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Home My WebLink AboutNCG021049010 \ \ ` I I CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES o;rl _ _ TOP OF BERM. ELEV 830.00 �2A-N 20' WIDTH 4 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT(1/2 4 1 �, j\///\\�/%\/! F \ \ \ Cumulative Storage - . PIPE 2A-N SEE CULVERT � � I� � \ \�\ \ - . \ \ \ � ( \ \ X INCH OR GREATER RAINFALL EVENT AND REPAIR IMMEDIATELY. DO C� SUMMARY TABLE ON \ L ) \%�%i%\%\%�%�%\/ o ELEV 828.50 �\ \ 7 CHAINLINK FENCE I \ V'.A \ \ \ V 'W� % /i /` / / / / / SHEET OOCP-006 \ \ V SEE DETAIL SHEET OOG-011V/VA��VA//VA//VA//VV//\�/VA�V�'V� �,.VA//VA//VA/VA//VA��A//VA//VA//VA/� 8,31.00 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT /jAA/jA/jA/jA/jA/jA/jA/jA/j� `//A TOP OF BERM �, ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN RI PRAP SLOPEV/VA,/VA/VA/VA/VA/VA/VA/VA/VV/VA/�/VA/VA� �< �iVAiVAiVAVAiVAiVAiVAi\AiVAiVAiVAi�AiVAiVAi�,/VA/VA//VA/V�//VA/�,/VA/VA/VA/VA//VA/VA/VAS 830.00 30.00 �\ A � I �, AN AREA WITH SEDIMENT CONTROLS. DOUBLE INLETS AT PROTECTION TYP. W \ V ( ) \,ArVA��A/i��//i\//AA//AA//��/AA//AA//AA//AA%/AA//AA//i�//AA//A//AA/% //AAj/AA//A//AA//AA/AA//��//AAj/AA��A%AA%AA/�A/jAA�//i�/i�A��AA EMERGENCY LOW POINT, PROVIDE \ \ SEE DETAIL SHEET OOG 009 �lVAV/VA/ /VA/VA��,/VA/VA,VA/VA/V/VA/V/V/V/ /V/�/V/V/V/V/V/V/V/V/V/V/ INLET PROTECTIONS V A \ �� I �, 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND \/i�// //A//A//A// /A//A// //A// //AA// //AA//A//AA%/AA//A�//AAij�//AA//AA//AA//A�/��'`� 829.00 SPILLWAY 829.00 X /NOVA�VA�A� V�AAA AAA AAA AAA AAA�A� VA�A�AAA AAAV��A��A��AA��/� DURING CONSTRUCTION \ I � � ` ', �� I INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY �.• 28.50 \ ,I POROUS BAFFLES \ REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREA. SECTION B 828.00 PRINCIPAL 28-00 \ \ SEE DETAIL SHEET OOG-011 SPILLWAY 27.50 a i t 827.00 27.00 ` \ i -.--- SILT FENCE \ D - M ` \ -12 CLASS 1 RIP-RAP M CLEANOUT ELEV. SEE DETAIL SHEET OOG-008 r \ > ao I -T 826.00 .00- 826.25 \ EMERGENCY SPILLWAY NON-WOVEN GEOTEXTILE FABRIC- ELEV. 828.50 1� 10', ELEV. 828.50 SEE DETAIL THIS SHEET O BETWEEN ALL SOIL AND RIP-RAP. - -COMPACTED FILL ON TOP OF 825.00 825.00 ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL LIMIT OF DISTURBANCE ALONG FACE OF SPREADER LIP TO REMOVED. / \ n�n�n� - VIRGIN GROUND 824.00 PIPE 2B-N ( SEE CULVERT / \ TOP OF FOOTER. o - 1� f7, -ram o SUMMARY TABLE ON ��\ 3:1 /////��\\�\\\/�\\��ii\Vi`ii�\ii\\V\i\\/i i�y��}��\/�\\��\\��\��\\,\ 3:1 ELEV: 827± 05) Pam\ PROPERTY BOUNDARY. POND D BOTTOM o ��/ \ �\//�\///\\//�\/ //\\/�\\//�\/// jj\ \ \� / 823.00 SHEET OOG-\01 1 \ b V S B-202 \ O OT ��\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ ELEV: 825.00 /\\��\\//\\ \��\\/\//\/� \ \ \ �/ \�/i \ \� \\/\\�/\\//\\ OUTLET PROTECTION OP-202A, P \\ O �j j\/j\/jam//\/j\/jj/j\/j\/j\ij // /j\/j\/j\ \/j��\//\//\//\//\//\/�\//\//\,/ //\//\//\//\//,/,\//\ _ a 822.00 - - \\ \\ \\,\\/\ \ \\/\\/\\/\\/\ \ \\/\\/\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\ o SEE SUMMARY SHEET OOG-005 \ \/i\,/\/\//\ j/ //\//\//y/\//�// //\,/\//\//\// //\//\//\//\//\//\// //\//\//\//\//\//\//\//\//\//\i/\i/\i�//\//\//\//\//\//\ 0.00 0.23 0.30 0.51 0.66 0.82 0.99 1.17 1.56 \ - OUTLET PROTECTION OP-202 �' � v/v/v/v/w/ ��,/v/y/y/y/yiy/v/vivivw/yw/v/yiy/y/y/y��/v/vw��ww/vwiy/y/y/v/v/vw/v/.wiywww�.I Cumulative u I ative Storage (ac-ft) SEE SUMMARY SHEET OOG-005 ---- TOP OF BERM ELEV. 830.00�� \ KEY IN RIP-RAP KEY IN RIP-RAP SECTION ON PROPOSED PLANT BOTTOM OF POND ELEV. 825.00 �� BUILDINGS \ ��, 48" OUTLET STRUCTURE WITH EMERGENCY w Basin Size � � SKIMMER AND 50 LF OF 24" 0HP STORM , SPILLWAY LLWA T ----------- Elev. NOT TO SCALE 11 Depth Area(st) Curnla#ive Vor rrra(ac-fl) DUAL WALL PIPE, ADS OR EQUIVALENT. '\ SEE DETAILS THIS SHEET 825.00 0.00 9,393 0.00 ° ` �� \ _ \\�\� \\ 826.00 1.00 11,000 0.23 _X \�\ 826.25 1.25 11,411 0.34 �- 827.00 2.00 12 M 0.51 ARM ASSEMBLY -- 827.50 2.50 13,518 0-66 - --- 1 r 828.00 3.00 1 ,3E3ta 0.82_ 8 .5Cb 3.50 15,207 0.'99 28 C „C„ ENCLOSURE .Odd 4. 7`16,162 1.1 a \� \\ 830.00 5.00 17,E 1.56 BASIN ACCESS ROAD a I WATER ENTRY UNIT PROPOSED ROAD PERSPECTIVE VIEW - I i � 1 '" SEDIMENT BASIN 202 PRINCIPLE SPILLWAY Sldmmer Design SB-M Vol(CrJ 10,170 30' STREAM BUFFER I INFORMATION - - DESIGN PVC VENT SCHEDULE 40 Desired Skimmer Drawdown Time Mf 72 hrs ''�- ,--- x /-- PVC ELBOW PIPE Outlet: Sediment Basin 202 Principle Spillway, Dro Pi e j - 1 I i I PVC END CAP - -�� / PVC PIPE Desim d Skimmer Drawdraw�n Rate (Qd) 3, felday pP P LIMIT OF DISTURBANCE I _ �" Riser Top Elev: 827.50 ft = � � _ PIPE DIAMETER Skimmer Size 3.,0 in Riser Length: 4.0 ft _P LAN VIEW WATER SURFACE - Head on O�fice (H)5 0.2 ,ft Orifice Coefficient: 0.60 Weir Coefficient: 3.1 SCALE: 1"=50' �> _ Culvert Length: 50.00 ft 50 0 50 100 °TIII � �� , PVC END CAP SCHEDULE 40 � C.;�Ic�uleted Ort�i�de 1�7hamel6er'' 1,7�l� irr Culvert Diameter: 24.00 in Culvert Invert In: 824.50 ft SCALE IN FEET 3" PVC PIPE SEE TABLE FOR ! Orifice f7hameter� 1.750 in PVC PIPE Culvert Friction Coefficient: 0.01 1 �2" HOLES IN PIPE DIAMETER ! Skimmer Drawdown Ti1m7 169E hrs Culvert Entrance Loss Coefficient: 0.90 INSTALL COLLAR WITH CORRUGATIONS -CL CUTOFF TRENCH ALIGNS " VERTICAL. COLLAR TO BE OF SAME GAGE WITH q EMBANKMENT PVC TEE UNDERSIDE x Discharge: 42.13 cfs AS THE PIPE WITH WHICH IT IS USED. PVC TEE 1.75" ORIFICE PLATE Required Discharge: 37.20 cfs --- _TT' I I I I I I I I I I I I I I I I BAND - EXISTING GROUND ��-- �R 1/2 X 2 SLOTTED _ �' _ .a_::. . FILL MATERIAL F LLXIC �L NOTES, HOLES 8" C.C. ' �2" I I I I L I @ 2' MINIMUM IF NOT HOSE - 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS 11 FOR 3/8"Q BOLTS CUT TO BEDROCK �� OTHERWISE NOTED. 2 - q ID 01 d of q OD OF PIPE ___.- _ _ - = _._..__._,.. __..__ ._..." ,., / 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE B 1 SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED Id 1101 1101 � IQ 1101 I bl 1 �� NOT BE WATER-TIGHT. 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE ' 11 1 W END V I I I I I I I I I I I �� PIPE BARREL STRUCTURE WITH WATER-TIGHT IIIIIII III 111111111 2' CONNECTIONS. O N T V I W RISER_ BUOYANCY_CALCULATION 11 11 ONE PIECE CONNECTING 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED BAND WELDED TO PIPE- --SUITABLIE EARTHEN BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A W: 4` M I N. CONTINUOUS WELD BOTH MATERIAL COMPACTED TO SKIMMER REVIEWED AND APPROVED BY THE ENGINEER ONCE A MINIMUM OF 1.25 TIMES THE UPWARD FORCE. 1 SIDES OF BAND 95/o OF STANDARD SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. PROCTOR MAX. DRY NOT TO SCALE DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) ANTI-SEEP COLLARS _CUT-OFF TRENCH DENSITY'WITHIN ±2% NOT TO SCALE OPTIMUM MOISTURE 48" SQUARE CONCRETE RISER - NOT TO SCALE CONTENT TRASH RACK-- 1 O' TOP OF WEIGHT= 10,147 Ib � SK:IMMER, SEE DETAIL RETRIEVAL ROPE ---- EMERGENCY SPILLWAY, SEE DETAIL THIS ANCHORED IN BERM WIDTH SHEET WHERE: THUS SHEET U THE SLOPE Q 48" CONCRETE -1' FREEBOARD o RISER STRUCTURE MIN. V FREEBOARD RISER WEIGHT= 10,147 Ib SEDIMENT - TOP OF BERM. ELEV 830.00 4'x4' (INSIDE-- d CLEANOUT WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH) x UNIT DIMENSION) RISER "� - - WEIGHT OF CONCRETE STRUCTURE GAGE - --- - -- EMBANKMENT STABILIZED 0.5' DEPTH OF FLOW \ANOUT ` - WEIGHT OF CONCRETE BASE _ (7.0 ft x 7.0 ft x 1.5 ft)x 150 Ib/ft3= 11,025 Ib CONCRETE-- SEDIMENT ELEVCLE 826.25 0°❑�❑° �o°0o oo°❑°❑°❑ RSRCRSTE 50 °❑o I E E L V. 7. A \��`�� E 82 BASE \` - a a -- _ ��\� STRUCTURE WEIGHT= 10,147 Ib + 11,025 Ib= 21,172 Ib a a a a � � � � WITH VEGETATION BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft' SKIMMER,--� \,,, °' a � 3 CUT OFF TRENCH 3 3 3_ SEE DETAIL - OUTLET APRON BUOYANCY = 96 ft x 62.4 Ib/ft = 5990.4 Ib THIS SHEET P _ -- DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) 24" DIA. CMP BOTTOM OF POND INV. ELEV 824.50 24" DIA. CMP Q A ELEV 825.00 ---- ---- -j- .__.� - -__ \ 00 21,172 Ib > 5990.4 Ib x 1.25 a ----- - --- -- ® \ \ \ a - --- ---- ---- -- -'---_ \ \ 21,172 lb> 7488 Ib _ 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. a a CONCRETE BASE - 20' EVERY 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL - - 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: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 NOT TO SCALE NOT TO SCALE PROJECT MANAGER V. HAYNES, PE ------ PIEDMONT LITHIUM CAROLINAS, INC. -- - ------ .��''�N..••�A 0< SEDIMENT BASIN SB-202 --- -- - -- ---------- - -- o :F�SS ••.'� CAROLINA LITHIUM PROJECT PLAN VIEW & PROFILE DETAIL �:Q� -��7 -- ------- S A L 5 3/13/2024 REVISED PER DEMUR COMMENTS = i 4 1/23/2023 REVISE --- 3 - LITHIUM HYDROXIDE CONVERSION PLANT D PER DEMLR COMMENTS ' P3 5/31/2022 REVISED PER DEMLR COMMENTS -- %�� •i N•�;•��` GASTON COUNTY, NORTH CAROLINA SHEET I E N T HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ' CIE K. NP%\\'�3/13/2024 FILENAME - 01CP-0004 1 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT LITHIUM Charlotte, NC 28202-2075 -- - SCALE - 1" = 50' 01 C P-0004 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 N.C.B.E.L.S.License Number: F-0116