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Home My WebLink AboutNCG021049_Scanned Site Plans10_20241114 I I j I 50 0 50� 1/00 CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES TOP OF BERM. ELEV 848.Oi0 0 I I -- ---_ - -------_--- '\< 20' WIDTH 4 LIMITS OF DISTURBANCE \/�/ / , 4 A/A/AA/� ` \ \ 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 \//\/j�// __ 1 C� �;\//\//\/i. Cumulative Storage SCALE IN FEET / INCH OR GREATER RAINFALL EVENT AND REPAIR IMMEDIATELY. �A//AA//AA//AAi/ i/vO O r v /AA/AAi�/` \ �� ' ) �V/V/V/V/V/V//�i o o o. ��/V i � i WATTLES INS ALLED � i\/AA//AA//AA//AA//AA//AA//AA//�� I ELEV 846.50 ��%/AA//�A//AA//AA//AA//AA//AA/j` 849.00 ALONG SLOP \ V / /VV/VA/VA�AA/VA/VA/\A/VA'\� O ��- - �'VA/VA/VA/VV/VA/VA/VA/VA/� DRAINAGE AREA / 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT //////\//// /// ///�/// / i�ij�O O"C 7�� O�C�00�0�0 //`//j//j///��/j//j///\//j//j///\//, POROUS BAFFLES VAA VAA VAAVAA��VVAVAA VAAVAAVAA\A\VAS\ ��N�� 1�✓-�� ti� �� VAA VVA VAA VAA VAA VAA VAA VAA VAA VAA VAA� TOP OF BERM .d \ \ ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN �j // // //✓/,// // // // /� DELINEATION ��< / � DETAIL SHEET OOG-011 \ AREA WITH SEDIMENT CONTROLS. AA�VA/VAA�A��AA�AA�AA AAA/VA AA��AA AA A��VAA VAA VAA VAA VAA�VVA�VAA�VAA�VAA�VA'VAA�VAA�VAA VAA�VA �AA�VAA/��AA�AA AAA AAA�AA�AAA ,�A�/VAA�AA�AA AAA; 848.00 48.00 SEE'' / / / / / / / / / //////////////%/ / / / / //i/ / / / \ \ \ \ \ \ \ VA VA V� VA VA VA VA VA VA VA VA VA VA VA VA VA VAVA,\,�A��A/i��/AA/AA/AA%AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AAiA/A'\/A/A/A/A/A/A/A/A/�/A%�/ - I 3. CHECK EMBANKMENT,KM E NT SPILLWAYS AND OUTLET FOR EROSION ION DAMAGE AND INSPECT //%///\//% 847.00 $47.00 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 SECTION B AREA. 846.00 46.00 - -- I 45.50 PRINCIPAL SPILLWAY � � - � 12" CLASS 1 RIP-RAP o 845.00 45.00 D �/ cB � �� ,. >' 844.25 CLEANOUT ELEV.. / w 844.00 .00 EMERGENCY SPILLWAY % l NON-WOVEN GEOTEXTILE FABRIC ELEV. 846.50 ` 1 9', ELEV_ 846.5 COMPACTED FILL N TOP OF ( BETWEEN ALL SOIL AND RIP RAP. � LL O 843.00 843.00 - / / I SEE DETAIL THIS SHEET ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL / � , v \ ALONG FACE OF SPREADER LIP TO � O � � REMOVED. --VIRGIN GROUND TOP OF FOOTER_ o a / 842.00 P' 3:1 / /AAjAAjA�iVAjAAiVAjAAjAAjAAj,AAjAAjAAVAjAAjAAjAAjAAjAAjAyVAjA 3:1 ELEV: 845 ± 48" OUTLET STRUCTURE WITHVA/VA//VA//VA//VA//VA//VA//VA//VA//VA//V//V// _� X POND BOTTOM o O/// //A//A//A//A//A//A//A/iA//A// //A//A// /A//A//A//A//A//A// /A/i /A,%A O SKIMMER AND 50 LF OF 24" DOUBLE V \ V/V\A�A�A�\�V/V/V/V/V/V/V/�/V/V/V/V/V�V/V/\�V/V //`��V/\ 841.00 �� AAAAAAAA/ AAj/A ,BARREL H DPE P �� SB-207 ELEV: 843.00 /VA/VA/VA/VA/VA/VA/A/VA/VA/VA/VA,VA/VA/VA��VA/VA/VA/VA/VA/VA/VA/VA/VA/VA/VA/�\/VA/��iVV/VA/�Ai�A / /A/A/A/A/A/A/A/\/A/A A/A�A/A/./A/A/A/A/A/A/A/AA/A/A/A - SEE DETAILS THIS SHEET i Q' \, \/A`/V�/A%A / /AA/AA/AA/AA/AA/AA/AA/AA/AA/A�/AA/AA/A�% VA VA VA VA VA VA N� VA V� VA VA VA VA VA VA `�VA VA VA VA V\ \ 840.00 / %K/�% y � �, �/AVAVAVAVA \ VAVAVAVAV VA VA VA VA VA VA VAVAV VA VA \A VA VA\A VA VA VA VA VAVOVA \� VAVAVA �� V� VAV� VAVAVAVAVA \ \ 0.00 0.25 0.32 0.54 030 0.87 1.04 1.23 1.64 � � /AAA�AA�AALV/\�/��A\ t�� AAA�AAA�AA\AAA�AAA�� \ ��AAA�AA;�A��V �/\ �AVAA�AA \l" --- \ OUTLET PROTECTION OP-207 - - Cumulative Storage (ac-fit) ~ \ SEE SUMMARY SHEET 0OCP-005�, / \\ 1 KEY IN RIP-RAP - KEY IN RIP-RAP 'WETLAND SECTION A EMERGENCY SPILLWAY Basin Size 30 FT STREAM NOT TO SCALE E1 . sl Depth Left Area(s CumulaWe'iV Volume(arc ft) TOP OF BERMELEV.-,848.00/ 1� �� BUFFER 843_DCp t},O+p 1t!•11i 0.00 4 \\� BOTTOM OF POND RIP RAP INFLOW PROTECTION f ELEV. 843.00 844.00 1 11 727 025 \� \ 11 � SEE SHEET OOG-009 , •� 1 x� ' I \ TOP OF BANK _ - 844.2'5 1.25 12,1 0.32 ARM ASSEMBLY - .OU 2,03 13„395 0.54 % °° 11 \ \ l °�` 845.50 2. 14,250 0-70 l 846.00 3_ 15,119 0.87 IT I �; �► X- �C � 84€i_50 3_,5t 16 1.f34 c" ENCLOSURE C 847.00 4_00 16, �1.23 _ 848.00 5_ 18p7'37� 1.64 �\ �I � A - a °fie Mm �� a �' � � a �� ._li '� - WATER ENTRY UNIT \ \ �� / °� / / �°° ° / PERSPECTIVE_ VIEW BASIN ACCESS ROAD �X % t4 SILT FENCE j / �h-� PVC VENT SCHEDULE 40 -�. PVC ELBOW PIPE \ SEE DETAIL SHEET OOG-008 i � � / /�' �' STREAM CROSSING NO. 3 PVC END CAP PVC PIPE �� / SEE SHEET 01CP-B008 3" PIPE DIAMETER SK-242 � � � � � �/ Skimmer Design SB-207 Req'd Vol (cf):I8,280 SEDIMENT BASIN 207 PRINCIPLE SPILLWAY '�► t ( ...... WATER SURFACE 9 DESIGN INFORMATION Desired Skimmer Drawd�own Time (td) 72 hrs ° PVC END CAP Desired Skimmer Drawdown Rate Qd) 2,760 ftlida Outlet: Sediment Basin 207 Principle Spillway, Drop Pipe PLAN VIEW SCHEDULE 40 ( y „ _ 3" PVC PIPE , , � Riser Top Eli 845.50 ft SCALE 1 - 50 SEE TABLE FOR Skimmer Size 3.0 in Riser Length: 4.0 ft PVC PIPE 5 Orifice Coefficient: 0.60 INSTALL COLLAR WITH CORRUGATIONS PIPE DIAMETER - Head on Orifice (H) 0.250 ft VERTICAL. COLLAR TO BE OF SAME GAGE 112" HOLES IN Weir Coefficient: 3.1 UNDERSIDEur Culvert Length: 50.00 ft AS THE PIPE WITH WHICH IT IS USED. PVC TEE - 1 .5" ORIFICE PLATE Culvert Diameter: 24.00 in -CECUTOFF TRENCH ALIGNS .. PVC TEE -- Calculated Orifice Diameter 1.546 in t Culvert Invert In: 841.20 fit BAND WITH EMBANKMENT �'� Actual Orifice Diameter$ 1.500'in 1/2"X 2" SLOTTED NOTES: Culvert Friction Coefficient: 0.01 7 HOLES 8" C.C. Actual Skimmer Drawdown Time 76'hrs Culvert Entrance Loss Coefficient: 0.90 2 @ FLEXIBLE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS i 1 1 FOR S/8"QJ BOLTS EXISTING GROUND �q i0 0i d bi HOSE - OTHERWISE NOTED. Discharge: 25.22 cfs z FILL MATERIAL 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE g 2"-►� -• ---- OD OF PIPE 2' MINIMUM IF NOT SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED Required Discharge: 25.22 cfs i CUT TO BEDROCK NOT BE WATER-TIGHT. iQiiOiioi B 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE 1 PIPE BARREL STRUCTURE WITH WATER-TIGHT END VIEVv 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 CONTINUOUS WELD BOTH 2' L REVIEWED AND APPROVED BY THE ENGINEER ONCE A W: 4' MIN. SKIMMER -------- SIDES OF BAND "---SUITABLE EARTHEN MATEIRIAL -------------- -------- 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/o OPTIMUM MOISTURE CONTENT ANTI-SEEP COLLARS_ CUT-OFF TRENCH 48" CONCRETE RISER NOT TO SCALE NOT TO SCALE TRASH RACK WEIGHT = 10,147 lb SKIMMER, SEE DETAIL- � I 10' TOP OF EMERGENCY SPILLWAY, SEE DETAIL THIS THIS SHEET RETRIEVAL ROPE BERM 'WIDTH 4'x4' (INSIDE ANCHORED IN - SHEET WHERE: DIMENSION) RISER 48" CONCRETE THE SLOPE � -V FREEBOARD SEDIMENT \� / RISER WEIGHT= 10,147 lb STRUCTURE RISER STRUCTURE TOP OF BERM. ELEV 848.00 --- CLEANOUT MIN. 1' FREEBOARD _ 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 - U ❑oo a o❑p❑❑a // / /�\/�// // // /r // // // // / j _ EMERGENCY SPILLWAY ELEV 846.50 WEIGHT OF CONCRETE BASE _ (6.0 ft x 6.0 ft x 1.5 ft) x 150 Ib/ft3= 8100 lb _ o❑❑ o�❑❑ o�❑❑❑❑l] MARK, ELEV 844.25 0 ❑❑ ��❑ ❑ oo ❑❑❑o RISER CREST ELEV. 845.50 /\\j STRUCTURE WEIGHT- 10,147 lb + 8100 lb - 18,247 lb SKIMMER, ° ��` ' EMBANKMENT STABILIZED SEE DETAIL WITH VEGETATION BUOYANCY'= DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3 THIS SHEET - - - a ° � I 3 --CUT OFF TRENCH 3 24" DIA. CMP OUTLET APRON BUOYANCY = 96 ft'x 62.4 Ib/ft3= 5990.4 lb DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) BOTTOM OF POND INV. ELEV 841.20 24" DIA. CMP A I �- �i �000,50, 18,247 lb > 5990.4 lb x 1.25 ELEV 843.00 _ _ _ _ _ III- -III \\\\\\\\ -III- III-III- 18,247 lb > 7488 lb 1. PORTLANDI CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE ANTI-SEEP COLLAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI. SEE DETAIL THIS SHEET 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 - --- - ------ _ PIEDMONT LITHIUM CAROLINAS INC. N •CARO SEDIMENT BASIN SB-207, ss%o�:.'2= CAROLINA LITHIUM PROJECT PLAN VIEW & PROFILE DETAIL 7 - 5 3/13/2024 REVISED PER DEMLR COMMENTS 4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT PIED, A' 3 5/31/2022 REVISED PER DEMLR COMMENTS � V�•IN �`�� GASTON COUNTY, NORTH CAROLINA SHEET - -- - HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER _DEMLR COMMENTS _ P .� FILENAME - 01 CP-B006 i E K H %,, 3/13/2024 440 S.Church Street, Suite 1200 �i, LITHIUM1 8/27/2021 MINING PERMIT � - 1" - 50' 01 CP-B006 Charlotte, 2075 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE _ N.C.B.E.L.S.License Number: F-0116