NCG021049_Scanned Site Plans14_20241114

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°RAIL SPUR (CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES
UR ACCESS ROAD `, � - --- TOP OF BERM. ELEV. 837.00
20' WIDTH 4 f\�
�1 f00 Cumulative Storage
. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT 1/2 i/\ELEV UO� 4 �i\f/\fj\ff
- -- _-_- O-_-
�` INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. iff
ELEV 835
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/
_ .80 �%/A/rAf/A/Of/`f/A//Af/
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�. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT
\ \
ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT I \!\\%'\\�\O\�\\�\\\/\\� \f\ELEV\Oi\:%�^/�^/�^��^��^O�^��^��^��i O\\ELEV/�\�\\�O \ \\f\\\` TOP OF BERM
f \ O ED S N AN /Of\ff\ff\ff\ffOfOf\/f0'\r/'Or\/\r \/\/\\/\/\\/\%\/\/\ \f\ff\/f\/f\/f�/f�/f\/f�/, //�%/f\/ff\//\ 837.00 37,00
- - i � ' \ AREA WITH SEDIMENT CONTROLS. f\f\\j\f\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j0
-f- �- S K-244 !�\�O\��\�i0\f0\f0\/f\\/f\\/f\\//\\/�\\/j\\/i�\/f\O/\\f/\\ff\ff\\�f\\ff\\/f\\ff\\/f\\�/\\//�\//�/\\/f�\f/\\ff�lf\\ff\\ff\\ff\\ff\\f/\\/f\\/f\\/f\\/\�\/,��//�/�
\ /i /if/f\f/f�f/`f/\O f/off\✓/�%\f/�%\\O//`f0/O/Off�f/\f/�f/\fi\f/\//\//O�f/i f/�Ofi\f/\//\f/i fr\r EMERGENCY
O, \\�
X X� C. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT "'\\O/i�/\f\/\f\/\/\/�/\%\/\/\/\/\/\Y\f\f\f\ \ \ \f\ \ � � 836.00 - L�35,00
,./ f/\f/\/ � ff'./ SPILLWAY
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS \ \>�\ �\ �\ �\ \ \ \ \ \ \ �\ �\ �\
M, --
_ / X X� IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL SECTION B PRINCIPAL
AREA. - 835,00 0 £i3 : i(]
SPILLWAY
_ - WATTLES INSTALLED /� 0
ALONG SLOPE / � -12" CLASS 1 RIP-RAP m 834.00 CLEANOUT 83C00
�I ! 00 X ELEV. Q
NON-WOVEN GEOTEXTILE FABRIC--- g ELEV 833 ELEV
10', ELEV. 835.80
BETWEEN ALL SOIL AND RIP-RAP. � ------ FILL ON TOP OF - t-
POROUS BAFFLES ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL
-SEE DETAIL SHEET OOG-011 F - __ - / ALONG FACE OF SPREADER LIP TO O �00 O O REMOVED. 832,00 - -
_. 84 844 TOP OF FOOTER. o O �., -�� �� o VIRGIN GROUND
840 z --- - - / / f\/\/O/\f\/\/\f\f\/`K/-KM`1-\1 \f\f\f\/\
f\f\O�/f�ff�ff\ff\\\j\\j\\j\\j\\j\\j\\f\\jOjOj\\j\\j\\j\\j\\j\ 3:1 ELEV: 832 ±
3:1 /r /\/\/\/\\/\\/ _
- \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 831.00
---- -- 83 --- �O\//%O\ff�O O
_ POND BOTTOM / / / / / / / / / / /, / / / / / / / / ✓ o
--- ELEV: 832.80 \\\f0\/f\\\ff\\\OOf\\f\ELEV\f/O\ff00\\f0\f0\fOfO\/O\ff0\fOfO\O\\O\\f��ff\\\f0\ff0\ff\\\f0\f0/O\f0\f0 O
`
-- - RIP RAP SLOPE /f\/f / /f /f /f\/f\/f\/f\/f\/f\/fi ,r\
--BASINACCESSROAD BOTTOM _ - { / / / / r / / / / / / / / /i /ififi /i /i !i /i /i /i /i // /i /i � /ifi/i / /i /i /i // /i // /f // / f .
_. -- O TOMOFPOND � � \\ O \\ \\ \\ � \\ \\ \\ \\ \\ \\ \� \\ \\ \\ \\ \ \\ \\ \\ \ \\ \\�\ \ �\ O \ \ \ \ \ \ \ \ \ \ \ \ \/\f\/\;��. A.l70 O.f35 17.7 0. 0.55 0.6 0, 0 0.97 1, 7
--/ PROTECTION TYP. �jf/jf/j f/j f/f O�/j fOf/\f/j//\//\f/\f/\f/i/Of/\f/\f0//\fOf/\f/\\f/\f/\fJ00\//\%/O/\\f/\000/\��i\\f/\O/\f0\f/\\✓\\f0\f/\\f0\f/\\/i\\/O\//i`/i\f0\
-- _ ----- -- S. l \� OLO\�\� O�\\O\O�\\O�fO \O�\\\ \\�\\O\O\O\O\�\\O O\�\�O\��O/0�00��\\O\O\ \ \�vO ���OLOs�L�\\;\�
- - ELEV. 832.80 _ ..� \ \f\/ / / / / / / / / / / / 1
--i..■-s„il,r.�_ 4� A--- - uKln�ilafv: t? [ lt
-- - --- � KEY IN RIP-RAP SECTION A KEY IN RIP-RAP
--- - -
Basin
kSie,
now - - - EMERGENCY SPILLWAY
SB-206 .. --- - - Elea. (ms) Depth {fit} Area;( Cumulative 'Volume (ate)
i �� - / ... 83 _72 OUTLET STRUCTURE WITH NOT TO SCALE
SKIMMER AND 50 LF OF 36" HDPE
X ---,A-_ � -- __._ ---- ----Ij SEE DETAILS THIS SHEET - 832 0,00 10,488 0.00
- gILT FENCE ROCK OUTLET - X- X- X® ••••••• �` -- 833.00 0;20 10,€304 0.05
�- 833.80 1. 12,205 0.26
EMERGENCY SPILLWAY
\ OUTLET PROTECTION OP-206
" --- 1i _�__- ��-- 834.0{1 1,20 12,538 0.32
ELEV. 835.80 _ :-- SEE SUMMARY SHEET OOG-005 834-80 2.00 13893 0.56
SEE DETAIL THIS SHEET O _ \ --- --_ ---__ �� ARM ASSEMBI Y -
\ - -
-_ C 835-00 2.20 14,357 0.62
-
TOP OF BERM ELEV.
837.00 835.80 3.00 15,785 0.90
_ --- SILT FENCE - __- C
-- TOP OF BANK \ \` ,. - --�� - _ l i 836.00 3.2D 16,253 0.97
� I
------------
--_ SEE DETAIL SHEET OOG 008
�... „C" ENCLOSURE 837.00 4. 0 18226 1.37
30 STREAM BUFFER
_�� -
----- -- - -\ DRAINAGE AREA DELINEATION--- '`
ILJ-�� A \- WATER ENTRY UNIT
-LIMIT OF DISTURBANCE
PERSPECTIVE - VIEO
Skimmer[9rsigl. Stems 'dVol �,cf: 9,904 ---- -
SEDIMENT BASIN 206 PRINCIPLE SPILLWAY
DESIGN INFORMATION
PVC Desired Sldmmer Drawd n Time &f 72 hra
\ � t3iesi
VENT - cCl1EDULE 40
\\
PVC, ELBOW O Basin 206 P Y, Drop p
P,PE
-- 8��- PVC END CAP DIAMETER 80
PVC PIPE Desired Skimmer it7raardewrr► mate ( 3,3 fC�drlas� .
) Riser Top Elev: 834 I ft
2._5" PIPE DIOL
\ _ `Shimmer Size �".,� in Riser Length: 6.0 ft
PLAN VIEW WATER SURFACE Head on Orifice (W 0.208 � Orifice Coefficient: 0.60
Weir Coefficient: 3.1
Culvert Length: 50.00 ft
SCALE: 1" = 50'
50 0 50 100 - PVC END CAP SCHEDULE 40 Calculated Ori Diameter? 1.'i70 in Culvert Diameter: 36.00 in
Culvert Invert In: 831.00 ft
2.5" PVC PIPE Actual Orifice Diarl eter$ 1.750 in Culvert Friction Coefficient: 0.01
SCALE IN FEET CLCUTOFF TRENCH ALIGNS PVC PIPE SEE TABLE FOR ,�laual SkiimmerDra�wrdew�rETime7 74 hrs Culvert Entrance Loss Coefficient: 0.90
WITH EMBANKMENT PIPE DIAMETER
INSTALL COLLAR WITH CORRUGATIONS 1/2" HOLES IN
UNDERSIDE Discharge: 56.41 cfs
VERTICAL. COLLAR TO BE OF SAME GAGE PVC TEE - ' 1 .75_ ORIFICE POTS Required Discharge: 56.41 cfs
AS THE PIPE WITH WHICH IT IS USED. EXISTING GROUND PVC TEE 1. q g
-, :.<.;
FILL MATERIAL
BAND -2 MINIMUM IF NOT i
- 1/2"X 2" SLOTTED CUT TO BEDROCK . NOTES:
ELF T�I�L_E
2-1 HOLES @ 8" C.C. OSE E� 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS
FOR 3/8"0 BOLTS
---�q i0' i 'oi d �0� 1 io 1 °� OTHERWISE NOTED.
z O 1 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE B
j 2"�-- - OD OF PIPE j SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED
O NOT BE WATER-TIGHT.
d of 0 q 10 of 3. HDPE: FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE
PIPE IBARREL STRUCTURE WITH WATER-TIGHT
SUITABLE EARTHEN END V1 EO FRONT VIEW CONNECTIONS. RISER BUOYANCY CALCULATION
- ONE PIECE CONNECTING MATERIAL COMPACTED TO 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED
J_ L 95% OF STANDARD
BAND WELDED TO PIPE; BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A
W: 4' MI N. CONTINUOUS WELD BOTH PROCTOR MAX. DRY SKIMMER REVIEWED AND APPROVED BY THE ENGINEER ONCE A MINIMUM OF 1.25 TIMES THE UPWARD FORCE.
--- SIDES OF BAND CUT-OFF TRENCH DENSITY WITHIN ±2/o - --- 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 10' TOIP OF 72" SQUARE CONCRETE RISER
EMERGENCY SPILLWAY, SEE DETAIL THIS WEIGHT= 15,220 lb
NOT TO SCALE RETRIEVAL ROPE-- BERM WIDTH
SKIMMER, SEE DETAIL ANCHORED IN SHEET
THIS SHEET WHERE:
72" CONCRETE --- THE SLOPE
1' FREEBOARD
6'x6' (INSIDE- RISER STRUCTURE MIN. 1' FREEBOARD-- \I ��Oj ( TOP OF BERM. ELEV 837.00 RISER WEIGHT= 15,220 lb
DIMENSION) RISER SEDIMENT--- -- - -- --
STRUCTURE CLEANOUT - _ _ WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH) x UNIT
---- - -- GAGE
- I _ WEIGHT OF CONCRETE
- _"--- _ 0.5 DEPTH OF FLOW
CONCRETE - SEDIMENTMARK, ELEV830UT
3 80 a°❑❑ ��On oo❑°❑°❑�oA�A00\�OOj�OV� � EMERGENCY SPILLWAY ELEV 835.80 WEIGHT OF CONCRETE BASE _ (7.5 ft x 7.5 ft x 2.0 ft) x 150 Iblft3= 16,875 lb
BASE a a �� a R_IS_ER_ CREST ELEV_-834.80_ �j\/ Or\O
° EMBANKMENT STABILIZED STRUCTURE WEIGHT = 15,220 lb + 16,875 lb = 32,095 lb
1 WITH VEGETATION
SKIMMER, / -
3 CUT OFF TRENCH 3 BUOYANCY - DISPLACEMENT VOLUME OF RISER x 62,4 Ib/ft3
SEE DETAIL °�
THIS SHEET OUTLET APRON BUOYANCY = 216 ft'x 62.4 Iblft3= 13,478.4 lb
� 36" DIA. CMP INV. ELEV 831.00 36" DIA. CMP
BOTTOM OF POND DOWNWARD FORGE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY)
-- - --- - -- ELEV 832.80 -- -r0 r�rT --- - -- - -- - O D 000 A
° i- I I --I I OI I I-III-1 v;v v I I -I I OI 110
32,095 lb > 13,478.4 lb x 1.25
-- - �� 32,095 lb> 16,848 lb
°
ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE
a 20' EVERY SEE DETAIL THIS SHEET
CONCRETE BASE - - - - - ---- -- --- - SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.
z 7.5' x 7.5' x 2.0' 20 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL
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
" PIEDMONT LITHIUM CAROLINAS, INC.
- - ------- - .�� � .FARO -,
SEDIMENT BASIN SB-206,
- -------- ---
'o�:�•'F�ss;o<•'O': CAROLINA LITHIUM PROJECT
'�� � PLAN VIEW & PROFILE DETAIL
5 3/13/2024 _ REVISED PER DEMLR COMMENTS : Q' SEAL _
AL A
4 1/23/2023 REVISED PER DEMLR COMMENTS 3 LITHIUM HYDROXIDE CONVERSION PLANT
3 5/31/2022 REVISED PER DEMLR COMMENTS - -- - - --- F i N F y\`�� GASTON COUNTY, NORTH CAROLINA SHEET
D -- --- - -
IPIE 0 T
HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS "" e
----- FILENAME - 01CP-0007
440 S.Church Street,Suite 1200 ---- ---- -- ---- - - --- --- ,I'''� K NPR,\S311312024
UTHIUM Charlotte, NC28202-2075 1 8/27/2021 MINING PERMIT
704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 50' 01 CP-CO07
N.C.B.E.L.S.License Number:F-0116