riser Width: 72.00 in 794.00 N/A N/A 0.5715
Manning's n of Channel: 0.0175 795.00 N/A N/A 0.6046 0.6212 1.00 0.615s 1.1968 1.00
Orifice Coefficient: 3.33 0.6212 1.00 0.6150 1.1968 2.00
Channel Type: Trapezoidal, Equal Side Slopes 796.0o N/A N/A 0.6378
/ / Weir Coefficient: 3.33 0.6518 0.82 0.5344 1.7312 2.82
/ EMERGENCY SPILLWAY Dimensions: Left Side Slope 2.00:1 Discharge: 94.54 cfs 796.82 N/A N/A 0.6658
/ Culvert Length: 67.00 ft 0.6549 0.18 0.1142 1.8454 3.00
LEVEL CONTROL SECTION EL. =802.27 Right Side Slope 2.00:1 Depth of Flow: 0.19 feet 797.0o N/A N/A o.6720
Culvert Diameter: 36.00 In 0.6913 1.00 0.6830 2.5284 4.00
Base Dimension: 25.00 Velocity: 19.61 fps 798.00 N/A N/A 0.7105 Z Z Z Z
Culvert Invert In: 795.00 ft 0.7302 1.00 0.7228 3.2513 5.00
799.00 N/A N/A 0.7498
EMERGENCY SPILLWAY / Wetted Perimeter: 25.85 Channel Lining: Grouted Rock Rip Rap Culvert Invert Out: 794.00 ft 799.27 N/A N/A 0.7605 0.7552 0.27 0.2039 3.4552 5.27 0 0 0 0
/ / t Area of Wetted Cross Section: 4.82 Freeboard: 1.00 feet Culvert Friction Coefficient: 0.02 800.00 N/A N/A 0.7896 0.8098 1.00 0.8023 4.8158 7.00
CHUTE SECTION
i r / / ! Culvert Entrance Loss Coefficient: 0.90 ososs 1.00 oso23 4.8158 7.00
Qv ♦ \ `\ / l� 0.8507 1.00 0.8431 5.6589 8.00 0 0 0 0
V 801.00 N/A N/A 0.8301
FLU _- ��/ / 802.00 N/A N/A 0.8714 UJ UJ UJ L,
802.27 N/A N/A 0.8817 0.9096 11.73 11.5750 7.4706 0.00 a a a a
/ SLOPE DRAIN ��� // �- �/ •�, s s s s
804.00 N/A N/A 0.9478 v1
N
\ N O \
p N \ M u7
PLAN VIEW : SEDIMENT BASIN NO. 3 o N Z N
SCALE: 1" = 50' CUTOFF TRENCH z N M
EXISTING GROUND (ABUTMENTS)
850 EXISTING GROUND 850
850 EXISTING GROUND 850 Q25 HWD EL. 801.27 NORMAL POOL EL. 799.27 FILL MATERIAL
2 FT X 1 FT ANCHOR TRENCH o SEDIMENT BASIN 2' MAXIMUM IF NOT CUT TO BEDROCK
Q25 HWD EL. 801.27 NORMAL POOL EL. 799.27 50% CLEAN OUT EL. 796.82 LINER SYSTEM _ - _ _ IL
2.7 50% CLEAN OUT EL. 796.82 SKIMMER� 14 ft. 8OO ?7 2 800
�I 14 ft. 14 ft. - - - - - 14 ft. 1
800 CREST 804.0 800 27 21 1
? - - - - - - - - - - - BOTTOM EL. 794.0
BOTTOM EL. 794.0 1.5%
14 FT ACCESS 2
CLASS B STONE
2 FT X 1 FT ANCHOR TRENCH CREST EL. 804.0
SUITABLE EARTHEN MATERIAL
2 FT X 1 FT ANCHOR TRENCH SEDIMENT BASIN OUTLET PROTECTION 750 750 COMPACTED TO 95% OF STANDARD
750 LINER SYSTEM 750 PROCTOR MAX. DRY DENSITY
0+00 0+50 1+00 1+50 2+00 2+50
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 WITHIN ±2% OPTIMUM MOISTURE
Cross Section B-B' CUTOFF TRENCH DETAIL CONTENT
Cross Section A-A PRINCIPLE SPILLWAY
72" SQUARE CONCRETE RISER Scale: 1" = 50' N.T.S.
Scale: 1" = 50' W/TRASH RACK AND 67 FT OF 36" CMP
RISER BUOYANCY CALCULATION o � o
CV O Ir
\ = J
Demonstrate adequate stability by showing the downward force is a minimum of 1.25 C) Y
J Z \ U)
times the upward force. w Q 00 Q �,
Skimmer Design - Sediment Basin SB-3 2 FT X 1 FT ANCHOR TRENCH
o m
Desired Skimmer Drawdown Time 3 days RISER DETAILS 14 ft. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) o Z to
TRASH RACK w o C) o
Desired Skimmer Drawdown Rate 20 109 cf/day EL. 804.00 Z z Y w w Z
Skimmer Size 4 in SKIMMER 1'FREEBO RA D 72" Square Concrete Riser N <a w Q o w
of
0❑❑❑❑00❑❑❑❑00❑❑❑❑0 Height =Approximately 6' o o o 0
Head on Orifice 0.333 ft 000❑ U0❑❑❑❑00❑❑❑❑0 EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.802.27 Weight- 15,220 Ib
Calculated Orifice Diameter 2.242 in NORMAL POOL EL. 799.27 00ED] D0❑❑❑❑00❑❑❑❑0 1'FREEBOARD MIN.
Actual Orifice Diameter(1/4 inch increments) 3.25 in i i 2 2 Where:
EXISTING GRADE I I 1 1
Actual Skimmer Drawdown Time 3.36 days I I Riser Weight= 15,220 Ib
50% CLEANOUT EL. 796.82 I I
72"SQUARE Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
Required Volume 1 47,3041 cf II CONCRETE
4' X 4'X V CLASS B STONE 1 i RISER i Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 lb/ft' = 3,675 Ib Q
36 DIA BARREL CMP
5.27'
\�\\�\ \\\�����\\\� \� \ \ �\ \� �\ Structure Weight= 15,220 Ib + 3,675 Ib = 18,895 Ib Z Z J
WATER ENTRY UNIT I...............I \ \ \ \ \
WITH TRASH SCREEN GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE d \� \� \\ \\
PIPE. °
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN BOTTOM OF POND EL. 794.00 d d < ° ° ti ° °O • Buoyancy - Displacement Volume Of Riser x 62.4 Ib/ft3 C ^/ M
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD ° LLLU
CONDITIONS WARRANT A CHANGE. ° ° ° d° ° d° a ° d °
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. 0
4 EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION SEDIMENT BASIN STABILIZED OUTLET Buoyancy= 216 ft'x 62.4 lb/ft' = 13,478.4 Ib Z
ORIFICE OPENING INSIDE THEINSTALLED. ANTI-FLOTATION BASE (IF APPLICABLE) CUT OFF TRENCH J V O W
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
O NTAL TUBE WITH A LINER SYSTEM
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. Downward Force (structure weight) x (buoyancy)> 1.25 Upward F buo T Z J
pwar Force Y) O
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
MANNER. ELEVATION VIEW H Z
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT 18,895 Ib > 13,478.4 Ib x 1.25
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
SCHEDULE 40 PVC PIPE N.T.S. 18,895 Ib > 16,848 Ib
(BARREL OR ARM) ARTHEN EMBANKMENT 72 Z Q A
MAXIMUM HEIGHT OF FLOAT WHEN NO " SQUARE CONCRETE RISER ANTI-FLOTATION BASE IF APPLICABLE
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE ( ) � Q
OPENINGS EXIST NOTES LL
LEXIBLE HOSE (MAJOR STORM EVENT) < d r Z
° ° strength of 4,000 psi. Z LU
FLOAT ° < ° d . ° 4 ° 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive = Z
e Q
_ INVERT OF LOWEST STORM °
-III l GRATE WATER DISCHARGE OPENING PIPE VENT °d 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with
H I1:H ll (MINOR STORM EVENT) concrete shall be painted with a black bituminous enamel paint. O FLEXIBLE HOSE MUST BE Q
TOP VIEW II LOAT ° d 3. Riser to be constructed according to the Riser Details. V
LU
I _ . . _ .. _ . ° °
SECURELY FASTENED TO ° d W
\ 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at Z Z
PVC VENT PIPE I ; STORM WATER THE WATER QUALITY
DISCHARGE DISCHARGE OPENING \ \\ concrete riser and pipe boot for culvert. O Z
r - OPENING '-- • � 6'-0" 7'-0' 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system
OUTLET PIPE (emergency spillway, slope pipe/culvert outlets, etc.). 0 ~ J
\ \�\ 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be LLI a
LEXIBLE HOSE
d° reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. - Q
-' °
: H i L = 1.4 X DEPTH ° _ ° BARREL CMP a
TO THE OVERFLOW
d °
MINIMUM LENGTH APPLIES
° ° ° ° ° ° i1111Hiij
WATER ENTRY UNIT ! ;i SCHEDULE 40 PVC PIPE . d ° a A ° ° ° . I hereby certify that this document was y�t � CAPi,r
' I- - i - - - - - - - - - (BARREL OR ARM) A. ° °° ° °ad d e prepared by me or under my direct personal R`� .........
�r
- - - - - - - - - - - - -I ° '° supervision and is correct to the best of my Off;oF�sto.. ;P
END VIEW SIDE VIEW MAINTAIN DEPRESSION To - = = - knowledge and belief and that I am a duly Q SEAL g�•:�
MINIMIZE CHANCE OF
(NO SCALE) SKIMMER BECOMING STUCK licensed Professional Engineer under the = = 048820 -
= �'= SHEET NUMBER
DRAWN BY T. R. EVANS 10/10
laws of the St a a of o hjC arolina.
J. W. FAIRCLOTH & SON INC. ��•I'' 'Y(jj �,� '• �
FAIRCLOTH SKIMMER® DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM �; j '
TR U C TU R E TELEPHONE:FAX: (919)1932711266244
STRUCTURE
PLAN VIEW (Signature/
1 ,
EMAIL: WARREN®FAIRCLOTHSKIMMER.COM
N.T.S. Date: January 15,2024 �' +iiii 0%, 02CO-0007

- ACCESS ROAD NORMAL POOL EL. 793.02 EMERGENCY SPILLWAY DETAIL Stage Storage Curve
' LEVEL CONTROL SECTION
SEDIMENT BASIN NO. 4
N.T.S.yv 799.50 z Z z
57.90 ft.
DITCH NO. 10
797.50 1-0 TOP O)STRUCTURE J
\ C *s 117 1.00ft. Freeboard 10
S? 0.98 ft. T 4
\' 1 FL 798 2 795.50 EMERGENC SPILLWA (796.02) `
\ �0, 50.00 ft.
\ SLOPE DRAIN I NAD-83
1 TOP OF POND NC-SPCS Uj
793.50
EL. 798.00
r � PR NCIPAL SPI LWAY(793.)2) �
T 1 Channel Design (Non-Erodible) Wetted Perimeter: 54.36 Discharge: 129.84 cfs
/
` 3 / Area of Wetted Cross Section: 50.67 Depth of Flow: 0.98 feet
`♦ J# 0 Channel Type: Trapezoidal, Equal Side Slopes Velocity: 2.56 fps 791.50
\ T 4? >k Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000
Right Side Slope 2.00:1 Manning's n of Channel: 0.0175 Channel Lining: Grouted Rock Rip Rap 50%CLEAN OUT L VEL(790.50 to
1 0
Base Dimension: 50.00 Freeboard: 1.00 feet 789.50 U
50%CLEAN OUT EL. 790.50 G
1 EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 4 PRINCIPLE SPILLWAY 78750 o
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 N
SLOPE DRAIN Imo- CHUTE SECTION outflow ,
t 1 POROUS BAFFLES (TYP.) N.T.S. Total Discharge: 130.75 cfs
Accumulative Storage (Acre-Ft)
1 �� � ,,.• 1.00ft. Freeboard Water Surface Elevation: 795.02 ft Q
DELINEATED �
Tallwater Elevation: 0.00 ft
WETLANDS 30.21 ft. Detention Base Elevation: 0.00 ft Storage volume computations
.1
\ 1 1 Outlet#1: Sediment Basin 4 Principle Spillway, Drop Pipe se-a ` j
_ 2 2 Riser Top Elev: 793.02 ft
FLUME I 1 I I'. ,_ 25.00 ft. Rlser Length: 72.00 In ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE ' a
1 1 0.30 ft. Riser Width: 72.00 In (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL ' m
T 1 \ ® Orifice Coefficient: 0.50 (ac) (ac-ft) (ft)
Weir Coefficient: 3.33
1 Channel Design (Non-Erodible) Channel Slope: 21.8000 Culvert Length: 105.00 ft 787.50 N/A N/A 0.6887
T 1 Mannin s n of Channel: 0.0175 789.50 N/A N/A 0.8048 0.8340 2.00 1.8350 1.3081 2.00
9' Culvert Diameter: 42.00 in 0.8340 1.00 0.8350 2.3081 3.00
Channel Type: Trapezoidal, Equal Side Slopes Culvert Invert In: 787.50 ft 790.50 N/A N/A 0.8633
\ \ _ 00
Dimensions: Left Side Slope 2.00:1 Discharge: 129.88 cfs 791.50 N/A N/A 0.9216 0.8670 1.52 1.4698 3.6483 a.52
� Culvert Invert Out: 785.34 ft 0.9670 1.52 1.4698 4.6481 5.52
T 1 % Right Side Slope 2.00:1 Depth of Flow: 0.30 feet 793.02 N/A N/A 1.0123
0.9813 0.48 0.4711 5.1192 6.00
EMERGENCY SPILLWAY Culvert Friction Coefficient: 0.02
I 1 Base Dimension: 25.00 Velocity: 16.78 fps 793.50 N/A N/A 1.0410
� LEVEL CONTROL SECTION EL. =796.02 Culvert Entrance Loss Coefficient: 0.90 1.1017 2.00 2.1813 7.3005 s.00
,- 795.50 N/A N/A 1.1624
1 00 Wetted Perimeter: 26.35 Channel Linin Grouted Rock Ri Ra 1.17s9 0.52 0.6130 7.9136 s.52 Z Z Z Z
j o� g� p p 796.02 N/A N/A 1.1955 w w w w
�� Area of Wetted Cross Section: 7.74 Freeboard: 1.00 feet 1.2260 1.48 1.8145 9.7281 10.00 2
o \,coo 00 1 797.50 N/A N/A 1.2896 2
cm) ooI 1 y-� , OUTLET PROTECTION 798.00 N/A N/A 1.3066 1.2981 0.50 0.6467 10.3748 10.50 0 0 0 0
1 1 w w w w
Ile Ile
BOTTOM OF PO D 1 o Ile
uj
T 1 EL.787.50 AI
,N w w w w
w w w w
EMERGENCY SPILLWAY
1 N
T i ♦ I CHUTE SECTION N
1 � N N \ N
PRINCIPLE SPILLWAY 1 �� CUTOFF TRENCH o
A
I
,r 72 SQUARE CONCRETE SEDIMENT BASIN LINER
I �
1 RISER W/TRASH RACK SYSTEM LIMIT N M
1 11 EXISTING GROUND (ABUTMENTS) Z
\ AN D 105 FT OF 42 IN. CMP 1
850 EXISTING GROUND 850
\ '
1 1111 ST-110 � Q25 HWD EL. 795.02 2' MAXIMUM IF
LI NORMAL POOL EL. 793.02 FILL MATERIAL NOT CUT TO
50% CLEAN OUT EL. 790.50 BEDROCK
T ` - - - - - - - - -
�
800 14 ft. 14 ft. 800 1
- „ - , - - - „ - ,
\ T 2 FT X 1 FT ANCHOR BOTTOM EL. 787.50
�1 TRENCH 2 FT X 1 FT ANCHOR 14 FT ACCESS 2 SUITABLE EARTHEN MATERIAL
SEDIMENT BASIN TRENCH CREST EL. 798.00 COMPACTED TO 95% OF STANDARD
T
ACCESS ROAD I LINER SYSTEM PROCTOR MAX. DRY DENSITY
750 750
WITHIN ±2% OPTIMUM MOISTURE
\ 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 CONTENT
\ B
Cross Section B-B' CUTOFF TRENCH DETAIL
* Scale: 1" = 50' N.T.S.
PLAN VIEW : SEDIMENT BASIN NO. 4
SCALE: 1" = 50'
RISER BUOYANCY CALCULATION
N Z On
850 EXISTING GROUND 850 Demonstrate adequate stability by showing the downward force is a
Q25 HWD EL. 795.02 minimum of 1.25 times the upward force. rJ Y Q N N
NORMAL POOL EL. 793.02 _j Z :2 -, U)
50% CLEAN OUT EL. 790.50 OUTLET Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) w Q Q o
2 FT X 1 FT ANCHOR TRENCH Z N
0
? I I PROTECTION 14 ft. 72" Square Concrete Riser Z z o w w z
800 �I I� 14 ft. 14 ft. REST 798.0 800
2' TRASH RACK RISER DETAILS
Height =Approximately 6' o <a w Q o w
2 FT X 1 FT ANCHOR � EL. 798.00 Weight- 15,220 Ib o o � o � �
BOTTOM EL. 787.50 2.06% SKIMMER 1'FREEBOARD
TRENCH 2 FT X 1 FT ANCHOR o❑❑❑❑ao❑❑❑❑oo❑❑❑❑a EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.796.0 Where:
SEDIMENT BASIN CLASS B STONE TRENCH NORMAL POOL EL. 793.02 o❑❑❑❑ao❑❑❑❑n11000a
_ o❑❑❑❑ao❑❑❑❑oo❑❑❑❑a 1'FREEBOARD MIN.
750 LINER SYSTEM 750 I I 2 2 Riser Weight= 15,220 Ib
0+00 0+50 1+00 1+50 2+00 2+5 3+00 3+50 4+00 EXISTING GRADE i i 1 F 1
Weight of Concrete Base = (Length x Width x Depth) x Unit
PRINCIPLE SPILLWAY 50% CLEANOUT EL. 790.50 I Weight of Concrete
Cross Section A-A 72" SQUARE CONCRETE RISER I
72"SQUARE I �� �\ \ ��
W/TRASH RACK AND 105 FT OF 42" CMP 4'X 4'X 1' CLASS B STONE I \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ ��\ Weight of Concrete Base = 7 ft x 7 ft x 0.5 ft x 150 lb/ft' - 3,675 Ib
Scale: 1" = 50' I CONCRETE I \ \ \ \ \ \\\ g ( ) Z Z J
o RISER I 42" DIA BARREL CMP
WATER ENTRY UNIT �O 1 5.52
\ \\\\\ \\\\ \ \ \ Structure Weight= 15,220 Ib + 3,675 Ib = 18,895 Ib J a
WITH TRASH SCREEN GENERAL NOTES: • • d \ \ \\ \ �\ \ \\\ \\ \\ _ (n O
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE ° ° \\ \ \ \ \ ` Buoyancy= Displacement Volume Of Riser x 62.4 Ib/ft3
PIPE' BOTTOM OF POND EL. 787.50 d • ° • ° °O LU
Z a 0
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN d °
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD •CHANGE. • d a Buoyancy - 216 ft'x 62.4 lb/ft3 - 13,478.4 Ib
0 0 00 3. EMBANKMENT CONDITIONS VMUSTNBEACOMPACTED TO DESIGN SPECIFICATIONS. • ° ° • ° d
LU
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION STABILIZED OUTLET J V Z _j
INSTALLED. SEDIMENT BASIN ANTI-FLOTATION BASE IF APPLICABLE CUT OFF TRENCH Downward Force structure wei ht > 1.25 x U ward Force buo anc Z J
ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE LINER SYSTEM ELEVATION VIEW ( ) ( weight)
p ( y y) Z
ONST NTAL TUBE WITH A DISCHARGE END OF THE PIPE. LL U_
CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT 18,895 Ib > 13,478.4 Ib x 1.25 ,^
MANNER. N.T.S. Q V+ O
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT 18,895 Ib > 16,848 Ib V O
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. Skimmer Design - Sediment Basin SB-4 NOTES Z
SCHEDULE 40 PVC PIPE C m li
(BARREL OR ARM) ARTHEN EMBANKMENT Desired Skimmer Drawdown Time 3 days C
MAXIMUM HEIGHT OF FLOAT WHEN No y 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive > Q
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE Desired Skimmer Drawdown Rate 32,832 cf/da stren th of 4,000 sl Z Z
OPENINGS EXIST y g p
LEXIBLE HOSE (MAJOR STORM EVENT) Skimmer Size 5 In ° : a • ° ' 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with Z LU Q
FLOAT Head on Orifice 0.333 ft • °° ° 9 • 4 • e . ° concrete shall be painted with a black bituminous enamel paint.
INVERT OF LOWEST STORM • .° ° • ; 3. Riser to be constructed according to the Riser Details. J 0
PVC VENT Calculated Orifice Diameter 2.865 in d
-I11=11 GRATE WATER DISCHARGE OPENING PIPE • 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at r ' LU
HMI}I�H (MINOR STORM EVENT) v
TOP VIEW -II II LOAT Actual Orifice Diameter(1/4 inch increments) 3.5 in ° • • concrete riser and pipe boot for culvert. Z W ;
FLEXIBLE HOSE MUST BE •d• 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system Z (n
SECURELY FASTENED TO Actual Skimmer Drawdown Time 3.30 days • d
VC VENT PIPE I STORM WATER THE WATER QUALITY ° \\ \\\ (emergency spillway, slope pipe/culvert outlets, etc.). O Z
DISCHARGE
OPENING NIING DISCHARGE OPENING • 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be Q
- ' Required Volume 53,946 cf 6'-0" 7'-0' reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. I.IJ U) a
OUTLET PIPE--, r_. _ • t^
° \ \\\ V
... LEXIBLE HOSE L = 1.4 X DEPTH
- TO THE OVERFLOW • BARREL CMP
d 'tij 11111if1j
'•, ; - MINIMUM LENGTH APPLIES • • • ° I hereby certify that this document was y1% ���
d d < • • ° ° prepared by me or under my direct personal `f
WATER ENTRY UNIT i --- SCHEDULE 40 PVC PIPE • d • ° ASS! �r
' ------- - (BARREL OR ARM) °. • •° ° d ° d < supervision and is correct to the best of my y .Q OF Q4v 1
IF,- - - - - - - - - - - - - d knowledge and belief and that I am a duly C SEAL
• •• ; -
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO licensed Professional Engineer under the 048820(NO SCALE) iz SHEET NUMBER
MINIMIZE CHANCE OF PLAN VIEW laws of the St t of o h arolina. .y
SKIMMER BECOMING STUCK i II/
DRAWN BY T. R. EVANS 10/10 N.T.S. f' "` '' \� •`
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHS MMER.COM (Signature) �1� , w�,,,,..•
STRUCTURE TELEPHONE: [phone] Date: January 15,2024 �►r l l l l,•t 02CO-0008
FAX: [phone]
EMAIL: WARRENOFAIRCLOTHSKIMMER.COM

e EMERGENCY SPILLWAY DETAIL
LEVEL CONTROL SECTION
N.T.S.
70.00
Stage Storage Curve �;
1.00ft\ `� �� 1.00ft. Freeboard SB-14 J
p
0
798.00 (7 $00)STRUCTURE
k r
- 62.00 - 797.00
Channel Design (Non-Erodible) Channel Slope: 0.1000 796.00
EME RGENC Y SPILL WAY(76.00)
-83 9
y 's n of Channel: 0.0175\kk� . Mannin
CS � `� Channel Type: Trapezoidal, Equal Side Slopes 795.00
Dimensions: Left Side Slope 2.00:1 Discharge: 167.01 cfs Uj
��\ \ Right Side Slope 2.00:1 Depth of Flow: 1.00 feet
Base Dimension: 62.00 Velocity: 2.61 fps � 794.00
Wetted Perimeter: 66.46 Channel Lining: Grouted Rock Rip Rap p 793.00
\ ' Area of Wetted Cross Section: 63.87 Freeboard: 1.00 feet
> PRINC PALS ILLWA (792.5 )
� � �� w 792.00
o
i� CO
�6o® ° EMERGENCY SPILLWAY DETAIL 791.00
CHUTE SECTION 79000
LEA TL
N.T.S.
N
�
49.75 Gi! 789.00 � N
f I ♦ � � � 1 r gqfftt__
0.1T.00ft. Freeboard
788.00
45.00 ft.
2 2 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 Q
A BOTTOM OF POND\ / SEDIMENT BASIN NO. 14 PRINCIPLE SPILLWAY
/ EL.788.00 / Channel Design (Non-Erodible) Channel Slope: 50.0000 Accumulative Storage(Acre-Ft) '
/ X♦ Manning's n of Channel: 0.0175 Outflow Q
Channel Type: Trapezoidal, Equal Side Slopes Total Discharge: 206.62 cfs Storage volume computations
Dimensions: Left Side Slope 2.00:1 Discharge: 166.96 cfs a
� Right Side Slope 2.00:1 Depth of Flow: 0.19 feet Water Surface Elevation: 796.00 ft SB-14
/ POROUS BAFFLES (TYP Tallwater Elevation: 0.00 ft.) Base Dimension: 45.00 Velocity: 19.57 fps Detention Base Elevation: 0.00 ft - - - - - - - - - - - - - - - - 2
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE ' m
Wetted Perimeter: 45.84 Channel Lining: Grouted Rock Rip Rap (n) (n) (n) (ac) AREA (n) (ac-ft) STORAGE INTERVAL
k Area of Wetted Cross Section: 8.53 Freeboard: 1.00 feet Outlet#1: Sediment Basin 14 Principle Spillway, Drop Pipe (ao) (ac-ft) (n)
Riser Top Elev: 792.50 ft - - - - - - - - - - - - - - - -
Riser Length: 72.00 in 788.00 N/A N/A 1.2343
g 1.3007 1.00 1.2924 1.5402 1.00
789.00 N/A N/A 1.2788
Riser Width: 72.00 in 1.3007 1.00 1.2924 2.sao2 2.00
790.00 N/A N/A 1.3226
Orifice Coefficient: 0.50 790.33 N/A N/A 1.3374 1.3300 0.33 0.4432 2.9834 2.33
850 850 Weir Coefficient: 3.33 791.00 N/A N/A 1.3671 1.3448 0.67 0.8933 3.8767 3.00
SKIMMER Culvert Length: 80.00 ft 792.00 N/A N/A 1.4119 1.4234 1.50 1.7117 5.9694 4.50
50�o CLEAN OUT EL. 790.3 Culvert Diameter: 48.00 In 792.50 N/A N/A 1.4348 1.4234 0.50 0.7117 5.9694 4.50 F F F F
Q25 HWD EL. 796.0 NORMAL. POOL EL. 792.5 EXISTING GROUND 793.00 N/A N/A 1.4578 1.4348 0.50 0.7146 6.6840 5.00 w W W W
�3 Culvert Invert In: 788.00 ft 1.4810 1.00 1.4722 8.1562 6.00 2
50%CLEAN OUT EL. 79().3 794.00 N/A N/A 1.5042 0 0 0 0
CLASS B S TONE Culvert Invert Out: 786.00 ft 795.00 N/A N/A 1.5513 1.5278 1.00 1.5188 9.6750 7.00 O O O o
14 ' WIDE CREST 798.0 2 Culvert Friction Coefficient: 0.02 796.00 N/A N/A 1.6137 1.5825 1.00 1.5669 11.2419 8.00 _j _
/- 800 Culvert Entrance Loss Coefficient: 0.90 798.00 N/A N/A 1.6870 1.6504 2.00 3.3321 14.5741 10.00 w w w w
800 1 �� 0 0 0 0
NORMAL POOL EL. 792.5 r_ - �� -- - - - - - - - - - - - - - - - - W W W of
0% 13U 1 1 UM EL. f86.Q V14 'WIDE Discharge: 206.62 cfs a a a a
CREST 798.0 2 N
O� SKIMMER r�� OUTLET PROTECTION PRINCIPLE SPILLWAY � s s s
w w w wIj
750 AND 80' OF 48' of
72" SQUARE OC I^P ETE RISER\N/TRASH RACK 750 � � N
PRINCIPLE SPILLWAY /
/ 72" SQUARE RISER W/TRASH RACK j 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 o N N
AND 80 FT OF 48 IN CMP /
EMERGENCY SPILLWAY B\ `b' / k / Cross Section A-A z
\+♦ ' ` LEVEL CONTROL SECTION EL. 796.0 Scale: 1" = 50'
\' EMERGENCY SPILLWAY �_� / CUTOFF TRENCH
/ 850 850
�� ' CHUTE SECTION _ � ��
OUTLET PROTECTION - , ^ /
EXISTING GROUND (ABUTMENTS)
1j 50% CLEAN OUT EL. 790.3 NORMAL POOL EL. 792.5
\ \ , Q25 HWD EL. 796.0
14'WIDE CREST 798.0 FILL MATERIAL
2' MAXIMUM IF NOT CUT TO BEDROCK
C \ \ / 7 2 1 L
�k� / j BOTTOM E=L. 788.0 1
��`` 14'WIDE CREST 798.0
750 750 2
- L
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
Cross Section B-B'
PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
PLAN VIEW : SEDIMENT BASIN NO. 14
Scale: 1" = 50' CUTOFF TRENCH DETAIL CONTENT
N Z O)
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SCALE: 1" = 50' o o t
N.T.S. Y a N
Skimmer Design - Sediment Basin SB-14 w a :200 a
RISER BUOYANCY CALCULATION I
Desired Skimmer Drawdown Time 3 days o v0°i
RISER DETAILS 1 14 ft. o
Desired Skimmer Drawdown Rate 51,840 cf/day TRASH RACK Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times z z w o
Skimmer Size 6 in p
SKIMMER EL. 798.00 c9 � � ,�; � � z
the upward force.
1'FREEBO7EMERGENCYSPILLW8"EL.796.0
w � = Q v J
Head on Orifice 0.417 ft o❑❑❑❑00❑❑❑❑00❑❑❑❑00 0 `-' 0 V) a L`
0❑❑❑❑00❑❑❑❑00❑❑❑❑0 EMERGENCY SPILLWAY DEPTH Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
Calculated Orifice Diameter 3.404 in NORMAL POOL EL. 792.5 0❑0❑1100❑❑❑❑00❑❑❑❑0 V FREEBOARD MIN.
Actual Orifice Diameter(1/4 inch increments) 4.5 in = 2 2 72" Square Concrete Riser
1 1 Height =Approximately 5' (0.5' below grade)
Actual Skimmer Drawdown Time 3.08 days EXISTING GRADE I E Weight- 13,270 Ib
I CONCRETE
Required Volume 1 92,988 cf 50% CLEANOUT EL. 790.3 RISER Where:
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4'X 4'X 1' CLASS B STONE I ------- \ \ \ \ Riser Weight = 13,270 Ib a
n 48' DIA BARREL CMP \ \ V
WATER ENTRY UNIT 1 I \ Z
WITH TRASH SCREEN GENERAL NOTES: I_-- --4-------_I \ \\ \\ \\ \\\\\\\\\�\\\\ \ Weight of Concrete Anti-Flotation Riser Fill = (6 ft x 6 ft x .5 ft)x 150 lb/ft' 2,700 Ib - J
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE \ \ \ \\\\ \ \\ \\\\\\\ \\\ \\ \\ \ J
PIPE. ° ° < d
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN ° °. ° °
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD BOTTOM OF POND EL. 788.0 d d °O ° Structure Weight= 13,270 Ib + 2,700 Ib = 15,970 Ib
CONDITIONS WARRANT A CHANGE. < ° ,
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. < ° , . d° Q
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION ° ° d ° STABILIZED OUTLET Buoyancy= Displacement Volume of Riser x 62.4 Ib/ft3 Z
INSTALLED. ( ) CUT OFF TRENCH O
ORIFICE OPENING INSIDE THE ANTI-FLOTATION RISER FILL V
ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE ANTI-FLOTATION BASE IF APPLICABLE � I.I.I
CONSTANT HYDRAULIC HEAD 6. DISCHARGE
SYSTEM REGULARLYEND OF THE PE TO ENSURE IT IS FUNCTIONING IN A CORRECT (IF APPLICABLE) ELEVATION VIEW Buoyancy = 162 ft'x 62.4 lb/ft' = 10,108.8 Ib O = Z J
MANNER. w/
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT LL
N.T.S. LL
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
SCHEDULE 40 PVC PIPE
ARTHEN EMBANKMENT
15,970 Ib > 10,108.8 Ib x 1.25
(BARREL OR ARM) ��//��
V�
MAXIMUM HEIGHT OF FLOAT WHEN NO
Z Q a
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE 72" SQUARE CONCRETE RISER ANTI FLOTATION BASE(IF APPLICABLE) 15,970 Ib > 12,636 Ib IM
OPENINGS EXIST
LEXIBLE HOSE (MAJOR STORM EVENT) , d ° ° $ ` H
FLOAT • ° , d 4 LT r 7
_ INVERT OF LOWEST STORM PVC VENT < ° < • ° d ° G ° d i+r Z LU Q
WATER DISCHARGE OPENING ° M
J H GRATE PIPE a NOTES C
(MINOR STORM EVENT) L O C
TOP VIEW -II III FLEXIBLE HOSE MUST BE LOAT ° < .° d 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive r U o W
SECURELY FASTENED TO d ° ° strength of 4,000 psi. Z
�VC VENT PIPE STORM WATER THE WATER QUALITY a° g W
O
DISCHARGE DISCHARGE OPENING �\ \\\ \ \ 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with O
OPENING
6'-0" 7'-0" concrete shall be painted with a black bituminous enamel paint.
OUTLET PIPE _ -- ° 3. Riser to be constructed according to the Riser Details. 0 J
\ \ \ \ \ 4. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be
\ \ reviewed and approved b the Engineer once a Skimmer supplier/manufacturer lier/manufacturer has been chosen. LLI Q a
---;-- : _ LEXIBLE HOSE d, ° pp y g pp
L = 1.4 X DEPTH
TO THE OVERFLOW a
I- BARREL CMP
MINIMUM LENGTH APPLIES . d °
WATER ENTRY UNIT i! i I I d ° ° ° , ° ° < ° ° ■1j1{11Hii/��
SCHEDULE 40 PVC PIPE d ° °, I hereby certify that this document was ■■
' L ---------- (BARREL OR ARM) ,, ° A.
d d , d prepared by me or under my direct personal ��`' 'L pD ''.,
supervision and is correct to the best of my C? ,•'p��SSlp'y;
END VIEW SIDE VIEW MAINTAIN DEPRESSION To - _ = - knowledge and belief and that I am a duly
(NO SCALE) MINIMIZE CHANCE OF _ SEAL
SKIMMER BECOMING STUCK PLAN VIEW g 048820
DRAWN BY T. R. EVANS 10/10 licensed Professional Engineer under the : >Qzz SHEET NUMBER
laws of the St a of o h arolina. = 4�-
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W W.FAIRCLOTHSKI
I SON INC. N.T.S. ;�1 '•'.
STRUCTURE TELEPHONE: (919) -12 (Signature) f /� „`• t
EMAIL: WARREN®FA) 66 RCLOTHSK MMER.COM ■■
Date: January 15,2024 �►►rtllil■�■ 02C0-G009

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� ♦� � � � � � � I hereby certify that this document was ,+ � CAp '�.,
♦ x NAB-83 prepared by me or under my direct personal ;`` . ...... `'; AERIAL VIEW
NC—sPCs supervision and is correct to the best of my rp� ,
� i
knowledge and belief and that I am a duly SEAL "-":
licensed Professional Engineer under the = = 041380 = 0 40 80 120
laws of the Sta f h r lina. :y' SHEET NUMBER
(Signature)
Date: January 15,2024 ���ttiittt'�'� SCALE 1" 40' 02CO-GO10

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_ TRENCH 70'-0" MINIMUM LIMITS OF COMPACTED SELECT EMBANKMENT 0
CONDITION GRANULAR STRUCTURAL BACKFILL CONDITION w
8.0' BACKFILL WIDTH low 8.0' BACKFILL WIDTH
SEE NOTE #1 SEE NOTE #1
FILL MATERIAL ABOVE 7 6
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MIN. COVER LEVEL OVERALL HEIGHT OF Q .2 ) .L U;
TRENCH COVER = 8'-0"
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CL 1.0 STANDARDS AND DEFINITIONS 2.0 GENERAL CONDITIONS (CONTINUED)
REINFORCED CONCRETE
FOOTING SPAN 1.1 STANDARDS - All standards refer to the current ASTM/AASHTO 2.3 Prior to bidding the work the Contractor shall examine, investigate and
edition unless otherwise noted. inspect the construction site as to the nature and location of the work,
a
and the general and local conditions at the construction site, including
SECTION1.1.1 ASTM A761 "Corrugated Steel Structural Plate, Zinc Coated for without limitation, the character of surface or subsurface conditions
Fleld-Bolled Pipe, Pipe-Arches and Arches" and obstacles to be encountered on and around the construction site w
(AASHTO Designation M-167). and shall make such additional investigation as he may deem o
necessary for the planning and proper execution of the work. w
1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12 l
Division I - Design, AASHTO LRFD Bridge Design Specifications If conditions other than those indicated are discovered by the C, m
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS Section 12. Contractor, the Owner shall be notified immediately. The material > a N
which the Contractor believes to be a changed condition shall not be w
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES: 1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26 w
disturbed so that the owner can investigate the condition. N
SATISFACTORY BACKFILL MATERIAL PROPER PLACEMENT AND COMPACTION ARE KEY Division II - Construction. AASHTO LRFD Bridge Construction N o
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED Specifications - Section 26. ASTM A807. Standard Practice for 2.4 The construction shall be performed under the direction of the Engineer. N
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY. Installing Corrugated Steel Structural Plate Pipe.
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT z "
THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN 2.5 All aspects of the structure design and site layout including foundations,
TRACTOR (D-4 OR LIGHTER) EQUIPMENT. MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL 1.2 DEFINITIONS backfill and treatments and necessary scour consideration shall be
NOTES MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE performed by the Engineer.
1.2.1 Owner - In these specifications the word "Owner" shall mean
REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE PIEDMONT LITHIUM CAROLINAS, INC.
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED 3.0 ASSEMBLY AND INSTALLATION
ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL. 1.2.2 Engineer - In these specifications the word "Engineer" shall mean the
THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS. BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE IN 8" Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC. 3.1 Bolts and nuts shall conform to the requirements w ASTM The single radius
LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY. arch structure shall be assembled in accordance with the pllateate layout drawings
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A provided by the Manufacturer and per the Manufacturer's recommendations.
A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED 1.2.3 Manufacturer - In these specifications the word Manufacturer
BALANCED FASHION IN THIN LIFTS (8" LOOSE TYPICALLY) AND shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180. FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE PATRICK IMHOF. Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs.
PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON-WOVEN
3. MONITORING OF THE SINGLE RADIUS ARCH STRUCTURE IS REQUIRED GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN 1.2.4 Contractor - In these specifications the word "Contractor" shall 3.2 The single radius arch structure shall be installed in accordance with the plans and
DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND SITU MATERIAL. mean the firm or corporation undertaking the execution of any specifications, the Manufacturer's recommendations, and AASHTO Standard
DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE installation work under the terms of these specifications. Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO
THE STRUCTURE. NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED LRFD Bridge Construction Specifications - Section 26.
GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER 1.2.5 Approved - In these specifications the word "approved" shall
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING refer to the approved of the Engineer or his designated 3.3 Trench excavation shall be made in embankment material that is structurally
COMPACTION METHODS AND EQUIPMENT. MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS adequate. The trench width shall be shown on the plans. Poor quality in situ
representative.presentative. N z
(HEAVIER THAN D-4) embankment material must be removed and replaced with suitable backfill as J 0 o
5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT 1.2.6 As Directed - In these specifications the words "as directed" shall directed by the engineer. Q 1- U a
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APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH refer to the directions to the Contractor from the Owner and his w Q 1E CO Q U
STRUCTURE. designated representative. 3.4 The structure shall be assembled in accordance with the Manufactures's instructions. o
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION, All plates shall be unloaded and handled with reasonable care. Plates shall not be o z
LL 6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE REFERENCE AASHTO M-145 2.0 GENERAL CONDITIONS rolled or dragged over gravel rock and shall be prevented from striking rock or other J w 0
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE GROUP CLASSIFICATION A-1-a A-1-b hard objects during placement in trench or on bedding. w < Q Q 0
FIRST SEVERAL INCHES OF FILL OVER THE CROWN. 2.1 Any Installation provided herein shall be endorsed by the Engineer, � L � V' a
Sieve Analysis Percent Passing discrepancies herein are governed by the Engineer"s plans and 3.5 The structure shall be backfilled using clean well graded granular material. Backfill
No. 10 (2.000 mm) 50 max. ---- specifications. must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each
lift shall be compacted to the specified density.
No. 40 (0.425 mm) 30 max. 50 max. 2.2 The Contractor shall furnish all labor, material and equipment and
perform all work and services except those set out and furnished by 3.6 If temporary construction vehicles are required to cross the structure, it is the
BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1 No. 200 (0.075 mm) 15 max. 25 max. the Owner, necessary to complete in a satisfactory manner the site Contractor's responsibility to contact the Engineer to determine the amount of
preparation, excavation, filling, compaction, grading as shown on the additional minimum cover necessary to handle the specific loading condition.
BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90 % Atterberg Limits for Fraction Passing No.40 (0.425 mm) plans and as described therein. This work shall consist of all Z Z J
PER AASHTO T-180. Normal highway traffic is not allowed to cross the structure until the structure has Z -
Liquid Limits ____ ____ mobilization clearing and grading, grubbing, stripping, removal of g Y - J Q
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT existing material unless otherwise stated, preparation of the land to been backfilled. If the road is unpaved, cover allowance to accommodate rutting Q
Plasticity Index be filled, filling of the land, spreading and compaction of the fill, and shall be as directed by the Engineer. Q W W LW
YOUR LOCAL CONTECH REPRESENTATIVE. Y 6 max. 5 max.
all subsidiary work necessary to complete the grading of the cut and Z Q
Usual Materials Stone Fragment, fill areas to conform with the lines, grades, slopes and specifications. J V Q
Modified from AASHTO M-145
Gravel and Sand This work is to be accomplished under the observation of the Owner 4.0 EROSION AND SEDIMENT CONTROL 0 = LV
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or his designated representative. W Z a
Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and 4.1 Construct Skimmer Basin or Sediment Trap as designed with temporary diversions. Q
typically classified by AASHTO M-145 as A-3 Materials should not be used. V 0 CD_ �e
4.2 Construct temporary stream crossings as shown in general details. Z Z Z
If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a. O
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4.3 As construction of the crossing progresses, construct, wattles, slope drains and = H O
Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for update temporary diversions to direct all runoff to designed Skimmer Basin or Z 0 W
Engineering Purposes (United Soil Classification System), for comparable soil groups. Sediment Trap. Upon completion of crossing, install permanent diversion ditches to J � V
direct all surface water runoff to applicable designed sediment structure. _J 0 Q
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I hereby certify that this document was P •,�,
prepared by me or under my direct personal E,
supervision and is correct to the best of my
knowledge and belief and that I am a duly r 2 SEAL g{':F
licensed Professional Engineer under the 048820 SHEET NUMBER
laws of the St t of or�th�Q/a�rolina
(Signature)
Date; January 15,2024 �+ri�iil�ti�� 02CO-G011

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�le �/ EMERGENCY SPILLWAY DETAIL Stage Storage Curve
LEVEL CONTROL SECTION SEDIMENT BASIN NO. 5
8 4� N.T.S.
\
FLUME \ NORMAL POOL E-,. 851.48 Z _
41.09 ft. F-
DITCH NO. 16
J
SLOPE DRAIN / 0.52 ft. J_ 855.00 Ak OP
le ,+ 1 1.00ft. Freeboard ( 55 00)STRUCTURE
PRINCIPLE SPILLWAY 1
72" SQUARE CONCRETE RISER W/TRASH RACK �� 00 �° B T *4 2 35.00 ft. 2 85a.00
AND 109 FT OF 30 IN. CMP5� , EM=RGENCYj SPILLWAY(853.48) Q
�60"""`­ / ��. ♦ �1 * NAD-83 853.00
NC-S�C'S 40 �
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DITCH NO. 16 l . + 30 ;-�- Channel Design (Non-Erodible)
e SKIMMER/ ACCESS ROAD Channel Type: Trapezoidal, Equal Side Slopes o 852.00
To vt OF POND j�� Dimensions: Left Side Slope 2.00:1
� -
EL.848.00 f / ,/ Right Side Slope 2.00:1 w PRINCI L SPILL AY(851.4 )
SEDIMENT BASIN Base Dimension: 35.00 851.00
LINER SYSTEM LIMIT ♦ , o Wetted Perimeter: 37.34` U
SLOPE DRAIN / / Area of Wetted Cross Section: 18.89
850.00
'50%CLEAN OUT EL. 849.87-� /I /
/ .
/ ♦ -� /I / , �� Channel Slope: 0.1000 LEAN UT LEVEL 849.87
ie ♦
./ POROUS BAFFLES (TYP.)• ,/ Manning's n of Channel: 0.0175 849.00
N
DITCH NO. 19 B � �! / �� Discharge: 32.19 cfs � o N
EMERGENCY SPILLWAY Depth of Flow: 0.52 feet
1
LEVEL CONTROL SECTION EL.=853.48 Velocity: 1.70 fps 848.00
X EMERGENCY SPILLWAY 0.00 0.40 0.80 1.20 1.60 2.00 � Q
1 1 Channel Lining: Grouted Rock Rip Rap
CHUTE SECTION Freeboard: 1.00 feet
X 1 Accumulative Storage (Acre-Ft)
/ �1/ 1 ♦%+/� Q
1
'oe �' EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 5 PRINCIPLE SPILLWAY Storage volume computations
XLD
A'.*;+, _ CHUTE SECTION Outflow SEDIMENT BASIN NO.5 ' m
�� OUTLET PROTECTION N.T.S. Total Discharge: 70.63 cfs
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
+ 846 Water er Elevation:
tion:Elevation: 857.48 ft O O O ( ) (ft) (ac-ft) STORAGE INTERVAL
ft ft ft ac AREA
7� ACCESS ROAD / ST-109 ;��i Detention
Elevation: 0.00 ft (ac) (ac-ft) (ft)
-� 19.54 ft. Detention Base Elevation: 0.00 ft
848.00 N/A N/A 0.2049
O Agft. Freeboard Outlet#1: Sediment Basin 5 Principle Spillway, Drop Pipe 849.00 N/A N/A 0.2256 0.2153 1.00 0.2113 0.2113 1.00
PLAN VIEW : SEDIMENT BASIN NO. 5 2 2 Riser Top Elev: 851.48 ft 849.87 N/A N/A 0.2436 0.2346 0.87 0.2049 0.4162 1.87
15.00 ft. Riser Length: 72.00 In 0.2359 0.13 0.0271 0.4433 2.00
SCALE: 1" - 50' 850.00 N/A N/A 0.2462 v1 v1 v1 v1
Riser Width: 72.00 in 0.2569 1.00 0.2528 0.6961 3.00 Z Z Z Z
851.00 N/A N/A 0.2676 w w w w
Orifice Coefficient: 0.50 0.2728 0.48 0.1309 0.8271 3.48
851.48 N/A N/A 0.2780
Weir Coefficient: 3.33 852.00 N/A N/A 0.2893
0.2784 0.52 0.1433 0.9704 4.00 0 0 0 0
Channel Design (Non-Erodible) Channel Slope: 50.0000 Culvert Length: 109.00 ft 853.00 N/A N/A 0.3118
0.3006 1.00 0.2962 1.2666 5.00
Manning's In of Channel: 0.0175 Culvert Diameter: 30.00 In 0.3173 0.48 0.1523 1.4189 5.48 0 0 0 0
853.48 N/A N/A 0.3228
Channel Type: Trapezoidal, Equal Side Slopes Culvert Invert In: 849.00 ft 854.00 N/A N/A 0.3347 0.3233 0.52 0.1665 1.5854 6.00 Ile Qf Qf Qf
Dimensions: Left Side Slope 2.00:1 Discharge: 32.19 cfs a a a a
0.3442 1.00 0.3423 1.9277 7.00 0
Culvert Invert Out: 848.00 ft 855.00 N/A N/A 0.3537 • o 0 0 0
Right Side Slope 2.00:1 Depth of Flow: 0.14 feet N w w w w
Q25 HWD EL. 852.48 Base Dimension: 15.00 Velocity: 15.59 fps Culvert Friction Coefficient: 0.02 0 s s s s
SKIMMER y p
Culvert Entrance Loss Coefficient: 0.90
900 PRINCIPLE SPILLWAY 900 Wetted Perimeter: 15.60 Channel Lining: Grouted Rock Rip Rap N
72" SQUARE CONCRETE RISER Area of Wetted Cross Section: 2.06 Freeboard: 1.00 feet o N ILO
M
50% CLEAN OUT EL. 849.87 W/TRASH RACK AND 109 FT OF 30" CMP o N N
OUTLET PROTECTION CUTOFF TRENCH z6 N M
2 FT X 1 FT � � 14 ft. 14 ft. 900 900
ANCHOR 850 2 --?, CREST 855.0 850 EXISTING GROUND (ABUTMENTS)
CBOT OM E . 848.0 0.92% Q25 HWD EL. 852.48
TRENCH 50% CLEAN OUT EL. 849.87 NORMAL POOL EL. 851.48
EXISTING GROUND 2 FT X 1 FT ANCHOR FILL MATERIAL
TRENCH I I 2' MAXIMUM IF NOT CUT TO BEDROCK
NORMAL POOL EL. 851.48 SEDIMENT BASIN 14 ft. �I 14 ft.
800 CLASS B STONE LINER SYSTEM 800 850 Z1 _ _ _ _- -_ 850
0+00 0+50 1+00 1+50 2+00 2+50 3+00 BOTTOM EL. 848.0 2 1 L
EXISTING GROUND 14 FT ACCESS 1
Cross Section A-A CREST EL. 855.00
Scale: 1" = 50' 2'
800 800
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
2 FT X 1 FT ANCHOR PROCTOR MAX. DRY DENSITY
2 FT X 1 FT ANCHOR Cross Section B-B' TRENCH WITHIN ±2% OPTIMUM MOISTURE
TRENCH Scale: 1" = 50' CUTOFF TRENCH DETAIL CONTENT
SEDIMENT BASIN
N.T.S.
LINER SYSTEM
Skimmer Design - Sediment Basin SB-5 N 0
Desired Skimmer Drawdown Time 3 days RISER BUOYANCY CALCULATION C)
Desired Skimmer Drawdown Rate 6,234 cf/day 2 FT X 1 FT ANCHOR TRENCH Demonstrate adequate stability by showing the downward force is a minimum of 1.25 ``' Q � 00 Q to
Skimmer Size 2.5 in RISER DETAILS 14 ft. times the upward force. o m
Head on Orifice 0.208 ft TRASH RACK EL. 855.00 Downward Force structure weight) > 1.25 x Upward Force (buoyancy) z � w J w z
Calculated Orifice Diameter 1.404 in SKIMMER ( 9 ) p ( Y Y) 7)
1'FREEBOARD
a❑❑❑❑oa❑❑❑❑aa❑❑❑❑o EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.853.48 72" Square Concrete Riser 10 10 1010 1U) a_ I L�
Actual Orifice Diameter (1/4 inch increments) 2 in 000000000 00000000
NORMAL POOL EL. 851.48 a❑❑❑❑oa❑❑❑❑aa❑❑❑❑o 1'FREEBOARD MIN. Height =Approximately 4
Actual Skimmer Drawdown Time 3.17 days = I I 2 2 Weight= 11,320 Ib
EXISTING GRADE i i 1 F 1 Where:
I I
Required Volume 13,374 c CONCRETE
CLEANOUT EL. 849.87 RISER
3.48' i �\ � \ \ \ \ \\ \\\ \\ \\ \\ Riser Weight= 11,320 Ib
4'X 4'X 1' CLASS B STONE I
30" DIA BARREL CMP Weight of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete
1' ' • a • I \ \\ \\ \ \\
I G
WATER ENTRY UNIT I---- - --------I \ \\ \\ \\ \\ \\\ \ \\\\\\\ \ Z
WITH TRASH SCREEN GENERAL NOTES: \ \\ \ \\ \\� ��\�\\\� \�\ �\ \\ \ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3 = 3,675 Ib Z Z J
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGEPIPE. /
• • • G
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN BOTTOM OF POND EL. 848.00 e Q • • • •• °" Structure Weight= 11,320 Ib + 3,675 Ib = 14,995 Ib O
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD •0 0000000o • • • d • d• • Q
CONDITIONS WARRANT A CHANGE. " a • a
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. STABILIZED OUTLET 3
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft
SEDIMENT BASIN CUT OFF TRENCH Z a ID
INSTALLED. ANTI-FLOTATION BASE IF APPLICABLE
ORIFICE OPENING INSIDE THE ( )
ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE LINER SYSTEM ELEVATION VIEW y y_ 3 3 - J Z W
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. Buoyancy- 144 ft x 62.4 Ib/ft - 8,985.E Ib T
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT ANTI-FLOTATION RISER FILL N.T.S. O =
MANNER. /�/
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT (IF APPLICABLE) Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) li Z LL
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. O
SCHEDULE 40 PVC PIPE 14,995 Ib > 8,985.6 Ib x 1.25 0 Cn
(BARREL OR ARM) ARTHEN EMBANKMENT U
MAXIMUM HEIGHT OF FLOAT WHEN No 72" SQUARE CONCRETE RISER ANTI FLOTATION BASE (IF APPLICABLE) 14,
995 Ib > 11,232 Ib Z m a
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE
OPENINGS EXIST
° a ' NOTES LEXIBLE HOSE (MAJOR STORM EVENT) • i . •FLOAT • • • 7
• • • • • 9 .1 B a �
1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive L=L Z Z Z
LU
INVERT OF LOWEST STORM PVC VENT • •a • strength of 4,000 psi. r
=1I- GRATE WATER DISCHARGE OPENING
HEEI HI H 11 PIPE •(MINOR STORM EVENT) • 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with J 0 �_
TOP VIEW II LOAT • a concrete shall be painted with a black bituminous enamel paint. U 0 W
FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO • \ \ 3. Riser to be constructed according to the Riser Details. W
VC VENT PIPE STORM WATER ; THE WATER QUALITY • \ Z I_
1 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at O Z V,
i DISCHARGE � DISCHARGE OPENING a
OPENING • 6'-0" 7'-0" concrete riser and pipe boot for culvert. 0 O Z
OUTLET PIPE _ �_. - 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system Q
_ - • \� \ \\\ (emergency spillway, slope pipe/culvert outlets, etc.). a (n J
�___;___ 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be W a a
- LEXIBLE HOSE • •
H L = 1.4 X DEPTH BARREL CMP reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. a
�- TO THE OVERFLOW a
MINIMUM LENGTH APPLIES •
i; L E
WATER ENTRY UNIT ( ' 1' PIPE d • t • • • • ° R%%1111�✓i l f
' I:- i (BARREL OR ARM) •• ° • • • ` n • 1 hereby certify that this document was w� �'Ap ,11it
- - ---------- • •� d prepared
e and is correct y me or under m theect best of m al ���` o...
.....
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO
(NO SCALE) MINIMIZE CHANCE OF PLAN VIEW knowledge and belief and that I am a duly
SKIMMER BECOMING STUCK licensed Professional Engineer under the - = -
DRAWN BY T. R. EVANS 10/10 N.T.S. = a4s82° .c SHEET NUMBER
laws of the St of o h arolina. ��
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET J. W. FARCLOTH I SON INC. 'per ,' h`C711N�• Q` • .�
WWW.FAI RCLOTHSKIMMER.COM
TELEPHONE: [phone]
f •�,. ''�� +v
STRUCTURE EMAIL: WARRENOFAIRCLOTHSKIMMER.COM (Signature) ,f��� B �4
FAX: [phone]
Date: January 15,2024 raj j,,I 1 j,jj0 02CO-H005

p gp0
9p 4- \S5� � _8J�_ -
_ EMERGENCY SPILLWAY DETAIL
/� Stage Storage Curve
DITC LEVEL CONTROL SECTION H NO. 19 N.T.S. SEDIMENT BASIN NO. 6
Z =
�$p s H_
/ ft. 10 J
� A le � B�
- �85�_ / ft. 852.00 Ah
FLUME 0.59�6p I / / 1 (8op 2 00)STRUCTURE
SLOPE 2 2
� ,��-0- 1.00ft. Freeboard)
DRAIN � ���_ 41.00 ft. 851.00
S EME GENCY PILLWAY(850.41)
i i `♦ \ LU
ACCESS ROAD / Channel Design (Non-Erodible) Channel Slope: 0.1000 _j 850.00
$ Manning's n of Channel: 0.0175 g
Ile / Channel Type: Trapezoidal, Equal Side Slopes o
DITCH NO. C / / _ 849.00
� BOTTOM OF POND � I � Dimensions. Left Side Slope 2.00.1 Discharge. 45.75 cfs �,
;y EL.845.00 �� SEDIMENT BASIN Ae Right Side Slope 2.00:1 Depth of Flow: 0.59 feet j
SKIMMER ` LINER SYSTEM LlM T / Base Dimension: 41.00 Velocity: 1.84 fps uj ( ) .
T PRINCI AL SPILL AY 848. 1
u Y 848.00
Cp 50%CLEAN OUT EL. 846.86 / Wetted Perimeter: 43.63 Channel Lining: Grouted Rock Rip Rap U
' � <ZXZ
rC Area of Wetted Cross Section: 24.82 Freeboard: 1.00 feetACCESS ROAD i ^ 27
NORMAL POOL EL. 848. te 847.00
«««< f CLEAN OUT LEVEL (846.86)
-* G
DITCH NO. 20
PRINCIPLE SPILLWAY
N
i ♦ �'�� 72" SQUARE CONCRETE RISER W/TRASH RACK 846.00 `q
+ AND 53 FT OF 30 IN. CMP EMERGENCY SPILLWAY DETAIL
B -�
'� CHUTE SECTION
845.00
EMER • Q
POROUS BAFFLES (TYP.) I OUTLET PROTECTION♦ � ♦ SEDIMENT BASIN NO. 6 PRINCIPLE SPILLWAY 0.00 a6o 1.20 1.80 2.40 3.00
�� �
GENCY SPILLWAY ��♦. ♦♦+
CHUTE SECTION V ♦ ♦ ♦ ♦ Outflow Accumulative Storage (Acre-Ft) � Q
A ♦ ♦ ♦ ♦♦ Total Discharge: 59.55 cfs >
Storage volume computations
�n / \ ♦♦♦ \ ♦♦♦♦�♦ 19.67 ft. Water Surface Elevation: 849.51 ft D
I ; ♦ ♦ ♦�♦ 0.17 fft Tailwater Elevation: 0.00 ft °'
♦ ♦ + ♦ 1 1 1.00ft. Freeboard
EMERGENCY SPILLWAY +♦♦♦ ♦♦ +♦♦♦ 2 2 T Detention Base Elevation: 0.00 ft SEDIMENT BASIN NO.6 ' 00
LEVEL CONTROL SECTION EL. =850.41 ♦♦ ♦ 15.00 ft. T
/ / -�. ♦♦ ♦+;♦♦ / Outlet#1: Sediment Basin 6 Principle Spillway, Drop Pipe ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
k / Riser Top Elev: 848.51 ft (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
/ X Riser Length: 72.00 in (aG) (aG-ft) (ft)♦♦� ♦♦♦�♦ "
X / ♦ '� ♦ / Channel Design (Non-Erodible) Channel Slope: 50.0000 Riser Width: 72.00 in
Manning's In of Channel: 0.0175 Orifice Coefficient: 0.50 845.00 N/A N/A 0.3168
PLAN VIEW : SEDIMENT BASIN NO. 6 Channel Type: Trapezoidal, Equal Side Slopes 0.3293 1.00 0.3246 0.3246 1.00
Dimensions: Left Side Slope 2.00:1 Discharge: 45.76 cfs Weir Coefficient: 3.33 846.00 N/A N/A 0.3418
SCALE: 1" = 50' Right Side Slope 2.00:1 Depth of Flow: 0.17 feet Culvert Length: 53.00 ft 846.86 N/A N/A 0.3634 0.352E 0.8E 0.304E 0.6292 1.8E F
Base Dimension: 15.00 Velocity: 17.88 fps Culvert Diameter: 30.00 In 847.00 N/A N/A 0.3668 0.3543 0.14 0.0450 0.6742 2.00 W Uj Uj Uj
Culvert Invert In: 845.00 ft 848.00 N/A N/A 0.3922 0.3795 1.00 0.3747 1.0489 3.00 0 0 0 0
Wetted Perimeter: 15.75 Channel Lining: Grouted Rock Rip Rap 848.51 N/A N/A 0.4055 0.3989 0.51 0.2034 1.2523 3.51
p P Culvert Invert Out: 844.00 ft 0.4053 0.49 0.1969 1.4492 4.00
Area of Wetted Cross Section: 2.56 Freeboard: 1.00 feet Culvert Friction Coefficient: 0.02 849.00 N/A N/A 0.4183
Culvert Entrance Loss Coefficient: 0.90 850.00 N/A N/A 0.4450 0.4317 1.00 0.4266 1.8759 5.00 0 0 0 0
850.41 N/A N/A 0.4562 0.450E 0.41 0.1847 2.060E 5.41 � UJ UJ UJ Ile
Q25 HWD EL. 849.41 0.458E 0.59 0.2687 2.3293 6.00 g
851.00 N/A N/A 0.4722 W W W W
N
900 SKIMMER 900 0.4834 1.00 0.4812 2.8105 7.00 5 5 5 5
852.00 N/A N/A 0.4947 0w w w w
UJ UJ
50% CLEAN OUT EL. 846.86 PRINCIPLE SPILLWAY
eq
N \ M u7
NORMAL POOL EL. 848.51 72" SQUARE CONCRETE RISER o N o
W/TRASH RACK AND 53 FT OF o N N
30" CMP Q25 HWD EL. 849.41
14 ft. 14 ft. EXISTING GROUND 900 NORMAL POOL EL. 848.51 900 CUTOFF TRENCH z° N M
850 CREST 852.0 850
2 FT X 1 FT ANCHOR BOTTOM EL. 45.0 1 I)% o EXISTING GROUND ABUTMENTS
50/o CLEAN OUT EL. 846.8E (ABUTMENTS)
TRENCH OUTLET PROTECTION
EXISTING GROUND
CLASS B STONE 850 14 ft. 14 ft. 850 FILL MATERIAL
2' MAXIMUM IF NOT CUT TO BEDROCK
800 800
0+00 0+50 1+00 1+50 2+00 2+50 3+00 2 FT X 1 FT ANCHOR 27 BOTTOM EL. 845.0 2 - - - - -
TRENCH 14 FT ACCESS 1 L
SEDIMENT BASIN Cross Section A-A CREST EL. 852.00 1
LINER SYSTEM Scale: 1" = 50' SEDIMENT BASIN
800 LINER SYSTEM 800
2'
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
SUITABLE EARTHEN MATERIAL
Cross Section B-B COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
Scale: 1" = 50' WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
N.T.S.
N Z O
o 0
O
Skimmer Design - Sediment Basin SB-6
RISER BUOYANCY CALCULATION I-_
Desired Skimmer Drawdown Time 3 days Demonstrate adequate stability by showing the downward force is a minimum of 1.25 _j Z : U)
Q Q
Desired Skimmer Drawdown Rate 9,774 cf/day times the upward force. w :2 ao (0
o m
Skimmer Size 3 in 2 FT X 1 FT ANCHOR TRENCH Z V)
Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) o
TRASH RACK RISER DETAILS 14 ft. v� a w H Q O w
Head on Orifice 0.25 ft Z y w J w Z Calculated Orifice Diameter 1.680 in EL. 852.00 72 Square Concrete Riser w of = Q C) of �
Actual Orifice Diameter(1/4 inch increments) 2.5 in SKIMMER + V FREEBOARD Height=Approximately 4' " `� L`
p❑❑❑❑pp❑❑❑❑pp❑❑❑❑p } - Weight= 11,320 lb
Actual Skimmer Drawdown Time 3.23 days 0❑❑❑❑00❑❑❑❑�0❑❑❑❑0 + EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.850.41
NORMAL POOL EL. 848.51 ❑❑❑❑00❑❑❑❑��❑❑❑❑0 V FREEBOARD MIN. Where:
2 2
Required Volume 1 23,2921 cf
EXISTING GRADE I I 1 1 Riser Weight= 11,320 lb
CONCRETE I
50% CLEANOUT EL. 846.86 RISER i \ Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete
WATER ENTRY UNIT 4' X 4'X VCLASS B STONE i \\ \\\ \ \ \\ \\ \\\ \ \ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3= 3,675 lb V Z J
WITH TRASH SCREEN GENERAL NOTES: 1, '_____° a e________ I
30" DIA BARREL CMP \ \ Z
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE. I--e_ _� \ \\�\\�\\ \\�\ Structure Weight = 11,320 lb + 3,675 lb = 14,995 lb J Q
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS INCONDITIONS CHANGE. ° e
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
000000000 3. EMBAN MENTVARR MUSTNBEACOMPACTED TO DESIGN SPECIFICATIONS. BOTTOM OF POND EL. 845.00 a °a °� ° °' ° < °• Buoyancy = Displacement Volume of Riser x 62.4 lb/ft' Q li W
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION <° ° a " < Z
°
ORIFICE OPENING INSIDE THE INSTALLED. . 4 d°5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE ° e Buoyancy = 144 ft'x 62.4 lb/ft' = 8,985.E lb U O
ORIZONTAL TUBE WITH A . STABILIZED OUTLET
DISCHARGE END OF THE PIPE � W
CONSTANT HYDRAULIC HEAD SEDIMENT BASIN ANTI-FLOTATION BASE (IF APPLICABLE) Q =
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT CUT OFF TRENCH
MANNER. LINER SYSTEM Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
SCHEDULE 40 PVC PIPE
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. ANTI-FLOTATION RISER FILL ELEVATION VIEW Fn O
MAXIMUM HEIGHT OF FLOAT WHEN NO
LL
(BARREL OR ARM) ARTHEN EMBANKMENT (IF APPLICABLE) N.T.S. 14,995 lb > 8,985.E lb x 1.25
14,995 lb > 11,232 Ib V Z Q W
A
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE ii
OPENINGS EXIST NOTES
LEXIBLE HOSE (MAJOR STORM EVENT) 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) 0
FLOAT 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive = Z QZ
INVERT OF LOWEST STORM PVC VENT e ° e ° d ° 4 • strength of 4,000 psi. Z W
-1 I I-� WATER DISCHARGE OPENING
H�I±I-�N GRATE PIPE e . 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with
(MINOR STORM EVENT) A ° ; concrete shall be painted with a black bituminous enamel paint.
J
TOP VIEW - FLEXIBLE HOSE MUST BE LOAT ° p p Q W
- - 3. Riser to be constructed according to the Riser Details. V
SECURELY FASTENED TO A \
�VC VENT PIPE l STORM WATER THE WATER QUALITY ° n 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at Z Z W LU /
DISCHARGE DISCHARGE OPENING °
- OPENING a �\ \ \ concrete riser and pipe boot for culvert. O Z
OUTLET PIPE \ 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system 2 Q
_ - ° 6'-0" T-0" (emergency spillway, slope pipe/culvert outlets, etc.). 0 J
6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be LU a
LEXIBLE HOSE \ reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. a
H L = 1.4 X DEPTH
�- TO THE OVERFLOW a.
'• , i - MINIMUM LENGTH APPLIES ° ° <°
WATER ENTRY UNIT 1. ; ;,--- SCHEDULE 40 PVC PIPE BARREL CMP r1lp,,I
' L - (BARREL OR ARM) <a ° ° < ° e ti
l a I hereby certify that this document was C- o
-_ ° prepared by me or under my direct personal ��` '� D f,
° C ° G e supervision and is correct to the best of my ►O .•'oF�ssr 4;•.,
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO a knowled a and belief and that I am a dui
MINIMIZE CHANCE OF °e ' ' licensed Professional Engineer under the =� SEAL ZV SHEET NUMBER
(NO SCALE) SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10 1. 048820
laws of the St e f o h arolina.
® J. W. FAIRCLOTH & SON INC. PLAN VIEW ��•'', �` ' 'C"
FAIRCLOTH SKIMMER DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM . r��V .... , ` ,�..
STRUCTURE TELEPHONE: ) 73 -12-1244 (Signature) '`•
EMAIL: WARREN®FA)RCLOTHSK MMER.COM N.T.S. ••,�
Date: January 15,2024 �'�rr�inr ��'� 02CO-H006

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ACCESS ROAD y /le
Stage Storage Curve
le POROUS BAFFLES (TYP.) SEDIMENT BASIN NO. 7
-� �► DITCH NO. 20
Z ::,
SLOPE DRAIN y A
cRESTEL. 850.0 of
_
�► ACCESS ROAD
o EMERGENCY SPILLWAY DETAIL 850.00 TOP OF 3TRUCTURE
_
LEVEL CONTROL SECTION (850.00)
---?9L52 4<4�
N.T.S. 849.00
I
B I I E ERGENC SPILLW Y(848.34)
NAD-83
�8_ NC-SPcs 56.6564 gg f 848.00
LU
\ BOTTOM OF POND I - O T OOtft. Freeboard �
_ 0 /I� 1 T
o EL.s43.00 I SKIMMER � ��` - �$� 1 } •0 847.00
2
�' I SEDIMENT BASIN 2 50.00 ft.
\ _ ' LINER SYSTEM LIMIT - -- W 846.00 PRINCI DAL SPILL AY(846.34)
PRINCIPLE SPILLWAY . � o
72" SQUARE CONCRETE RISER W/ U
TRASH RACK AND 67 FT OF 36 IN. CMP 845.00
�C\ i Channel Design (Non-Erodible) Channel Slope: 0.1000 CLEAN OUT LEVEL(844.76) p
Manning's In of Channel: 0.0175 N
50%CLEAN OUT EL. 844.76 NORMAL POOL EL. 846.34 _+ OUTLET PROTECTION Channel Type: Trapezoidal, Equal Side Slopes 844.00 ' N
/ / + Dimensions: Left Side Slope 2.00:1 Discharge: 68.22 cfs
Right Side Slope 2.00:1 Depth of Flow: 0.66 feetX.
\ + Base Dimension: 50.00 Velocity: 2.00 fps 843.00 Q
_118"�\ / 0.00 0.80 1.60 2.40 3.20 4.00 4.80Wetted Perimeter: 52.97 Channel Lining: Grouted Rock Rip Rap
�- EMERGENCY SPILLWAY _ /o A' + Area of Wetted Cross Section: 34.09 Freeboard: 1.00 feet
LEVEL CONTROL SECTION EL. 848.34 -- _ �+ Accumulative Storage (Acre-Ft) .
\ >
Storage volume computations a)
a)
1 EMERGENCY SPILLWAY DETAIL SEDIMENT BASIN NO. 7 PRINCIPLE SPILLWAY SEDIMENT BASIN NO.7 m
EMERGENCY SPILLWAY� �+� CHUTE SECTION / CHUTE SECTION Outflow ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
ft� (ft) (ac-ft) STORAGE INTERVAL N.T.S. Total Discharge: 79.92 cfs O (ft) (ft) (ac) AREA
Water Surface Elevation: 847.34 ft
Tailwater Elevation: 0.00 ft
844.00 N/A N/A 0.5001
843.00 N/A N/A 0.4676
PLAN VIEW : SEDIMENT BASIN NO. 7
29.6252 � Detention Base Elevation: 0.00 ft 0.4839 1.00 0.4781 0.4781 1.00
1
844.76 N/A N/A 0.5245 0.5123 0.76 0.3871 0.8652 1.76
SCALE: 1" = 50' . t Outlet#1: Sediment Basin 7 Principle Spillway, Drop Pipe 0.5163 0.24 0.1236 0.9888 2.00
0
1. ft. Freeboard 845.00 N/A N/A 0.5324 z z z z
T Riser Top Elev: 846.34 ft 846.00 N/A N/A 0.5654 0.5489 1.00 0.5432 1.5320 3.00
2 25.00 ft. 2 1 Riser Length: 72.00 In 846.34 N/A N/A 0.5769 0.5711 0.34 0.1942 1.7261 3.34 0 0 0 0
Riser Width: 72.00 In 847.00 N/A N/A 0.5992 0.5823 0.66 0.3823 2.1085 4.00
Orifice Coefficient: 0.50 848.00 N/A N/A 0.6336 0.6164 1.00 0.6104 2.7189 5.00
w w w w
Weir Coefficient: 3.33 848.34 N/A N/A 0.6455 0.6395 0.34 0.2174 2.9363 5.34
C:
ft a a a a
Channel Design (Non-Erodible) Channel Slope: 50.0000 Culvert Length: 67.00 849.00 N/A N/A 0.6685 0
Q25 HWD EL. 847.34 0.6511 0.66 0.4275 3.3639 6.00
0.6832 1.00 0.6806 4.0445 7.00 N w w w w
Manning's n of Channel: 0.0175 Culvert Diameter: 36.00 in 850.00 N/A N/A 0.6978 0 0 0 1n
900 NORMAL POOL EL. 846.34 900 Channel Type: Trapezoidal, Equal Side Slopes Culvert Invert In: 843.00 ft
Dimensions: Left Side Slope 2.00:1 Discharge: 68.24 cfs Culvert Invert Out: 842.00 ft
EXISTING GROUND Right Side Slope 2.00:1 Depth of Flow: 0.16 feet Culvert Friction Coefficient: 0.02 0 N N N
SKIMMER Base Dimension: 25.00 Velocity: 17.25 fps Culvert Entrance Loss Coefficient: 0.90 °
50% CLEAN OUT EL. 844.76 EMERGENCY SPILLWAY N
848.3��i��CREST
Wetted Perimeter: 25.70 Channel Lining: Grouted Rock Rip Rap
14 ft. Area of Wetted Cross Section: 3.96 Freeboard: 1.00 feet Z N M
850 27 - - 850.00 850
d I
BOTTOM EL. 8 .0 " CUTOFF TRENCH
2 FT X 1 FT ANCHOR
TRENCH CLASS B STONE EXISTING GROUND (ABUTMENTS)
OUTLET PROTECTION
800 800 900 900
0+00 0+50 1+00 1+50 2+00 2+50 Q25 HWD EL. 847.34 FILL MATERIAL 2' MAXIMUM IF NOT CUT TO BEDROCK
SEDIMENT BASIN Cross Section A-A' PRINCIPLE SPILLWAY 50% CLEAN OUT EL. 844.76 NORMAL POOL EL. 846.34
LINER SYSTEM 72" SQUARE CONCRETE RISER EXISTING GROUND - - - - - - - - -
Scale: 1" = 50' W/TRASH RACK AND 67 FT OF 36" CMP I I 1 L
850 � � 14 ft. 850 1
BOTTOM EL. 843.0
2'
2 FT X 1 FT ANCHOR 14 FT ACCESS
TRENCH SEDIMENT BASIN CREST EL. 850.00 SUITABLE EARTHEN MATERIAL
LINER SYSTEM COMPACTED TO 95% OF STANDARD
800 800 PROCTOR MAX. DRY DENSITY
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 WITHIN ±2% OPTIMUM MOISTURE
CUTOFF TRENCH DETAIL CONTENT
Cross Section B-B' 2 FT X 1 FT ANCHOR N z o
Skimmer Design - Sediment Basin SB-7 TRENCH N.T.S. o 0 1=
Scale: 1" = 50' \ = D
Desired Skimmer Drawdown Time 3 days RISER BUOYANCY CALCULATION Y Q N (n a-
Desired Skimmer Drawdown Rate 9,774 cf/day w Q :200 Q I•
_j Z \ (n
Skimmer Size 3 in Demonstrate adequate stability by showing the downward force is a minimum of 1.25 o m
times the upward force. o N
Head on Orifice 0.25 ft Z z o C) d
Calculated Orifice Diameter 1.680 in 2 FT X 1 FT ANCHOR TRENCH Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) 0 � � w _j bi � Z
o a w1-- Q o J
Actual Orifice Diameter(1/4 inch increments) 2.75 in RISER DETAILS 14 ft. of
0 " 0 L`
TRASH RACK �{ 72" Square Concrete Riser
Actual Skimmer Drawdown Time 3.25 days EL. 850.00 Height=Approximately 4'
SKIMMER V FREEBOARD Weight= 11,320 Ib
1010101000❑❑❑❑00111000 EMERGENCY SPILLWAY DEPTH MERGENCY SPILLWAY EL.848.34
Required Volume 28,350 cf 00❑❑❑00❑❑❑❑00❑❑❑❑0 Where:
NORMAL POOL EL. 846.34 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 1'FREEBOARD MIN.
2 2 Riser Weight = 11,320 Ib
EXISTING GRADE I I 1 F 1
CONCRETE I Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete Q
50% CLEANOUT EL. 844.76 RISER i Z
WATER ENTRY UNIT I I �\ \ \ \ \� \� \� \ \ Weight of Concrete Base = (7 ft x 7 ft x 0.5 ft) x 150 Ib/ft - 3,675 Ib Z
WITH TRASH SCREEN GENERAL NOTES: I 3.34' I \ a_
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE \ \ \ \ \\\ \� \� \\ \\ \\ \\ \ \\ \\\\\ \\ \\ \\ \\ \ \\\\\\ \\\ J
PIPE. 4'X 4'X V CLASS B STONE
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 1, a ° 36" DIA BARREL CMP \ \ \ \ \ \ \ \ \ \ \ \ Structure Weight - 11,320 Ib + 3,675 Ib - 14,995 Ib C O
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD de` a \ \ \ \ \ \ \ - =
0000o CONDITIONS WARRANT A CHANGE. I---- - --------I \ �\ \\ \\ \\ \\\\\\\ \\\\ \ \\ \ \ \\\\ \\ \ \ LPL
LU
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. \ \\\ \\ \\� \�\\ Buoyancy = Displacement Volume Of Riser x 62.4 lb/ft'
Z Q ~ 0
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION .
ORIFICE OPENING INSIDE THE INSTALLED. •• • A. . • ° d \ \ \
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE BOTTOM OF POND EL. 843.00 d •° J V W
ORIZONTAL TUBE WITH A DISCHARGE END OF THE PIPE. °e d ° d • e • 3 3 -
CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT • , • d• • d • Buoyancy = 144 ft x 62.4 Ib/ft - 8,985.6 Ib O = Z J
MANNER' STABILIZED OUTLET Z LL
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT SEDIMENT BASIN Downward Force structure weight) > 1.25 x Upward Force (buoyancy)SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. ANTI-FLOTATION BASE (IF APPLICABLE) CUT OFF TRENCH ( g ) P ( Y Y) a � V Q
SCHEDULE 40 PVC PIPE LINER SYSTEM V O
(BARREL OR ARM) ARTHEN EMBANKMENT ELEVATION VIEW
MAXIMUM HEIGHT OF FLOAT WHEN NO
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE ANTI-FLOTATION RISER FILL N.T.S. 14,995 Ib > 8,985.E Ib x 1.25 Z
OPENINGS EXIST (IF APPLICABLE) 14,995 Ib > 11,232 Ib m li
LEXIBLE HOSE (MAJOR STORM EVENT) NOTES D
� Z Z
FLOAT 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive =
_ 72" SQUARE CONCRETE RISER ANTI FLOTATION BASE (IF APPLICABLE) Z W a
�I� H INVERT OF LOWEST STORM PVC VENT strength of 4,000 psi. �_
-Ili-II GRATE WATER DISCHARGE OPENING PIPE 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with J O M_
HI� • d
TOP VIEW - (MINOR STORM EVENT) LOAT • 4 ° 4 ° • 4 • concrete shall be painted with a black bituminous enamel paint. V 0 LU
' SECURELY FASTENED TO
_ FLEXIBLE HOSE MUST BE • • Z '
e ° . d 3. Riser to be constructed according to the Riser Details. W
° ,
PVC VENT PIPE I STORM WATER THE WATER QUALITY °d ° 4. Sediment Basin Liner System to be installed per manufacture specifications utilizing batten strip at Z (n
f/ DISCHARGE DISCHARGE OPENING , Z OPENING concrete riser and pipe boot for culvert. 10
OUTLET PIPE �-, • d 5. Cushion geotextile to be installed at locations where riprap is to be placed above the liner system Q
• d • " \ (emergency spillway, slope pipe/culvert outlets, etc.). o U) J
_ ° 6. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be yj Q
-- _ LEXIBLE HOSE ° \
it H L = 1.4 X DEPTH 6-0" T-O" reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen. a ('
�- TO THE OVERFLOW
- MINIMUM LENGTH APPLIES °
WATER ENTRY UNIT l III .i--- SCHEDULE 40 PVC PIPE d. '• , hereby certify that this document was 1. OAS
- i - - (BARREL OR ARM) ° • . prepared by me or under my direct personal ,�` '� .......
_ _ _ _ _ _ _ _ _ - -I d • BARREL CMP supervision and is correct to the best of my .•'o� S�o •;
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO A °
knowledge and belief and that I am a duly `¢ SEAL
(NO SCALE) MINIMIZE CHANCE OF d a ° • ° • • ° •
SKIMMER BECOMING STUCK / • ° ° •°d • ° d ° licensed Professional Engineer under the 048820 ; /x SHEET NUMBER
DRAWN BY T. R. EVANS 10 10 d A. laws of the St a f N C roI' a. • -`t-4
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W. FIRCLOH I SON INC. ° " �g�
WWW.FAIRCLOTHSKIMMER.COM
'•••••a.•• •
STRUCTURE TELEPHONE: ) 73 -12-1244 � rr fr
EMAIL: WARREN®FAIRCLOTHSK MMER.COM (Signature)
PLAN VIEW
Date: January 15,2024 02C0-H007
N.T.S.

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i �.01
- NORMAL POOL Channel Design (Non-Erodible)
� '� EL. 832.0 EMERGENCY SPILLWAY DETAIL Stage Storage Curve
Channel Type: Trapezoidal, Equal Side Slopes Sediment Basin No. 16
'�i ' ice / \ ' LEVEL CONTROL SECTION Dimensions: Left Side Slope 2.00:1
i ice ' / A _ N.T.S. Right Side Slope 2.00:1 836.00 To OF STRUCTURE Z _
' �� /_ Base Dimension: 30.00 TO .00) !.
835.00
Wetted Perimeter: 34.21 J
i� SLOPE DRAIN 37.77 ft. Area of Wetted Cross Section: 30.05
\ /
B ` \ 834.00 C
1.00ft. Freeboard Channel Slope: 0.1000 EME ENCY PILLW Y(834.06)
WV 1 T Manning's n of Channel: 0.0175 `
50%CLEAN OUT / I \ 2 0.94 ft. I 833.00 Q
EL. 830.2
� 30.00 ft. -I Discharge: 74.01 cfs
Depth of Flow: 0.94 feet
Velocity: 2.46 fps 832.00 Uj
OROUS BAFFLES (TYP.) 16 P y p PRINCI AL SPI LWAY( 32.00)
SKIMMER Channel Linin Grouted Rock Ri Ra C
9 p p 0 831.00 A 1Z
g36� /0 � Freeboard: 1.00 feet c
PRINCIPLE SPILLWAY 72" SQUARE GYes�� �� / >
CONCRETE RISER W/TRASH RACK /� c�� DITCH NO. W
830.00
AND 60 FT OF 36 IN. CMP / / / 42
BOTTOM OF POco
EL.8a8.00 �� EMERGENCY SPILLWAY DETAIL channel Design (Non-Erodible) s2s.00 v
EMERGENCY SPILLWAY / _ " IC CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes
LEVEL CONTROL SECTION EL. = 834.06 / �? �j N.T.S. Dimensions: Left Side Slope 2.00:1 828.00
G
�\ Right Side Slope 2.00:1 '
Base Dimension: 25.00 827.00 ' N
EMERGENCY SPILLWAY /
� / - / Wetted Perimeter: 25.73
CHUTE SECTION - �- Area of Wetted Cross Section: 4.16 826.00
29.66 ft. 0.00 0.60 1.20 1.80 2.40 3.00 3.60 4.20 4.80 5.40 6.00 Q
0.16ft.
1.00ft. Freeboard Channel Slope: 50.0000
OUTLET PROTECTION / T 2 25.00 ft. 2 T Manning's n of Channel: 0.0175 Accumulative Storage (Acre-Ft)
I
Discharge: 74.01 cfs Q
-� I / D t / i Depth of Flow: 0.16 feet Storage volume computations a
J D
� Velocity: 17.81 fps
4� SEDIMENT BASIN NO.16
Channel Lining: Grouted Rock Rip-Rap � in
Freeboard: 1.00 feet
71 4�/ /% ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE
(ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
)I i
(ac) (ac-ft) (ft)
DITCH NO. 42
- r 900 900 826.00 N/A N/A 0.4004
- / -1 - � /- .J ° 0.4171 1.00 0.4106 0.4106 1.00
50% CLEAN OUT EL. 830.2 827.00 N/A N/A 0.4338
2 -'� - ��� EXISTING GROUND 828.00 N/A N/A 0.4670 0.4504 1.00 0.4441 0.8548 2.00
NORMAL POOL EL. 832.0 829.00 N/A N/A 0.5007 0.4839 1.00 0.4775 1.3323 3.00 N N N N
0.5179 1.00 0.5115 1.8437 4.00 z z z z
CREST 836.00 830.00 N/A N/A 0.5351 w w w w
SKIMMER 0.5386 0.20 0.1077 1.9514 4.20
85O 85O 830.20 N/A N/A 0.5421 0.5526 0.80 0.4383 2.3898 5.00 0 0 0 0
PLAN VIEW : SEDIMENT BASIN NO. 16 I 831.00 N/A N/A 0.5701
I� 14 ft. 832.00 N/A N/A 0.6056 0.5878 1.00 0.5812 2.9709 6.00 _j _j _
SCALE: 1" = 50' OUTLET PROTECTION _ 21 833.00 N/A N/A 0.6417 0.6237 1.00 0.6168 3.5878 7.00 0 0 0
0.6600 1.00 0.6531 4.2409 8.00
BOTTOM EL. 828.00
1.67 0 2' 834.00 N/A N/A 0.6784 w w w w
0.6794 0.06 0.0408 4.2816 8.06 a a a
834.06 N/A N/A 0.6804 •oN o 0 0 0
800 CLASS B STONE 800 836.00 N/A N/A 0.7467 0.7126 1.94 1.3776 5.6592 10.00 j N N N uw)
w w w w
SEDIMENT BASIN NO. 16 PRINCIPLE SPILLWAY
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50
N �
Outflow o N N
PRINCIPLE SPILLWAY Cross Section A-A
Total Discharge: 82.67 cfs 72" SQUARE CONCRETE RISER Scale: 1" - 50' CUTOFF TRENCH o N M
Water Surface Elevation: 833.06 ft W/TRASH RACK Z
Tailwater Elevation: 0.00 ft AND 60' OF 36" CMP
EXISTING GROUND (ABUTMENTS)
Detention Base Elevation: 0.00 ft
Outlet#1: Primary Spillway, Drop Pipe FILL MATERIAL 2' MAXIMUM IF NOT CUT TO BEDROCK
Riser Top Elev: 832.00 ft 900 900
Riser Length: 72.00 in - - - - - - - - -
Riser Width: 72.00 in 50% CLEAN OUT EL. 830.2 NORMAL POOL EL. 832.0 1
Orifice Coefficient: 0.50 Q25 HWD EL. 833.06 EXISTING GROUND 1
Weir Coefficient: 3.33
Culvert Length: 60.00 ft 850 850 2'
Culvert Diameter: 36.00 in
2� 14 ft. 14 ft. SUITABLE EARTHEN MATERIAL
Culvert Invert In: 829.00 ft
Culvert Invert Out: 828.00 ft COMPACTED TO 95% OF STANDARD
CREST 836.00 BOTTOM EL. 828.00 PROCTOR MAX. DRY DENSITY
Culvert Friction Coefficient: 0.02 WITHIN ±2/° OPTIMUM MOISTURE
Culvert Entrance Loss Coefficient: 0.90 800 800 CUTOFF TRENCH DETAIL CONTENT
0+00 0+50 1+00 1+50 2+00 2+50 3+00 N.T.S.
Cross Section B-B'
Scale: 1" = 50'
N Z 0)0 3::
C14 O H
Skimmer Design - Sediment Basin SB-16 J z < � cn a `D
w a :2 00 a I
Desired Skimmer Drawdown Time 3 days o m
RISER BUOYANCY CALCULATION Z
Desired Skimmer Drawdown Rate 20,109 cf/day o
Skimmer Size 4 in Demonstrate adequate stability by showing the downward force is a minimum of 1.25 Z z w w Z
times the upward force. � Q w � Q O w
Head on Orifice 0.333 ft RISER DETAILS 14 ft. o o o 0 Q_ U-
Calculated Orifice Diameter 2.242 in TRASH RACK
EL. 836.00 Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
Actual Orifice Diameter (1/4 inch increments) 2.75 in SKIMMER 1'FREEBOARD
000000000000000000 72" Square Concrete Riser
Actual Skimmer Drawdown Time 3.20 days 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.834.06 Height -4.0'
NORMAL POOL EL. 832.0 0❑❑❑❑00❑❑❑❑00❑❑❑❑0 1'FREEBOARD MIN. Weight- 11,320 lb
I I 2 2
Required Volume 32,274 cf EXISTING GRADE ; E Where:
I CONCRETE I
50% CLEANOUT EL. 830.2 RISER \\ \ Riser Weight= 11,320 lb (� Z
WATER ENTRY UNIT I 4.0' I \ \ \ \\ \ \ \ \ \ \ \ \\ \ \\ \\ \ \ \\ \ \ \ \ \ \ \ \ Weight of Concrete Base - (Length x Width x Depth)x Unit Weight of Concrete Z J J
WITH TRASH SCREEN GENERAL NOTES: I I \ \ \ \ \
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE 4'X 4'X V CLASS B STONE I I \ \ \ \� \�\� \�\\ \\ \\ \\\ \ \ \\ \\ \\\\\\\ g - ( g p ) g
PIPE. -----a--------1
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 1' • • ° I 36 DIA BARREL CMP C 0
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD I d ° • J
--------I \ \ \ \ \ Weight of Concrete Anti-Flotation Base = ( ft x ft)x 7 ft x 7 0.5 150 Ib/ft3 = 3,675 lb
00 0o CONDITIONS WARRANT A CHANGE. I--- - \ \ \ \ \\ \\\ \\\\\\\\\ \ \ \ \ \ \ Q
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. \�\ \ \\ \ r
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION ° °° • ° ° d Structure Weight= 11,320 lb + 3,675 lb = 14,995 lb ' 1
ORIFICE OPENING INSIDE THE INSTALLED. BOTTOM OF POND EL. 828.00 d ° ° •O ° •° • J V O W
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE d
ORIZONTAL TUBE WITH A • , ° d `
DISCHARGE END OF THE PIPE. ° • ° d J
CONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT ° ° d • ° Buoyancy = Displacement Volume of Riser x 62.4 Ib/ft3 Z
MANNER. STABILIZED OUTLET
7. LL
EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT ANTI-FLOTATION RISER FILL ANTI-FLOTATION BASE IF APPLICABLE CUT OFF TRENCH Z
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. (IF APPLICABLE) ELEVATION VIEW ( ) Buoyancy = 144 ft'x 62.4 lb/ft' = 8,985.6 lb V O 0
SCHEDULE 40 PVC PIPE
(BARREL OR ARM) ARTHEN EMBANKMENT N.T.S.
MAXIMUM HEIGHT OF FLOAT WHEN NO
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z m a
OPENINGS EXIST
LEXIBLE HOSE (MAJOR STORM EVENT) 14,995 lb > 8,985.6 lb x 1.25 __ Z
Z
FLOAT 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) 14,995 lb > 11,232 lb Z Q
2
INVERT OF LOWEST STORM PVC VENT
-I -� WATER DISCHARGE OPENING a
NEwI I H GRATE PIPE ° ° NOTES J
-II (MINOR STORM EVENT) d° ° 9 O
TOP VIEW I FLOAT ° ° -4 ° ° ' 1 Q W
111 FLEXIBLE HOSE MUST BE ° d 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive V
VC VEN PIPE STORM WATER SECURELY FASTENED TO
THE WATER QUALITY ° ° strength of 4,000 psi. Z W
T I d
DISCHARGE DISCHARGE OPENING
OPENING • ° , 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with O Z Z
•; concrete shall be painted with a black bituminous enamel paint. Q
OUTLET PIPE = - - °• d \\ \\ 3. Riser to be constructed according to the Riser Details. 0 J
4. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be W Q
;• , H i LEXIBLE HOSE L = 1.4 X DEPTH ° 6-0" 7'4" reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen.
'! I- TO THE OVERFLOW
MINIMUM LENGTH APPLIES °
I 11H11/
WATER ENTRY UNIT 1 ;; SCHEDULE 40 PVC PIPE 4' • °° ° ' I hereby certify that this document was y,+��'j1�0� �'0',,
- (BARREL OR ARM) ° d • BARREL CMP prepared by me or under my direct personal R p � �±
°• • ° , supervision and is correct to the best of my O 04.•.,
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - _ = d ° d ° • • ° • ° knowledge and belief and that I am a duly _ `Q SEAL g�•:� �_
MINIMIZE CHANCE OF
(NO SCALE) SKIMMER BECOMING STUCK ° A. ° ° d ° d licensed Professional Engineer under the = = 048820 -
DRAWN BY T. R. EVANS 10/10 ° °° ° °d •° ': �"= SHEET NUMBER
laws of the Sta e f o h r I' a. '
® J. W. FAIRCLOTH & SON INC. - /}}„l�Y,yv� i��••'. 14lt �� .` ti
FAIRCLOTH SKIMMER DISCHARGE SYSTEM WITH OUTLET WWW.FAIRCLOTHSKIMMER.COM r 1 f ' ........ t �`
STRUCTURE TELEPHONE: ) 73 -1 2-1244 266 PLAN VIEW (Signature) , �t`�
EMAIL: WARRENOFAIRCLOTHSK M Date: January 15,2024 MER.COM �YI+I I,i 1�0%1
N.T.S. 02C0-J004

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SHEET NUMBERPLAN VIEW A300100 2000 \
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3O0 SHEET NUMBER
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s�� + '♦� \ 820 ie Existing Ground 820
\ ���J. +• I \ III \ I ,I ie 45'-5"
♦ I • I
\ , I• III Proposed Grade for
+ \ �', , /IC Structure Installation Proposed Haulroad Grade
ft\ , 780 780
34+00 34+40 34+80 35+20 35+60 36+00 36+40 36+80
I G O�
GA �5 � \ -- SK70 4
HAUL ROAD PROFILE STATION 34+00 - 36+80
--------- rx I
�I �� \ I ► I i� WHITESIDES ROAD TUNNEL BENEATH HAULROAD CROSSING
u' y y SCALE: 1" = 40'
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I hereby certify that this document was �Y,%� CA�p'',,
of
prepared by me or under my direct personal '�, ,,...Sr•Q�r�
knowledge and belief and that eamsupervision and is correct to theatduly y oSEALg• J AERIAL VIEW
Q r •� '
licensed Professional Engineer under the = =
=� ': 0413820
= a= SHEET NUMBER
NAB-83 / / / laws of the Sta f N C roI' a. y •, 41
NC-sPCs / \ / =:� ,fl � 0 40 80 120
\ \ \ (signature)
Date: January 15,2024 l���n u��►�� 02CO-KO04
SCALE 1"=40'

P
IZ :)
-
10 J
TRENCH 62'-0" MINIMUM LIMITS OF COMPACTED SELECT EMBANKMENT~ Q
CONDITION GRANULAR STRUCTURAL BACKFILL CONDITION
W
8.0' BACKFILL WIDTH L 8.0' BACKFILL WIDTH
SEE NOTE #1 F SEE NOTE #1
FILL MATERIAL ABOVE
MIN. COVER LEVEL OVERALL MAX. HEIGHT OF
� m
a o E o 7�
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1.0 STANDARDS AND DEFINITIONS 3.0 ASSEMBLY AND INSTALLATION Q�
U)
Q N M Q
SEE
06
o 1 LLI .1 STANDARDS - All standards refer to the current ASTM/AASHTO 3.1 Bolts and nuts shall conform to the requirements of ASTM A449. The single radius L
BRIDGECOR
edition unless otherwise noted. arch structure shall be assembled in accordance with the plate layout drawings
HORIZONTAL Q provided by the Manufacturer and per the Manufacturer's recommendations. °' .� 2
ELLIPSE a- J 1.1.1 ASTM A761 Corrugated Steel Structural Plate, Zinc Coated for �_ o n
J Fleld-Bolled Pipe, Pipe-Arches and Arches" Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs. � o
O 9 g pp q OCoC Cn
TRENCH w (45'-5" SPAN X 28'-0" RISE) 0 J (AASHTO Designation M-167). a) `�
+ - - O m 3.2 The single radius arch structure shall be installed in accordance with the plans and � E _�
Q 1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12
U specifications, the Manufacturer's recommendations, and AASHTO Standard ° c- E .L) ° ° U)
Division I - Design, AASHTO LRFD Bridge Design Specifications U , 0 o ._
w Specification for Highway Bridges - Section 26 Division II - Construction/AASHTO `6 o 0 N 0 � M
\ U Section 12. o Q
LRFD Bridge Construction Specifications - Section 26.
Q 1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26
3.3 Trench excavation shall be made in embankment material that is structurally
Division II - Construction. AASHTO LRFD Bridge Construction adequate. The trench width shall be shown on the plans. Poor quality in situ
NATURAL Specifications - Section 26. ASTM A807. Standard Practice for
UNDISTURBED 8" LOOSE LIFTS p embankment material must be removed and replaced with suitable backfill as
\ Installing Corrugated Steel Structural Plate Pipe. directed by the engineer.
EMBANKMENT 1
,. 1N. .2 DEFINITIONS Z Z Z
3.4 The structure shall be assembled in accordance with the Manufactures's instructions.
0 0 0
1.2.1 Owner - In these specifications the word "Owner" shall mean All plates shall be unloaded and handled with reasonable care. Plates shall not be o 0 0
PIEDMONT LITHIUM CAROLINAS, INC. rolled or dragged over gravel rock and shall be prevented from striking rock or other w w w
hard objects during placement in trench or on bedding.
1.2.2 Engineer - In these specifications the word "Engineer" shall mean the o a a
SPAN Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC. 3.5 The structure shall be backfilled using clean well graded granular material. Backfill o 0 0
must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each w w w
1.2.3 Manufacturer - In these specifications the word "Manufacturer" lift shall be compacted to the specified density. Cq
shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779
M
SECTION PATRICK IMHOF.
3.6 If temporary construction vehicles are required to cross the structure, it is the N
Contractor's responsibility to contact the Engineer to determine the amount of o � N to1.2.4 Contractor - In these specifications the word "Contractor" shall additional minimum cover necessary to handle the specific loading condition. Z
mean the firm or corporation undertaking the execution of any
installation work under the terms of these specifications. Normal highway traffic is not allowed to cross the structure until the structure has
been backfilled. If the road is unpaved, cover allowance to accommodate rutting
1.2.5 Approved - In these specifications the word "approved" shall shall be as directed by the Engineer.
refer to the approved of the Engineer or his designated
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS representative.
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES: 4.0 EROSION AND SEDIMENT CONTROL
1.2.6 As Directed - In these specifications the words "as directed" shall
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY refer to the directions to the Contractor from the Owner and his 4.1 Construct Sediment Basin, Skimmer Basin, or Sediment Trap as designed with
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY. designated representative. temporary diversions.
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS FROZEN LUMPS AND FOREIGN 2•0 GENERAL CONDITIONS
TRACTOR (D-4 OR LIGHTER) EQUIPMENT. 4.2 As construction of the crossing progresses, construct wattles, slope drains and
MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL NOTES MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE 2.1 Any Installation provided herein shall be endorsed by the Engineer, update temporary diversions to direct all runoff to designed Sediment Basin, Skimmer
REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE discrepancies herein are governed by the Engineer"s plans and Basin or Sediment Trap. Upon completion of crossing, install permanent diversion
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED specifications. ditches to direct all surface water runoff to applicable designed sediment structure.
ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL. 2.2 The Contractor shall furnish all labor, material and equipment and 4.3 The drainage area to the north of Whitesides Road Crossing will drain to the existing
THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS. BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE IN 8" perform all work and services except those set out and furnished by stream and Sediment Basin No. 14 prior to Concentrator Plant Pad construction. o o
LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY. the Owner, necessary to complete in a satisfactory manner the site Culvert C-4 and associated permanent diversion ditch will be installed prior to w o J J
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A Concentrator Plant Pad construction. Culvert C-3 will be installed as the pad lifts are Y Q N C Z
BALANCED FASHION IN THIN LIFTS 8" LOOSE TYPICALLY AND A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED preparation, excavation, filling, compaction, grading as shown on the J Z < N �, Z
( ) FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE plans and as described therein. This work shall consist of all installed until final pad elevation is achieved. w Q Q
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180.
PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON-WOVEN mobilization clearing and grading, grubbing, stripping, removal of Z �
3. MONITORING OF THE TWO RADIUS ARCH STRUCTURE IS REQUIRED GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN existing material unless otherwise stated, preparation of the land to0 o
DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND SITU MATERIAL. be filled, filling of the land, spreading and compaction of the fill, and Q w Q o w
DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE all subsidiary work necessary to complete the grading of the cut and o o o (n a_
THE STRUCTURE. NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED fill areas to conform with the lines, grades, slopes and specifications.
GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER This work is to be accomplished under the observation of the Owner
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING or his designated representative.
COMPACTION METHODS AND EQUIPMENT. MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS
(HEAVIER THAN D-4). 2.3 Prior to bidding the work the Contractor shall examine, investigate and
5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT inspect the construction site as to the nature and location of the work,
APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH and the general and local conditions at the construction site, including
STRUCTURE. without limitation, the character of surface or subsurface conditions V Q
and obstacles to be encountered on and around the construction site Z Z_ J
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION, J
6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE REFERENCE AASHTO M-145 and shall make such additional investigation as he may deem - Q
H
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE GROUP CLASSIFICATION A-1-a A-1-b necessary for the planning and proper execution of the work. C/j 0 Q 0 W
FIRST SEVERAL INCHES OF FILL OVER THE CROWN. Sieve Analysis Percent Passing If conditions other than those indicated are discovered by the Z Q ID
Contractor, the Owner shall be notified immediately. The material J J
No. 10 (2.000 mm) 50 max. ---- which the Contractor believes to be a changed condition shall not be O = W
disturbed so that the owner can investigate the condition. H Z
No. 40 (0.425 mm) 30 max. 50 max. Q Z
2.4 The construction shall be performed under the direction of the Engineer. („� O D
BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1 No. 200 (0.075 mm) 15 max. 25 max. Z ~
BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90 % 2.5 All aspects of the structure design and site layout including foundations, _ a
Atterberg Limits for Fraction Passing No.40 (0.425 mm) backfill and treatments and necessary scour consideration shall be Q
PER AASHTO T-180. Y H
Liquid Limits ---- ---- performed by the Engineer. Z
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT J O
YOUR LOCAL CONTECH REPRESENTATIVE. Plasticity Index 6 max. 5 max. W
Stone Fragment, Z Z 0
Gravel and Sand
Usual Materials O Z Cl)
Modified from AASHTO M-145 LU
Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and W Q
typically classified by AASHTO M-145 as A-3 Materials should not be used.
a 0
If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a.
I hereby certify that this document was 1yt,�� �A�,o,,r�
Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for prepared by me or under my direct personal , -
;
Engineering Purposes (United Soil Classification System), for comparable soil groups. supervision and is correct to the best of myp:Q�F�ssrd :
knowledge and belief and that I am a duly SEAL
licensed Professional Engineer under the = - 048820 -
laws of the State of Jo h arolina. s y= r� SHEET NUMBER
(Signature)2024 rf 13 l't�,`o
Date: January 02CO-KO05

F 850 850
g
NORMAL POOL EL. 786.0 Stage Storage Curve _
50% CLEAN OUT EL. 783.11 S
- / SEDIMENT BASIN NO. 18
EXISTING GROUND `: _
14 ft. Access Q25 HWD EL. 789.11 OUTLET PROTECTION ~
�CREST 792.0 �
SKIMMER 792.00
SOO 14 ft. 800 (79 00)STRUCTURE
2 7 791.00
9g�,\\ 21 0 790.00 ME ENC SPI LWAY(790.11)
BOTTOM EL. 780.0 2.29/G Q
789.00
'Lj I CLASS B STONE U) 78800
750 750
/ OUTLET PROTECTION 787.00
- -�
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 \4+ 0 4+50 5+00 5+50 .°
786.00 PRINCIPAL SPILLWAY PRI CIPA SPIL WAY 786.0 )
! �
SLOPE DRAIN Cross Section A-A 72" SQUARE CONCRETE RISER W/TRASH RACK w 785.00
Scale: 1" = 50' AND 84' OF 60" CMP 784.00
- - \ 783.00 CLE N Ou LEVIL(78 .11) CO 782.00
0
R 781.00
SLOPE DRAIN G
II I 850 850 780.00 N
/ ° 0.00 2.00 4.00 6.00 8.00 10.0012.0014.0016.0018.00 20.00 22.00 24.00 26.00 28.00 ' 0
1
50% CLEAN OUT EL. 783.11 NORMAL POOL EL. 786.0 04
50%CLEAN OUT EL. 783.11
Accumulative Storage(Acre-Ft) Q
T Q25 HWD EL. 789.11 Q
CREST 792.0 Storage volume computations •
POROUS BAFFLES (TYP) � / // � ��� � / SOO _ � _ 21 SOO SEDIMENT BASIN NO.18
BOTTOM OF POND - - - Q
ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE � -• >
_0
E .780.0 � � � (ac) (ac-ft) (ft) �
j�, /' � `� ?� 21 (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
J_I`// / / ♦` BOTTOM EL. 780.0
NORMAL POOL EL. 786.0 780.00 N/A N/A 1.8723
73
1.9263 2.00 3.8325 3.8325 2.00
+ 750 750 782.783.1111 N/A N/A 2.040 N/A N/A L9803 2.0103 1.11 2.2266 6.0590 3.11 ' m
SKIMMER- ♦ JJ 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 784.00 N/A N/A 2.0888 2.0345 0.89 1.8216 7.8807 4.00
786.00 N/A N/A 2.2007 2.1448 2.00 4.2682 12.1489 6.00
788.00 N/A N/A 2.3150
2.2578 2.00 4.4938 16.6427 8.00
Cross Section B-B! 790.00 2.4317
2.3734 2.00 4.7243 21.3670 10.00
N/A N/A
Pill 790.11 N/A N/A 2.4376 2.4347 0.11 0.2678 21.6348 10.11
_
PRINCIPLE SPILLWAY �� / � $ Scale: 1n - 50 792.00 N/A N/A 2.5392 2.4855 1.89 4.6925 26.3273 12.00
/
72" SQUARE RISER W/TRASH RACK '�-��__ _ �
Q
AND 84 FT OF 60 IN CMP
EMERGENCY SPILLWAY LEVEL?
CONTROL SECTION EL. 790.11 i �� ♦ T 0 0
RISER BUOYANCY CALCULATION w w
I Demonstrate adequate stability by showing the downward force is a minimum of 1.25 times SEDIMENT BASIN NO. 18 PRINCIPAL SPILLWAY ir ir
RISER DETAILS 14 ft. the upward force. a a
EMERGENCY SPILLWAY �� ` TRASH RACK g o 0
�,, EL.792.00 Downward Force(structure weight)>1.25 x Upward Force(buoyancy) Outflow > N N
CHUTE SECTION �\`\ SKIMMER 1'FREEBOARD Total Discharge: 254.62 cfs w w
72"Square Concrete Riser � W W
EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.790.11 Water Surface Elevation: 789.11 ft
Height Approximately 5'
OUTLET PROTECTION NORMAL POOL EL.786.0 V FREEBOARD MIN. Weight=13,270 lb Tailwater Elevation: 0.00 ft cNv a
2 2 Detention Base Elevation: 0.00 ft a? o 0
\ C SLOPE DRAIN EXISTING GRADE I G„ I 1 1 Where: Q \ to
ONCRETE a
o I I Riser Weight=13,270 b Outlet#1: Sediment Basin 18 Principle Spillway, Drop PI
50/o CLEANOUT EL.783.11 RISER p p Y� p p
5 I \ Weight of Concrete Base=(Length x Width x Depth)x Unit Weight of Concrete Riser Top Elev: 786.00 ft 0 04
9 ( 9 p ) 9 Z
4 X 4 X 1 CLASS B STONE 1 f c - Riser Length. 72.00 in
I 60"DIA BARREL CMP Weight of Concrete Anti-Flotation Base=(7 ft x 7 ft x.5 ft)x 150 lb/ft'=3,675 lb
Riser Width: 72.00 in
7-,
_d_____J
\ \ \ \� \ Structure Weight=13,270 Ib+3,675 Ib=16,945 Ib Orifice Coefficient: 0.50
/; UTLET PROTECTION BOTTOM OF POND El 780.0 d. 4. •• dN Weir Coefficient: 3.33
d ~ � Buoyancy=Displacement Volume of Riser x 62.4 lb/ft'
d
4. Culvert Length: 84.00 ft
j d STABILIZED OUTLET Buoyancy=180 ft'x 62.4 Ib/ft'=11,232 lb Culvert Diameter: 60.00 in
j ANTI-FLOTATION RISER FILL ANTI-FLOTATION BASE(IF APPLICABLE) CUT OFF TRENCH Culvert Invert In: 780.00 ft i
i (IF APPLICABLE) ELEVATION VIEW Downward Force(structure weight)>1.25 x Upward Force(buoyancy)
16,945 lb>11,232 lb x 1.25 Culvert Invert Out: 779.00 ft
N.T.S.� Culvert Friction Coefficient: 0.02
16,945 lb>14,040 lb Culvert Entrance Loss Coefficient: 0.90
Cc 72"SQUARE CONCRETE RISER ANTI-FLOTATION BASE(IF APPLICABLE)
cb d 4 d
`lJ � ,.. NOTES
/ e
0 � / � .v •.d 1. Portland cement concrete(type II recommended)for the inlet base shall have a minimum compressive
.� strength of 4,000 psi.
d 2. Where corrugated aluminum or aluminized steel pipe is used,all areas where the pipe is to be in contact with
PLAN VIEW : SEDIMENT BASIN NO. 8 d concrete shall be painted with a black bituminous enamel paint.
3. Riser to be constructed according to the Riser Details.
6-4- T-a, 4. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be
SCALE: 1" = 50' reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen.
d.
• BARREL CMP
d
e .• : • . . .. . WATE ENTRY UNIT
•.
• ° d WITH TRASH SCREEN GENERAL NOTES:
•• • d 1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 0)
PLAN VIEW CONDITIONS WARRANT A CHANGE. CV � O
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. CV
N.T.S. 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION 0 0 ~
ORIFICE OPENING INSIDE THE INSTALLED. N 0 J
NTAL
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE Q \_ d
O TUBE WITH A Y
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. U
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT J Z \
MANNER. W < -Q � �
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT I
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. M
SCHEDULE 40 PVC PIPE Z
(BARREL OR ARM) ARTHEN EMBANKMENT Q ••
MAXIMUM HEIGHT OF FLOAT WHEN NO LLj LL1 0
U
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE Z Z
OPENINGS EXIST 2V LLI J 7 Z
LEXIBLE HOSE (MAJOR STORM EVENT) (n Q Uj 1- Q 0 J
EMERGENCY SPILLWAY DETAIL FLOAT o o 0 N Q_ U_
LEVEL CONTROL SECTION -
N.T.S. _ INVERT OF LOWEST STORM P
-IiI=II WATER DISCHARGE OPENING PIPE
VENT
GRATE
FI-I+I- (MINOR STORM EVENT)
TOP VIEW -III LOAT
FLEXIBLE HOSE MUST BE
SECURELY FASTENED TO
�VC VENT PIPE STORM WATER THE WATER QUALITY
DISCHARGE DISCHARGE OPENING
OPENING
1.00ft. Freeboard _
T OUTLET PIPE
-'-;. _ LEXIBLE HOSE
115.00 ft. _ I L = 1.4 X DEPTH
I- TO THE OVERFLOW Q
MINIMUM LENGTH APPLIES Z
Trapezoidal Channel WATER ENTRY UNIT I SCHEDULE 40 PVC PIPE Z =
_ �'_ ' � �' (BARREL OR ARM)
Equal Side Slopes - -
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - = O
Channel Lining: Grouted Rock Rip-Rap (NO SCALE) MINIMIZE CHANCE OF W
SKIMMER BECOMING STUCK
DRANK BY T.R.EVANS 10/10 00
FAIRCLOTH SKIMMER®DISCHARGE SYSTEM WITH OUTLET 3•W FARCLOTH I SON INC. Z Q r Q
WV. AIRCLOTTH&SON INC. _
TELEPHONE: [phone]
Channel Design (Non-Erodible) Wetted Perimeter: 118.97 Discharge: 254.17 cfs STRUCTURE EMAIL. WARREN919)7 3 2-1 2 616MMERCOM J 0 W
Area of Wetted Cross Section: 103.72 Depth of Flow: 0.89 feet O = Z J
Channel Type: Trapezoidal, Equal Side Slopes Velocity: 2.45 fps UL
Dimensions: Left Side Slope 2.00:1 Channel Slope: 0.1000 Z O
Right Side Slope 2.00:1 Manning's n of Channel: 0.0175 Channel Lining: Grouted Rock Rip-Rap
Base Dimension: 115.00 Freeboard: 1.00 feet Skimmer Design - Sediment Basin SB-18 V Z a
Desired Skimmer Drawdown Time 3 days Im
�CUTOFF TRENCH Desired Skimmer Drawdown Rate 32,832 cf/day Z
Skimmer Size 5 in Z Q
EMERGENCY SPILLWAY DETAIL EXISTING GROUND (ABUTMENTS) Head on Orifice 0.333 ft M W
CHUTE SECTION Calculated Orifice Diameter 2.865 in J Q 2 W
0.17 ft. FILL MATERIAL Actual Orifice Diameter(1/4 inch increments) 3.75 in V 0
2' MAXIMUM IF NOT CUT TO BEDROCK Z uJ
1 1 1.00ft. Freeboard Actual Skimmer Drawdown Time 3.27 days O Z Z
--------------------------- ----- ----- -----------------------------------
--------
2 80.00 ft. 2 1 Required Volume 61,254 cf Q j J
Trapezoidal Channel 1 W_ ff< 0-
Equal Side Slopes a v
Channel Lining: Grouted Rock Rip-Rap 2'
j1►1lkilil�
I hereby certify that this document was
SUITABLE EARTHEN MATERIAL �,` CAp
Channel Design Non-Erodible Wetted Perimeter: 80.77 Dischar e: 254.24 cfs o prepared by me or under my direct personal '� Q r
9 ( ) g COMPACTED TO 95/o OF STANDARD supervision and is correct to the best of m ��� r'o� ssro•' �
Area of Wetted Cross Section: 13.77 Depth of Flow: 0.17 feet PROCTOR MAX. DRY DENSITY p y
Channel Type: Trapezoidal, Equal Side Slopes Velocity: 18.46 fps WITHIN ±2% OPTIMUM MOISTURE knowledge and belief and that I am a duly SEAL
Dimensions: Left Side Slope 2.00:1 Channel Slope: 50.0000 licensed Professional Engineer under the = = : c = SHEET NUMBER
CONTENT 048820
Right Side Slope 2.00:1 Manning's n of Channel: 0.0175 Channel Lining: Grouted Rock Rip-Rap CUTOFF TRENCH DETAIL laws of the St a a of o h Carolina.
Base Dimension: 80.00 Freeboard: 1.00 feet f;� ,' �`GIN •
N.T.S. r, ' � .
(Signature)
Date: January 15,2024 ��►rl!l�1��� 02CO-KO06

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I hereby certify that this document was
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knowledge and belief and that I am a duly _ s:Q� g�':� _ AERIAL VIEW
licensed Professional Engineer under the - SEAL
048820 Y SHEET NUMBER
laws of the Sta e f o h Carolina. : � 40 80 120
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(Signature)
Date: January 15,2024 �rri�r�>>t�' 02CO-L004
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TRENCH 70'-0" MINIMUM LIMITS OF COMPACTED SELECT EMBANKMENT
CONDITION GRANULAR STRUCTURAL BACKFILL CONDITION 2 0
1.0 STANDARDS AND DEFINITIONS
3.0 ASSEMBLY AND INSTALLATION - - �
8.0' BACKFILL WIDTH 8.0' BACKFILL WIDTH 0- 0 ,_
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1.1 STANDARDS - All standards refer to the current ASTM/AASHTO 3.1 Bolts and nuts shall conform to the re uirements of ASTM A449. The sin le radius - Q � M 0
SEE NOTE #1 SEE NOTE #1 q g Q � L= Q
edition unless otherwise noted. arch structure shall be assembled in accordance with the plate layout drawings -5 E C� .>_ M .N
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provided b the Manufacturer and per the Manufacturer's recommendations. U) 2 Q °'
FILL MATERIAL ABOVE p Y p 8 C a�
1.1.1 ASTM A761 Corrugated Steel Structural Plate, Zinc Coated for o , -0 o .- _ .-
MIN. COVER LEVEL OVERALL HEIGHT OF Q Fleld-Bolled Pipe, Pipe-Arches and Arches" .�
TRENCH COVER - 8'-0" p p Bolts shall be tightened using an applied torque of between 100 and 300 ft-lbs. � �, 0 Fz
- uJ w (AASHTO Designation M-167). ; �, L
WALL 4'-0" MIN. COVER __ - U Q 3.2 The single radius arch structure shall be installed in accordance with the plans and � o
Q 1.1.2 AASHTO Standard Specification for Highway Bridges - Section 12 specifications, the Manufacturer's recommendations, and AASHTO Standard 0 ° .s
0- � Division I - Design, AASHTO LRFD Bridge Design Specifications -6
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Specification for Highway Bridges - Section 26 Division 11 - Construction/AASHTO � 0 E
SEE NOTE #5 O ,� Section 12. "
BRIDGECOR U w LRFD Bridge Construction Specifications - Section 26. o .Q E .o
11 J 1.1.3 AASHTO Standard Specification for Highway Bridges - Section 26 `� E o °' 0
SINGLE RADIUS w O m p g y g 3.3 Trench excavation shall be made in embankment material that is structurally s o -0 Q
ARCH U) U Division 11 - Construction. AASHTO LRFD Bridge Construction adequate. The trench width shall be shown on the plans. Poor quality in situ
NATURAL � 0-
8" LOOSE LIFTS U_ w Specifications - Section 26. ASTM A807. Standard Practice for embankment material must be removed and replaced with suitable backfill as
UNDISTURBED J U Installing Corrugated Steel Structural Plate Pipe.
EMBANKMENT U directed by the engineer.
F - - - - - Q 1.2 DEFINITIONS
3.4 The structure shall be assembled in accordance with the Manufactures's instructions.
1.2.1 Owner - In these specifications the word "Owner" shall mean All plates shall be unloaded and handled with reasonable care. Plates shall not be
PIEDMONT LITHIUM CAROLINAS, INC. rolled or dragged over gravel rock and shall be prevented from striking rock or other
REINFORCED CONCRETE hard objects during placement in trench or on bedding. 0
FOOTING 1.2.2 Engineer - In these specifications the word "Engineer" shall mean the
SPAN 3.5 The structure shall be backfilled using clean well graded granular material. Backfill
Engineer of Record of MARSHALL MILLER & ASSOCIATES, INC.
must be placed symmetrically on each side of the structure in 8 inch loose lifts. Each
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1.2.3 Manufacturer - In these specifications the word "Manufacturer" lift shall be compacted to the specified density. o 0
SECTION
shall mean CONTECH ENGINEERED SOLUTIONS 919-413-4779 3.6 If temporary construction vehicles are required to cross the structure, it is theEL
PATRICK IMHOF. N
Contractor's responsibility to contact the Engineer to determine the amount of N
1.2.4 Contractor - In these specifications the word "Contractor" shall additional minimum cover necessary to handle the specific loading condition. o N
mean the firm or corporation undertaking the execution of any
installation work under the terms of these specifications. Normal highway traffic is not allowed to cross the structure until the structure has z N
SELECT GRANULAR STRUCTURAL BACKFILL LIMITS been backfilled. If the road is unpaved, cover allowance to accommodate rutting
ADDITIONAL SELECT GRANULAR STRUCTURAL BACKFILL NOTES: 1.2.5 Approved - In these specifications the word "approved" shall shall be as directed by the Engineer.
INITIAL LIFTS OVER THE CROWN OF STRUCTURE AS INDICATED SATISFACTORY BACKFILL MATERIAL, PROPER PLACEMENT, AND COMPACTION ARE KEY refer to the approved of the Engineer or his designatedrepresentative.
BY SHADED AREA TO BE COMPACTED TO REQUIRED DENSITY FACTORS IN OBTAINING MAXIMUM STRENGTH AND STABILITY.
WITH HAND OPERATED EQUIPMENT OR WITH LIGHTWEIGHT THE BACKFILL MATERIAL SHOULD BE FREE OF ROCKS, FROZEN LUMPS, AND FOREIGN 1.2.6 As Directed - In these specifications the words "as directed" shall 4.0 EROSION AND SEDIMENT CONTROL
TRACTOR (D-4 OR LIGHTER) EQUIPMENT. MATERIAL THAT COULD CAUSE HARD SPOTS OR DECOMPOSE TO CREATE VOIDS. BACKFILL refer to the directions to the Contractor from the Owner and his 4.1 Construct Skimmer Basin or Sediment Trap as designed with temporary diversions.
NOTES MATERIAL SHOULD BE WELL GRADED GRANULAR MATERIAL THAT MEETS THE designated representative.
REQUIREMENTS OF THE PROJECT SPECIFIC ANALYSIS NOTED BELOW. REFERENCE THE 2.0 GENERAL CONDITIONS 4.2 Construct temporary stream crossings as shown in general details.
1. MINIMUM SELECT GRANULAR STRUCTURAL BACKFILL WIDTH IS BASED STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION TABLE ON THIS SHEET. RECYCLED 4.3 As construction of the crossing progresses, construct wattles, slope drains and
ON AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12 AND/OR CONCRETE/SLAG ARE NOT RECOMMENDED FOR STRUCTURAL BACKFILL MATERIAL. 2.1 Any Installation provided herein shall be endorsed by the Engineer, update temporary diversions to direct all runoff to designed Skimmer Basin or
THE RESULTS OF THE PROJECT SPECIFIC FINITE ELEMENT ANALYSIS. BACKFILL MUST BE PLACED SYMMETRICALLY ON EACH SIDE OF THE STRUCTURE IN 8" discrepancies herein are governed by the Engineer"s plans and
LOOSE LIFTS. EACH LIFT IS TO BE COMPACTED TO THE SPECIFIED DENSITY. specifications. Sediment Trap. Upon completion of crossing, install permanent diversion ditches to
2. ALL SELECT GRANULAR STRUCTURAL BACKFILL TO BE PLACED IN A direct all surface water runoff to applicable designed sediment structure.
BALANCED FASHION IN THIN LIFTS (8" LOOSE TYPICALLY) AND A HIGH PERCENTAGE OF SILT OR FINE SAND IN THE NATIVE SOILS SUGGESTS THE NEED 2.2 The Contractor shall furnish all labor, material and equipment and
COMPACTED TO 90 PERCENT DENSITY PER AASHTO T-180. FOR A WELL GRADED GRANULAR BACKFILL MATERIAL TO PREVENT SOIL MIGRATION. IF THE perform all work and services except those set out and furnished by
PROPOSED BACKFILL IS NOT A WELL GRADED GRANULAR MATERIAL, A NON-WOVEN the Owner, necessary to complete in a satisfactory manner the site
3. MONITORING OF THE SINGLE RADIUS ARCH STRUCTURE IS REQUIRED GEOTEXTILE FILTER FABRIC SHALL BE PLACED BETWEEN THE SELECT BACKFILL AND THE IN preparation, excavation, filling, compaction, grading as shown on the N z
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DURING THE BACKFILLING PROGRESS. THE METHOD, FREQUENCY AND SITU MATERIAL. plans and as described therein. This work shall consist of all
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DURATION SHALL BE DETERMINED BASED ON THE SIZE AND SHAPE OF DURING BACKFILL, ONLY LIGHTWEIGHT TRACKED VEHICLES (D-4 OR LIGHTER) SHOULD BE mobilization clearing and grading, grubbing, stripping, removal of Y Q N a
THE STRUCTURE. NEAR THE STRUCTURE AS FILL PROGRESSES ABOVE THE CROWN AND TO THE FINISHED existing material unless otherwise stated, preparation of the land to w Q 1E CO Q U
4. PREVENT DISTORTION OF SHAPE AS NECESSARY BY VARYING GRADE. THE ENGINEER AND CONTRACTOR ARE CAUTIONED THAT THE MINIMUM COVER be filled, filling of the land, spreading and compaction of the fill, and Z
MAY NEED TO BE INCREASED TO HANDLE TEMPORARY CONSTRUCTION VEHICLE LOADS all subsidiary work necessary to complete the grading of the cut and
COMPACTION METHODS AND EQUIPMENT. (HEAVIER THAN D-4). fill areas to conform with the lines, grades, slopes and specifications. 3 w J w o
This work is to be accomplished under the observation of the Owner o o o Q a
5. PLACE SELECT GRANULAR STRUCTURAL BACKFILL IN RADIAL LIFTS AT or his designated representative.
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APPROXIMATELY 75% OF THE RISE OF THE SINGLE RADIUS ARCH
STRUCTURE. 2.3 Prior to bidding the work the Contractor shall examine, investigate and
STRUCTURAL PLATE BACKFILL GROUP CLASSIFICATION, inspect the construction site as to the nature and location of the work,
6. BECAUSE OF THE FLEXING AND VIBRATION OF THE CROWN PLATES. THE REFERENCE AASHTO M-145 and the general and local conditions at the construction site, including
FULL COMPACTION DENSITY LEVELS OFTEN CAN NOT BE ACHIEVED IN THE GROUP CLASSIFICATION A-1-a A-1-b without limitation, the character of surface or subsurface conditions
FIRST SEVERAL INCHES OF FILL OVER THE CROWN. and obstacles to be encountered on and around the construction site
Sieve Analysis Percent Passing and shall make such additional investigation as he may deem Q
necessaryfor the Tannin and proper execution of the work. ■
No. 10 (2.000 mm) 50 max. ---- planning p p Z_ Z Cl)
If conditions other than those indicated are discovered by the J -
No. 40 (0.425 mm) 30 max. 50 max. (n 0 a
Contractor, the Owner shall be notified immediately. The material �
BASED ON A PROJECT SPECIFIC ANALYSIS GAGE TO BE 1 No. 200 (0.075 mm) 15 max. 25 max. which the Contractor believes to be a changed condition shall not be Z Q W
BACKFILL MATERIAL TO BE A-1 COMPACTED TO 90% disturbed so that the owner can investigate the condition. J V o
Atterberg Limits for Fraction Passing No.40 (0.425 mm) N
PER AASHTO T-180. ---- 2.4 The construction shall be performed under the direction of the Engineer. 0 O H
Liquid Limits ---- Q Z a
IF OTHER BACKFILL MATERIALS ARE TO BE EVALUATED, CONTACT 2.5 All aspects of the structure design and site layout including foundations, V _
YOUR LOCAL CONTECH REPRESENTATIVE. Plasticity Index 6 max. 5 max. backfill and treatments and necessary scour consideration shall be Z (�
Usual Materials
Stone Fragment, performed by the Engineer.
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Gravel and Sand ? (n O
Modified from AASHTO M-145 Z O Cl)
Fine beach sands, windblown sands, stream deposited sands, etc., exhibiting fine, rounded particles and J O
typically classified by AASHTO M-145 as A-3 Materials should not be used. ()
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If 95% Compaction per AASHTO T-180 specified, the backfill material shall be a A-1-a. 0 Z Q
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Reference the most current version of ASTM D2487, Standard Practice for Classification of Soils for o W
Engineering Purposes (United Soil Classification System), for comparable soil groups. LV Q
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I hereby certify that this document was `may,+ CAp ,,,,f
prepared by me or under my direct personal
supervision and is correct to the best of my
knowledge and belief and that I am a duly Q SEAL g�•:�
licensed Professional Engineer under the = - 0413820 -
laws of the Sta e f o h �arolina. SHEET NUMBER
(Signature)Date: January 5,2024 f f i�r ��t,`,`
02CO-L005

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Stage Storage Curve
EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible) SEDIMENT BASIN N0. 11
LEVEL CONTROL SECTION .
Trap Equal p
o / Channel Type: ual Side Slopes 780.00
N.T.S. TOP OF S RUCTURE
Dimensions: Left Side Slope 2.00:1 (780.00)
'r moo/ Right Side Slope 2.00:1 779.00 1,'., Z _
' ----� o Base Dimension: 20.00 vA F_J� � �
ACCESS ROAD / 26.93 ft.
778.00
Wetted Perimeter: 23.27
o Area of Wetted Cross Section: 15.72 777.00
1.00ft. Freeboard
i
DITCH NO. 31 / 2 2 0.73 ft. Channel Slope: 0.1000 t j 776.00 `
�
20.00 ft. Manning's n of Channel: 0.0175 2_
e O 775.00 Q
FLUME Discharge: 32.48 cfs
I
De th of Flow: 0.73 feet � 774.00
NAD '83 -� p a�
�� Uj
NC-S Velocity: 2.07 fps W
CS �j/ / W 773.00
Channel Lining: Grouted Rock Rip Rap
IL Freeboard: 1.00 feet 772.00
2
®
\ 771.00
CO
`NORMAL Pool EL. 776.27 � SLOPE DRAIN EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible)
770.00 0
PRINCIPLE SPILLWAY 72" SQUARE CHUTE SECTION Channel Type: Trapezoidal, Equal Side Slopes 769.00
1 CONCRETE RISER W/TRASH RACK N.T.S. Dimensions: Left Side Slope 2.00:1\\ AND 80 FT OF 24 IN. CMP Right Side Slope 2.00:1 768.00 N
*a
50%CLEAN OUT EL. 773.19 Base Dimension: 10.00 0.00 0.50 1.00 1.50 2.00 2.50 0
N
\ Wetted Perimeter: 10.77 Accumulative Storage (Acre-Ft)
14.69 ft. Area of Wetted Cross Section: 1.79 Q
-A
� 0.17 fft � •
MCP 1 1 1.00ft. Freeboard Channel Slope- 50.0000 Storage volume computations
EMERGENCY SPILLWAY oo \ p 9 p
LEVEL CONTROL SECTION EL. =777.27 \ 0 I 2 10.00 ft. 2 Manning's n of Channel: 0.0175 '
I' MMER I Discharge: 32.48 cfs SEDIMENT BASIN NO.11 � ;
OUTLET PROTECTION / Depth of Flow: 0.17 feet ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE a
\o o N N Velocity: 18.15 fps (ft) (ft) (ft) (ac) AREA ft
JI f O (acft) STORAGE INTERVAL
CO Co CO °p ( ) ( ) ( ) m
A \ w TT Channel Lining: Grouted Rock Rip Rap ac ac ft ft
JD Freeboard: 1.00 feet SEDIMENT BASIN NO. 11 PRINCIPLE SPILLWAY
/ �\ 7600 768.00 N/A N/A 0.0713
Outflow 770.00 N/A N/A 0.1071
0.0892 2.00 0.1716 0.1716 2.00
-1- 772.00 N/A N/A 0.1455 0.1263 2.00 0.2450 0.4166 4.00
EMERGENCY SPILLWAY J Total Discharge: 58.51 cfs 0.1578 1.19 0.1874 0.6039 5.19
CHUTE SECTION / 50% CLEAN OUT EL. 773.19 773.00 N/A N/A 0.1701
li / Water Surface Elevation: 777.27 ft 0.1662 0.81 0.1369 0.7408 6.00
774.00 N/A N/A 0.1869
FLUME SKIMMER Tailwater Elevation: 0.00 ft 776.0o N/A N/A 0.2316 0.2092 2.00 0.4098 1.1506 8.00
l
SLOPE DRAINS Detention Base Elevation: 0.00 ft 776.27 N/A N/A 0.2381 0.2348 0.27 0.0634 1.2140 8.27
POROUS BAFFLES (TYP.) Q25 HWD EL. 777.27 N RMAL P L EL. 77 .27 777.27 N/A N/A 0.2620 0.2468 1.00 0.2500 1.4640 9.27
O 00 6 Outlet#1: Sediment Basin 11 Principle Spillway, Drop Pipe 0.2555 0.73 0.1882 1.6522 10.00 Z Z Z Z
778.00 N/A N/A 0.2794
W W W W
w 0.3024 2.00 0.6002 2.2524 12.00 0 0 0 0
EXISTING GROUND Riser Diameter: 72.00 in
800 800 Riser Top Elev: 776.27 ft 780.00 N/A N/A 0.3255
j
10 ft. Orifice Coefficient: 0.50
CREST 780.00 L- o 0 0 0
DITCH NO.
Weir Coefficient: 3.33
i1 2� w w w w
�T
2 Culvert Length: 80.00 ft 0 a a a
� / o 0
�;✓ / / 9.06/" BOTTOM EL. 768.00 Culvert Diameter: 24.00 in N W W W o
Xk 750 750 Culvert Invert In: 769.00 ft a s s s >
/ CLASS B STONE W W W W
/ 1� / 0+00 0+50 1+00 1+50 2+00 Culvert Invert Out: 761.85 ft
/ V N
Culvert Friction Coefficient: 0.02
OUTLET PROTECTION
Cross Section A-A' Culvert Entrance Loss Coefficient: 0.90 a \_
/
� \ N \
PRINCIPLE SPILLWAY CUTOFF TRENCH N
72" SQUARE CONCRETE RISER Scale: 1" = 50' 6 N M
W/TRASH RACK AND 80 FT OF 24 CMP EXISTING GROUND (ABUTMENTS) Z
/ f /
FILL MATERIAL
2' MAXIMUM IF NOT CUT TO BEDROCK
o
/ °
/ o00 50/° CLEAN OUT EL. 773.19 1 L
/ FLUME
Q25 HWD EL. 777.27
1
T
o
do
o NORMAL POOL EL. 776.27
0� 800 800 2
;0(fSUITABLE EARTHEN MATERIAL
0
�I 10 ft. �I I� loft. COMPACTED TO 95% OF STANDARD
PROCTOR MAX. DRY DENSITY
PLAN VIEW : SEDIMENT BASIN NO. 11 - - - - - - - - - 21 WITHIN ±2% OPTIMUM MOISTURE
SCALE: 1" = 50' BOTTOM EL. 768.00 CUTOFF TRENCH DETAIL CONTENT
750 750 N.T.S.
0+00 0+50 1+00 1+50 2+00 2+50 3+00
Cross Section B-B' 10 FT ACCESS
CREST EL. 780.00
Scale: 1" = 50'
N Z Cn
Skimmer Design - Sediment Basin SB-11 0 0 0
Desired Skimmer Drawdown Time 3 days 0 Y Q N cn a
Desired Skimmer Drawdown Rate 6,234 cf/day w a :2 Go a
J Z \ (!)
Skimmer Size 2.5 in 0 m
RISER BUOYANCY CALCULATION
Head on Orifice 0.208 ft o UJ 0
Calculated Orifice Diameter 1.404 in 2 w _j 7 Z
Demonstrate adequate stability by showing the downward force is a minimum of 1.25 N Q LEI Q 0 LEI
Actual Orifice Diameter(1/4 inch increments) 2 in RISER DETAILS 14 ft. times the upward force. 0 0 0 0 N 0- U_
Actual Skimmer Drawdown Time 3.20 days TRASH RACK � EL. 780.00
SKIMMER 1'FREEBOARD Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
Required Volume 13,500 Cf a❑❑❑❑oa❑❑❑❑aa❑❑❑❑o EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.777.27 72" S uare Concrete Riser
a❑❑❑❑a a❑❑❑❑a a❑❑❑❑a q
NORMAL POOL EL. 776.27 1'FREEBOARD MIN. f Height =Approximately 8'
I 2 2 Weight= 19,120 lb
EXISTING GRADE
E Where:
CONCRETE I
WATER ENTRY UNIT 50% CLEANOUT EL. 773.19 RISER i �\ \ \ \ \ Riser Weight - 19,120 Ib V Z
WITH TRASH SCREEN GENERAL NOTES: I 8 27' I - Z J
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE I I \ \ \\ \ \ \ \ \ \\ \ \\ \\ \ \\ \\ \ \ \\\\\ \\\\\ \\�
PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN 4'X 4' X 1' CLASS B STONE F--------------, ��
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD 1,CHANGE. a° • ° I 24 DIA BARREL CMP Weight Of Concrete Base = (Length x Width x Depth) x Unit Weight of Concrete O
000000000 3. EMBANKMENT CONDITIONS NMUSTNBEACOMPACTED TO DESIGN SPECIFICATIONS. I--d -�- <----- - �\\ \\ \ \\ \\ \ \\
ORIFICE OPENING INSIDE THE 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION • d \\ \� \ \��� � \\\ \ \e \\ \\ \ Weight of Concrete Anti-Flotation Base = (7 ft x 7 ft x 0.75 ft)x 150 Ib/ft3 = 5,512.5 lb 0
INSTALLED. •
ORIZONTAL TUBE WITH A 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE d ° • •° < °• • ••
CONSTANT HYDRAULIC HEAD DISCHARGE END OF THE PIPE. BOTTOM OF POND EL. 768.00 d Structure Weight= 19,120 lb + 5,512.5 lb = 24,632.5 lb O LU
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT . d °
MANNER. • • ° • d° • • d • O 2 Z
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT STABILIZED OUTLET 3 L
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. Buoyancy= Displacement Volume of Riser x 62.4 Ib/ft � r
ANTI-FLOTATION RISER FILL ANTI-FLOTATION BASE IF APPLICABLE CUT OFF TRENCH Z
LL
SCHEDULE 40 PVC PIPE ARTHEN EMBANKMENT IF APPLICABLE ( ) __ Q '^ 0
MAXIM(BARREL OR ARM) ( ) ELEVATION VIEW Buoyancy 288 ft'x 62.4 lb/ft' = 17,971.2 lb �V1 L
MERGENCY SPILLWAY OTHER USTORM WATER M HEIGHT OF FDIISCH DISCHARGE LOAT WHEN NO N.T.S. y y OJ V+
OPENINGS EXIST ���jjj ` M ii
LEXIBLE HOSE (MAJOR STORM EVENT) Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) � W Q
FLOAT
24,632.5 lb > 17,971.2 lb x 1.25 = Z Z
_ INVERT OF LOWEST STORM PVC VENT 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) 24,632.5 Ib > 22,464 lb Z Q
-�� WATER DISCHARGE OPENING
H:I±I H GRATE (MINOR STORM EVENT) PIPE ° d J W
TOP VIEW - I FLEXIBLE HOSE MUST BE LOAT • ° • d° • • 9 ° ° NOTES O CC
LU
I SECURELY FASTENED TO • • ° ° • IU Q _
PVC VENT PIPE STORM WATER THE WATER QUALITY ° 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive \
OP
DISCHARGE
DISCHARGE OPENING °d ° • strength of 4,000 psi. Z Z W /
2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with O Z
OUTLET PIPE � r ° ° • d
- = d concrete shall be painted with a black bituminous enamel paint. Q
�\ 3. Riser to be constructed according to the Riser Details. 0 (n J
_ LEXIBLE HOSE ° 4. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and will be yj a
L = 1.4 X DEPTH //��
6'- " -0" a V
I_ TO THE OVERFLOW 0 T reviewed and approved by the Engineer once a Skimmer supplier/manufacturer has been chosen.
MINIMUM LENGTH APPLIES -
WATER ENTRY UNIT ( ; I --- SCHEDULE 40 PVC PIPE
l '. d• •a • �,11111iff JI
L__________ - - - - - _ - - _ _I (BARREL OR ARM) ° • ° I hereby certify that this document was ,�' o
BARREL CMP prepared by me or under my direct personal Apo'-,,
•
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO - - - . Fessfo'�.d ° supervision and is correct to the best of my O
(NO SCALE) MINIMIZE CHANCE OF d d • ° • • • . • • knowledge and belief and that I am a duly � {
g F
` SEAL
SKIMMER BECOMING STUCK DRAWN BY T. R. EVANS 10/10 •° • ° • d• d licensed Professional Engineer under the = = 048820 SHEET NUMBER
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W FARCLOTH I SON INC • ..
WWW.FAIRCLOTHSKIMMER.COM ° laws of the Sta e f h arolina.
STRUCTURE TELEPHONE: ()19) 32-1244 �j
FAX:: 7
919 7322 1 r �',t7, i �•`', v
EMAIL: WARREN OFAIRCLOTHSKIMMER.COM PLAN VIEW (Signature) .,rlv$
N.T.S. Date: January 15,2024 ''++�i i(�,1�'' 02CO-P004

EMERGENCY SPILLWAY DETAIL Channel Design (Non-Erodible)
LEVEL CONTROL SECTION Channel Type: Trapezoidal, Equal Side Slopes
Stage Storage Curve �
FLUME N.T.S. Dimensions: Left Side Slope 2.00:1 SEDIMENT BASIN NO. 12 _
ACCESS ROAD Right Side Slope 2.00:1
o Base Dimension: 40.00 760.00
O TOP OF STRUCTURE
o DITCH NO. 32 -
�� (760 00) J
6� 46.75 ft. Wetted Perimeter: 43.08
/ l� gg f
'�Q
� 6 1 Q � �0�1 OOtft. Freeboard Area of Wetted Cross Section: 28.46 759.00
' �q <.,
o SL"DOPE DRAIN 2 2 Channel Slope: 0.1000 758.00
0
40.00 ft. Manning's n of Channel: 0.0175
10 B1 Discharge: 57.97 cfs _j 757.00
/ S N/ D 83/ - Depth of Flow: .69 feet INCNC SPCS Uj
Velocity: 2.04 fps �
O 756.00
A Channel Lining: Grouted Riprap CZ�
o Freeboard: 1.00 feet
W 755.00
♦ -�
♦ + 754.00
C EAN OUT LEVEL(75 .93) CO
/ ♦/ � Channel Design Non-Erodible U
( ) 753.00
/ EMERGENCY SPILLWAY DETAIL Channel Type: Trapezoidal, Equal Side Slopes
♦� CHUTE SECTION °
/ � Dimensions: Left Side Slope 2.00:1 752.00
FLUME f N.T.S. Right Side Slope 2.00:1 o
/ Base Dimension: 20.00 '
/ MMER / e _ 751.00 U;
�* Wetted Perimeter: 20.72 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 :,
50%CLEAN OUT EL. 753.93 Area of Wetted Cross Section: 3.29 Q
Accumulative Storage (Acre-Ft)
♦ ( ♦ NORMAL POOL EL. 756.31 24.65 ft. 0.1g ft Channel Slope: 50.0000
X 1 1 1.00ft. Freeboard Manning's n of Channel: 0.0175
POROUS BAFFLES (TYP.) 2 2 _T_ Storage volume computations Q
♦ 20.00 ft. Discharge: 57.93 cfs
/ ♦ Ar OUTLET PROTECTION Depth of Flow: 0.16 feet SEDIMENT BASIN NO.12 a
SLOPE DRAIN ' ♦ *� Velocity: 17.61 fps
EMERGENCY SPILLWAY ELEV. Width LENGTH AREA AVG. INTERVAL STORAGE ACC. STAGE CO
Freeboard: 1.00 feet
�♦ * LEVEL CONTROL SECTION EL. =757.31 Channel Lining: Grouted Riprap (ft) (ft) (ft) (ac) AREA (ft) (ac-ft) STORAGE INTERVAL
♦
BOTTOM OF AOND SEDIMENT BASIN NO. 12 PRINCIPLE SPILLWAY (ac) (ac ft) (ft)
EL.7,51.00 ♦ EMERGENCY SPILLWAY 751.00 N/A N/A 0.4071
♦ 0 50% CLEAN OUT EL. 753.93 Outflow 0.4264 1.00 0.4192 0.4192 1.00
j 4 CHUTE SECTION 752.00 N/A N/A 0.4457
0 0.4651 1.00 0.4579 0.8771 2.00
M Total Discharge: 79.92 cfs 753.00 N/A N/A 0.4845
Q25 HWD EL. 757.31 SKIMMER 0.5031 0.93 0.4699 1.3470 2.93
� I Water Surface Elevation: 757.31 ft 753.93 N/A N/A 0.5218
W 800 800 Tailwater Elevation: 0.00 ft 754.00 N/A N/A 0.5244 0.5044 0.07 0.0271 1.3741 3.00
>f PRINCIPLE SPILLWAY NORMAL POOL EL. 756.31 0.5449 1.00 0.5373 1.9114 4.00 0 0 0 0
H Detention Base Elevation: 0.00 ft 755.00 N/A N/A 0.5654
" SQUARE CONCRETE RISER W/TRASH RACK 0.5865 1.00 0.5787 2.4900 5.00 W W W W
72 SQ W 756.00 N/A N/A 0.6077
AND 53 FT OF 36 IN. CMP 756.31 N/A N/A 0.6211 0.6144 0.31 0.1905 2.6805 5.31
v D. Outlet#1: Sediment Basin 12 Principle Spillway, Drop Pipe 0 0 0
11 7 I I 0.6293 0.69 0.4308 3.1113 6.00
A \ � F� 10 ft. OUTLET PROTECTION Riser Top Elev: 756.31 ft 757.0o N/A N/A 0.6509
0.6732 1.00 0.6649 3.7762 7.00
rn -CREST 7 0.0 Riser Diameter: 72.00 In 758.00 N/A N/A 0.6954 0 0 0 0
FLUME 750 1 i�-/.
750 759.00 N/A N/A 0.74100.7182 1.00 0.7098 4.4860 8.00
Orifice Coefficient: 0.50
BOTTOM EL 51.0 3 Weir Coefficient: 3.33 760.00 N/A N/A 0.7792 0.7601 1.00 0.7566 5.2426 9.00 o Q Q Q
PRINCIPLE SPILLWAY > N N N N
�, °° 72" SQUARE CONCRETE RISER Culvert Length: 53.00 ft 05 w w w
0o CLASS B STIJ W/TRASH RACK Culvert Diameter: 36.00 in
EXISTING GROUND AND 53' OF 36" CMP Culvert Invert In: 752.00 ft
700 700 Culvert Invert Out: 750.42 ft N M
\; M Culvert Friction Coefficient: 0.02
0+00 0+50 1+00 1+50 2+00 2+50 o N
4
\ Culvert Entrance Loss Coefficient: 0.90
SLOPE DRAIN Z
Cross Section A-A'
CUTOFF TRENCH
Scale: 1" = 50'
S - EXISTING GROUND (ABUTMENTS)
DITCH NO. 35 ��-� �7f' 50% CLEAN OUT EL. 753.93
�j Q25 HWD EL. 757.31 FILL MATERIAL
800 800 2' MAXIMUM IF NOT CUT TO BEDROCK
NORMAL POOL EL. 756.31
IL
?�
2.� 10 ft.
750 - - - - - - - - - - - - - 750
2�
PLAN VIEW : SEDIMENT BASIN NO. 12 BOTTOM EL. 751.0 10 FT ACCESS - L
SCALE: 1 50 CREST EL. 760.00 SUITABLE EARTHEN MATERIAL
COMPACTED TO 95% OF STANDARD
EXISTING GROUND PROCTOR MAX. DRY DENSITY
WITHIN ±2% OPTIMUM MOISTURE
700 700 CUTOFF TRENCH DETAIL CONTENT
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00
N.T.S.
Cross Section B-B'
Skimmer Design - Sediment Basin SB-12 Scale: 1" = 50' o � o
N O 1=
Desired Skimmer Drawdown Time 3 days (, Y Q N
Desired Skimmer Drawdown Rate 51,840 cf/day w a M 00 a
Skimmer Size 6 in RISER BUOYANCY CALCULATION co
Head on Orifice 0.417 ft UJ o
Calculated Orifice Diameter 3.404 in TRASH RACK RISER DETAILS 14 ft. Demonstrate adequate stability by showing the downward force is a minimum of 1.25 ,�; _j 7 z
Q w Q o w
EL. 760.00 times the upward force. w 0� = Q U Q�
Actual Orifice Diameter(1/4 inch increments) 3 in SKIMMER 10 " 1010 ICL ``
Actual Skimmer Drawdown Time 3.02 days ❑❑❑❑00❑❑❑❑00❑❑❑❑0 1'FREEBOARD Downward Force (structure weight) > 1.25 x Upward Force (buoyancy)
a❑❑❑❑n0❑❑❑❑00❑❑❑❑O EMERGENCY SPILLWAY DEPTH EMERGENCY SPILLWAY EL.757.31
NORMAL POOL EL. 756.31 N7 000❑❑00❑❑01:1000111100 1'FREEBOARD MIN. 72" Square Concrete Riser
Required Volume 40,572 cf = I 2 2
Height=Approximately 6'
i EXISTING GRADE i 1 _] 1 Weight= 15,220 Ib
72" QU8BL
CONCRETE I
50% CLEANOUT EL. 753.93 RISER Where:I Q
WATER ENTRY UNIT 4'X 4'X 1' CLASS B STONE I ______________ I Riser Weight= 15,220 Ib
WITH TRASH SCREEN GENERAL NOTES: , 36" DIA BARREL CMP
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE 1 °° ° I
PIPE. I d \ \�\\�\ \\ Weight of Concrete Base = (Length x Width x Depth)x Unit Weight of Concrete J Q
--- --------I \ \ \ \ \�\\ \ \\ \ \ \ \ \ to O H
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN - \ \\ \\\\� \
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD , \ \\ \\� \� \ �\ �\ �\
00000000o CONDITIONS WARRANT A CHANGE. d ° ° d°° Weight of Concrete Anti-Flotation Base = (7 ft x 7 ft x 0.5 ft)x 150 Ib/ft3 = 3,675 Ib Q N LLI
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS. BOTTOM OF POND EL. 751.00 ° d ' ° ° � Q
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION ° <
° d ° e
INSTALLED. ° ° d° Structure Weight = 15,220 Ib + 3,675 Ib = 18,895 Ib V
ORIFICE OPENING INSIDE THE 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE ° d e g
ORIZONTAL TUBE WITH A DISCHARGE END OF THE PIPE. STABILIZED OUTLET O
C LU
ONSTANT HYDRAULIC HEAD 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT ANTI-FLOTATION RISER FILL CUT OFF TRENCH O 2 Z
MANNER. IF APPLICABLE ANTI-FLOTATION BASE (IF APPLICABLE) Buoyancy = Displacement Volume of Riser x 62.4 lb/ft3
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT ( ) ELEVATION VIEW W I` I_
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE. N.T.S. Q Z O
SCHEDULE 40 PVC PIPE LLL^LLL/
(BARREL OR ARM) ARTHEN EMBANKMENT Buoyancy = 216 ft'x 62.4 lb/ft' = 13,478.4 Ib
MAXIMUM HEIGHT OF FLOAT WHEN NO O v+
MERGENCY SPILLWAY OTHER STORM WATER DISCHARGE Downward Force (structure weight) > 1.25 x Upward Force (buoyancy) Z Q
OPENINGS EXIST ■..
LEXIBLE HOSE (MAJOR STORM EVENT) 72" SQUARE CONCRETE RISER ANTI-FLOTATION BASE (IF APPLICABLE) 18,895 Ib > 13,478.4 Ib x 1.25 ? � Z
FLOAT
d 18,895 Ib > 16,848 Ib Z Z Q
_ INVERT OF LOWEST STORM PVC VENT ° ° d '
-III-I� WATER DISCHARGE OPENING
LU
G ATE 9 �
R PIPE ° 4 °
NN (MINOR STORM EVENT) < ° ° d NOTES J O
TOP VIEW II LOAT I FLEXIBLE HOSE MUST BE 1. Portland cement concrete (type II recommended)for the inlet base shall have a minimum compressive IU Q W
SECURELY FASTENED TO strength of 4,000 psi. Z W '
�VC VENT PIPE �( STORM WATER ; THE WATER QUALITY ° '
DISCHARGE DISCHARGE OPENING °d° Z
OPENING , 2. Where corrugated aluminum or aluminized steel pipe is used, all areas where the pipe is to be in contact with Q (n Z
_. \\\ \ concrete shall be painted with a black bituminous enamel paint. Q OUTLET PIPE-,
IPE - 3. Riser to be constructed according to the Riser Details.
' - ° ' 6'-0" 7'-0" W cn a
4. Skimmer Sizes and Orifice Diameters are calculated based on the NCDEQ Design Methodology and well be Q LEXIBLE HOSE reviewed and approved b the Engineer once a Skimmer supplier/manufacturer lier/manufacturer has been chosen.
- H L = 1.4 X DEPTH \ \\\ pp Y g pp
TO THE OVERFLOW d° 'A a v
- MINIMUM LENGTH APPLIES
°
WATER ENTRY UNIT ( ,--- SCHEDULE 40 PVC PIPE ° BARREL CMP %0 ►11 A let,
�
' I i (BARREL OR ARM) . ° d I hereby certify that this document was �� �s�r
---------- _ =I d d ° < ° ° ° ° ° . ° prepared by me or under my direct personal . Q '•�
END VIEW SIDE VIEW MAINTAIN DEPRESSION TO Jill - - ° ° ° d d supervision and is correct to the best of my .I,
(NO SCALE) MINIMIZE CHANCE OF ° A. ° . _ -
d knowledge and belief and that I am a duly _ '�� SEAL
SKIMMER BECOMING STUCK gr:F
licensed Professional Engineer under the SHEET NUMBER
DRAWN BY T. R. EVANS 10/10 048820
laws of the St a e f o h Carolina.
FAIRCLOTH SKIMMER° DISCHARGE SYSTEM WITH OUTLET W FARCLOTH I MSONER INC. PLAN VIEW tea .
WWW.FAIRCLOTHSKIMMER.COM 'Y
TELEPHONE: [phone] . ��.........
STRUCTURE EMAIL: WARREN OFAIRCLOTHSKIMMER.COM N.T.S. (Signature) �
FAX: [phone]
Date: January 15,2024 r ��i�1 i r►1��� 02CO-P005

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