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Home My WebLink About20230224_ESC_Drawings_vol1 LITHIUM Volume 1 SHEET INDEX Series Sheet Number Sheet Name Scale 00-General OOG-0O1 Cover Sheet 1" 10,000' DOG-002 Legend Sheet NTS DOG-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 00G-006 Concentrate Operations-Construction Sequence and Drainage Summary Details NTS 00G-007 Erosion Control Details NTS OOG-008 Erosion Control Details NTS OOG-009 Erosion Control Details NTS PROJECT NARRATIVE DOG-010 Erosion Control Details NTS OOG-011 Erosion Control Details NTS OOG-012 Erosion Control Details NTS OOG-013 Erosion Control Details NTS THE PROPOSED PIEDMONT LITHIUM CAROLINAS,INC.PROJECT IS LOCATED IN GASTON COUNTY,NORTH CAROLINA JUST EAST OF CHERRYVILLE.THE PROJECT SITE ENCOMPASSES APPROXIMATELY 1,548 ACRES AND IS BOUNDED BY 01-Lithium Hydroxide Conversion Plant HEPHZIBAH CHURCH ROAD TO THE WEST,DALLAS-CHERRYVILLE HIGHWAY TO THE SOUTH,AND LONG SHOALS ROAD 01CP-001 Lithium Hydroxide Conversion Plant Erosion Control and Drainage Areas Phase 1-Overall Map 1"=200' TO THE EAST.THE DEVELOPMENT CONSISTS OF VARIOUS COMPONENTS,INCLUDING THE CONCENTRATE OPERATIONS 01CP-002 Lithium Hydroxide Conversion Plant Erosion Control and Draina eAreas Phase 2-Overall Map 1"=200' (PIEDMONT LITHIUM CAROLINAS MINE#1,CONCENTRATE PLANT,AND INDUSTRIAL MINERALS PLANT)AND LITHIUM 01CP-003 Lithium Hydroxide Conversion Plant-Road Profile 1"=100' HYDROXIDE CONVERSION PLANT. 01CP-0D4 Lithium Hydroxide Conversion Plant-Rail Profile 1 r=300' 01CP-005 Lithium Hydroxide Conversion Plant-Rail Profile 2 1"=100' 01CP-006 Lithium Hydroxide Conversion Plant-Culvert Drainage Area Ma 1"=200' 01CP-007 Lithium Hydroxide Conversion Plant Plan View-Key Map 1"=200' 01CP-AO01 Lithium Hydroxide Conversion Plant Erosion Control Phase 1-Inset A r=300' 01CP-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' _"__ ,,-- -.< , � -r - - ._, - O1CP-A004 Lithium droxide Conversion Plant-Sediment easm SB-208-Plan View and Profile Detail 1-50 , , ,�; " ,:.i, -.. 4. ...,r 1Y / �: ;,.1 ,l ,. /...n.. ♦ ,- '.(ham „ / � 1 ,. ^'C ,. _ i _ ''r .. .`A':. -. ,. .:"; i '., .: .., _/� $^ l .✓., ...,.. ). '." .. e ,'� L a 11 / ".✓ �."Hyr .,s f, F•. R «� ,. 1 .. "... Lime ,,. '.. ..t ♦ - ��:.:1\/11111 « ::, ,r \.:.,{' /, �.x. ,I "L ,.� .'..2 -�. �•- '.. ,. ,,:: ;:. '' ':` O1CP-BOOS Lithium Hydroxide Conversion Plant Erosion Control Phase 1-Inset 8 1"-300' , , :,: ... - .' ti,r,. �-_.,, ,, .; ; ,: >., r�c:� ;.;YG - •„�, ilC;�._. 1 <... y ,-�\\�� _ ,. :,, '_S�„ .. _ _ ;:..,. ,,. ,:,:�j /� � i :. �,•., : 01CP-B002 Lithium Hydroxide Conversion Plant Erosion Control Phase 2 Inset 8 ---- '.- \� °• �.i- �•Y r l ,, �, � <'. _;�.J �; ,a ,�,;"'' -�, - ,.... 01CP-8003 Lithium Hydroxide Conversion Plant Reclamation Plan-Inset B 1"=100' ,,. _. � , ,,.. ;-a':.�, ��-..,--` �v -..�:.r:.� -�-,,.r �'. ,.• , ;i< OSCP 8004 Lithium Hydroxide Conversion Plant-Sediment Basin SB-201-Plan View and Profile Detail 1"-50' `__ ,.r _�.., r..S.. ••�"g" -�-..:�V l� -.' �,r./ _ :.. - " 1 ♦ �, ,'. \ 01CP-13005 Lithium Hydroxide Conversion Plant-Sediment Basin SB-205-Plan View and Profile Detail 1"=50' e I I -�� ,; . , ,, �'/• r� O1CP-8006 Lithium Hydroxide Conversion Plant-Sediment Basin SB-207-Plan View and Profile Detail 1"=50' ,/' ,• \+_; ,� s, ,f, ,:,-` " (f /'�, `,\ �.. •,.,. ' 01CP-B007 Lithium Hydroxide Conversion Plant-Stream Crossing No.3,Phase 1,Road to Plant Area 1"=20' \` 01CP-8008 Lithium Hydroxide Conversion Plant-Stream CrossingNo.3,Phase 2,Road to Plant Area 1"=20' . 1 � �- -), A`•- 7�`�" _ - __ I - - \\,• -- 01CP-B0109 Lithium Hydroxide Conversion Plant-Stream Crossing No.3,Redamation,Road to Plant Area 1"=20' _. r < \,r N d 1 Lithium Hydroxide Conversion Plant Erosion Control Phase 1-Inset C 1"=100' 01CP-0002 Lithium Hydroxide Conversion Plant Erosion Control Phase 2-Inset C 1"=100' �- - ___ 01CP-0003 Lithium Hydroxide Conversion Plant Reclamation Plan-Inset C 1"=100' --.. A. :. � '�• �. ;!?I •�. _;. ;, o ;:�, �,..;�,, .,q .--.�, 01CP-0004 Lithium Hydroxide Conversion Plant-Sediment Basin 58-202-Plan View and Profile Detail 1"=50' f 1 01CP-CO05 Lithium Hydroxide Conversion Plant-Sediment Basin 58-203-Plan View and Profile Detail 1"=50' 01CP-0006 Lithium Hydroxide Conversion Plant-Sediment Basin SB-204-Plan View and Profile Detail 1"=50' / 1..�•��= �� '•- ��/'r_, - �V O1CP-0007 Lithium droxide Conversion Plant-Sediment Basin 58-206-Plan View and Profile Detail 1"=50' ;• � - � ��.,, _ i -- \ O1CP-0008 Lithium Hydroxide Conversion Plant-Sediment Basin SB-209-Plan View and Profile Detail 1"=50' 01CP-0009 Lithium Hydroxide Conversion Plant-Stream Crossing No.4,Phase 1,Rail to Plant Area 1"=20' D1CPC01D', �, 1 �\ - Lithium Hydroxide Conversion Plant-Stream Crossing No.4,Phase 2,Rail to Plant Area 1"=20' \ IfE LOCATION w • \ S - - - \� /'I, O1CP-C011 Lithium Hydroxide Conversion Plant-Stream Crossing No.4,Reclamation,Rail to Plant Area 1"=20' p Operations ate02CO 00 Pre Construction Drainage Analysis Map 1"=600' Concentrate Operations-Road and Conveyor Profiles V=100' 02-Concentr 02C0-003 Concentrate Operations-Road and Conveyor Profiles 1"=1W. 02C0-004 Concentrate Operations-Road and Conveyor Profiles 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)and K AsShown OperationsM N O and P As Shown Cher"vine ry `� \ � "•' � - i\ ;. 02C0-009 Concentrate Operations-Detail Sheet-Inset Q R,and S As Shown _ - \ ti: ,_ ",, ' _.,�, :..° ;� �• ,. _.., - "' " � �\.. ,,• .. - - .�\ 1. 02C0-D001 Pre-Construction Drainage Analysis-InsetD 1'=300 \. i ,. ,,.. _,� � - ..,., ',,..• ,- - ,.. ..e. ' - ,\..` Aa02C0 D002 Waste Rock Pile Phase 1 Inset 02CO-DO03 Site/Mine Map-Inset D - ,: 02C0-D004 Reclamation Map-InsetD 1 -. - ,,;.. 02C0-D005 Sediment Basin No.SO Detail 1"=50' 02CO-DO06 Sediment Basin No.17 Detail v -�_.� * > - ,':' c% .` • - Pre-Construction Drainage Analysis-Inset E 1"=100' ......_..., >•- '. ,.....M. :.�_. -_; .. _ - ' �11\ 02CO--EO02 Waste Rock Pile Phase 1-Inset E 1"=100' -- ( ,q, ,.;.''' %� •� c�� 02CO-EO03 Site/MineMap-InsetE 1"=100' ._. '•..- - _ .., (. � ! .,.:.. r.. -.� 02C0-E004 Reclamation MaP-InsetE 1"=300' ' - ' � ;• � , l �r- '^ i, ••, •�`:• f Is • 02C0-E005 Sediment Basin No.8 Detail 1"=50' > - 02C0 E006 Sediment Basin No.9 Detail --.i '•" �\ � .,w ,, .,,- „; _,.. ,. •„• ,«, „- �i � � 02C0-F001 Pre-Construction Drainage Analysis-Inset F 1 r _ F002 Site/MineMap Inset 1" 100' _ • ♦Vr �� , ,,:r` 5_, ,, , 'i O-F003 Reclamation Map-Inset F 1 , 02C D2C 02C0 0001 Pre-Construction Drainage Analysis-insetE • '• '� - :" "T-'v` '-� - • 02CO-GO02 Waste Rock Pile Phase I-InsetG r=100' 02CO-0003 Site/Mine Map-Inset G •, _ - _ •q" ". -_...;_ :.•� .-., �, 02CO-GO04 Reclamation Map-Inset G 1.=100' -I > -, °^• -�::' �� I' : I O2C0-0005 Sediment Basin No.1 Detail Sediment Basin No.2 Detail T ;r .�- - ,. �.. _.. -1°. � ., ".::.. " .. •- - .�W.. \`v,•- ^..�., ., 02C0 G007 Sediment Basin No.3 Detail 1"=50' 'I 44 02CO-G008 Sediment Basin No.4 Detail 1"=50' 02C0-G009 Sediment Basin No.14 Detail 1"=50' ', - .^..;_ - /'. ~'::�� ,%-- - •:- ,. _ 02C0-G010 Stream Crossing No.iDetail - ` g,. 02C0-GO31 Stream Crossing No.1 Detail and Construction Notes NTS " ' �' ,:, : - - , •- •, r:'' -, i. ,•.., .�. -.\..-,- - - " >.. -' _ 02C0-H001 Pre-Construction Drainage Analysis-InsetH r -,.. r �•,•,\ _ ..� Waste Rock Pile Phase 1-Inset H 1"-100' - ' 02C0 HD03 Site/Mine Map Inset 1" 100' 0-1-1004 Reclamation Map-InsetH I• a t011I --� v _ .. 02C0-HDO5 Sediment Basin No.5 Detail 1"=50' r •= ',- "' _:v--- ,, ,;. 02C0-H006 Sediment Basin No.6 Detail 1"=50' • .. •;v'"" --_�_` .v-�- ',. -, � '' ___. -- � 02C0-H007 Sediment Basin No.7 Detail l 02C0-1001 Pre-Construction Drainage Analysis-Insetl 1"=100' l y i 02C0-1002 Site/Mine Map-Inset I - - Reclamation M Inset I 1" 100' ;I -:• . , ' - ," -. - _�' .; --; ',-_, :, ',.: ,. r --"�-_� ,. � - - K;� D2C0-J001 Pre-Construction Draina a Anal sis-Inset 1 1"=100' lOtt2 02C0-J002 Site/MineMap-InsetJg 1"=100' 02C0-J003 RedamationMap-Insetl 1"=100' r... �' .,� '' •" - ;. � 02C0-J004 Sediment Basin No.16 Detail 1"=50' .� y _ _ - - „ Pre-Construction Drainage Analysis Inset 1"-100'D2C0 K001 Pre Con / .. y. •' : _-\ � �' .°° / \ 02C0-K002 Site/Mine Map-InsetK 1"=100' CO-KO03 Reclamation Map-Inset K 1"=100. fi"•^••^ :. --- ; - ' - _- - / � _ 02C0-K004 Whitesides Road Tunnel Crossing Detail 1"=40' t_ d , 02CO-KO05 Whitesides Road Tunnel Crossing Construction Notes NTS 02CO-KO06 Sediment Basin No.18 Detail 1"=50' 02CO-LOOS Pre-Construction Drainage Analysis-Inset L r=100' Piedmont Lithium Carolinas, Inc. Location Map D2CO-LDD2 Site/MineMap-InsetE 1"=100' 02C0-L003 Reclamation Map-Inset L 1"=100' 02CO-UM Stream Crossing No.2Detail 1.==Zw SCALE: 1 = 10,000' 02CO-L005 Stream Crossing No.2 Construction Notes NTS 02CO-MO01 Pre-Construction Drainage Analysis-Inset M r=100' 02CO-M002 Site/Mine Map-Inset M 1"=100' 02CO-M003 Reclamation Map-Inset M r=100' 02CO-NO01 Pre-Construction Drainage Analysis-Inset:N 1"=100' 02CO-NO02 Site/Mine Map-Inset N r=100' 02CO-NO03 Reclamation Map-Inset N 1"=100' 02CO-0001 Pre-Construction Drainage Analysis-inset 0 1"=1W. 02CO-0002 Site/MineMap-InsetG 1"=100' 02CO-0003 Reclamation Map-Inset O r=100' 02CO-P0o1 Pre-Construction Drainage Analysis-Inset P r=100' 02CO-POO2 Site/Mine Map-Inset P r=100' 02CO-P003 Reclamation Map-Inset P r=100' 02CO-PD04 Sediment Basin No.11 Detail 1"=50' 02CO-P005 Sediment Basin No.12 Detail 1"=50. 02CO-QD01 Pre-Construction Drainage Analysis-Inset Q r=100' 02CO-QO02 Site/MineMap-insetQ 1"=100' 02CO-QD03 Reclamation Map-Inset Q r=100' 02CO-RO01 Pre-Construction Drainage Analysis-Inset R r=100' 02CO-RO02 Site/Mine Map-Inset R r=100' 02CO-RO03 Reclamation Map-Inset R 1"=100• 02CO-SO01 I Pre-Construction Drainage Analysis-inset 5 1"=100' I E DtAON T 02CO-SO02 Site/MineMap-insetS 1"=,,W1 02CO-SO03 I Reclamation Map-Inset S r=100' 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 Q -j LITHIUM HYDROXIDE CONVERSION PLANT 45 FT. BUFFER 14-1 -14.14.1 -14-11 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 w 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 EMERGENCY SPILLWAY --�� STABILITY ANALYSIS BASELINE LOCATION Wattle Detail OOG-010 o+00 ,+00 z+oo Culvert Inlet Protection OOG-010 ❑ OUTLET PROTECTION CEMETERY BUFFER Skimmer Outlet Splash Pad/Plunge Pool OOG-011 Porous Baffles OOG-011 F//M LEVEL SPREADER ROCK CHECK DAM Security Fence OOG-011 GRASS LINED EMERGENCY SPILLWAY Trash Rack OOG-011 EXISTING RAIL Temporary Stockpile OOG-011 SB-4 EROSION CONTROL STRUCTURE LABEL m❑❑❑ 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 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 - ❑�❑ SKIMMER w C 1 CULVERT LABEL o CULVERT SEDIMENT BASIN OUTLET CULVERT J 0 w UD-2 UNDERDRAIN LABEL C.—.—.� HAUL ROAD BOX CULVERTS FOR CONVEYORS W > ; r-------.I w -------- UNDERDRAIN SB-1 / SK20 / MDO-01 NCG OUTFALL LABELS a � FLUMEN WATTLE 0 BEAVERDAM CREEK STREAM WATER INTAKE PIPE z Ts—Ts— TEMPORARY STOCKPILE — — — POROUS BAFFLES LOCATION Q _ SLOPE DRAIN LOCATION = _ _ LITHIUM HYDROXIDE CONVERSION PLANT o o N SEDIMENT BASIN ACCESS ROAD Q ❑ o oN LOW WATER CROSSING DRIVE THRU RETAINING WALL ARCH / ELLIPSE CULVERT SPAN Z w J z WASTE ROCK CONVEYOR � � � z z W o Q w � Q w W L� = Q U ORE CONVEYOR SINGLE ARCH SPAN PIER CAP 0 0 U o CONCENTRATE PLANT / CONVERSION PLANT CONVEYOR EXTENTS OF MINE PITS AND EXCAVATION APPROVED 401/404 IMPACTS � a SCREENING (SOUND) WALL z J ® GROUNDWATER WELL LOCATIONS Q � OBSERVATION WELL z V J ROAD CLOSURE 0 F— LU Q � 2 1252��4 U) TEMPORARY CONSTRUCTION ENTRANCE O PC1 PERMIT CORNERS Z z = w - x- x- x- x- 7 FT. ZONING FENCE LOCATION H z 0 J w - x- x- x- x- SILT FENCE LOCATION (to be installed a min. of 10' off toe slope) H O J z 0 RECLAIMED/REVEGETATED O 0 — RECLAIM LAKES W Q 0 ❑ EXISTING BUILDING / STRUCTURE a ADJACENT PROPERTY LINE y y � � CARD I hereby certify that this document was '. prepared by me or under my direct personal 5 ADJACENT PROPERTY OWNER supervision and is correct to the best of myflFsSrp �Tr 1.�'J knowledge and belief and that I am a duly SEAL GASTON COUNTY PARCEL LINES licensed Professional Engineer under the = 2�� ■= SHEET NUMBER laws of the State f North Carolina. fi �;; 4► • OOG-002 (Signature) r'�,r�j+j!$ �Il�,`��+y 0.5% SLOPE GRADE Date: 01/25/2023 � ►r ---------- --------- IT A--------- If 105 N, -N- It It ,I I j", I V\ -J\ IN IN " ��11" \1 'AW K- IN\, 1\ "N T t it I \,-z "'NoN'.", IN If Jill - -------- IN I z V IN t t 0\ j , ----------- N f V, I Q f��60, ------ 114 N C 4�- IN IN I'\ A� I DEVE1,OPMEN A1 NO PROI�OS/., N, 4' 7 LOC TION NOWH OF N n So RONN) IN 18 rl T" N 7"1 N LU 7 ,It- 7/7/7�,7 IN ----- -- WETLAND ARE A N 0.01 ACRES �,PEILSFUR P /Ij It "N\ t IN --- I iIl IN RIIII, K, CS. L RT OF WdIY" I \�N J It A it" IN '41 0 0 N, N If I IWO'\ /it 0 f1IIC\l CD cli Z3 it t'WETLAND AREA I AN itt, �'STING CB o `R7--- NT AREA ENTR, It )LA INDUSTRIAL MINERAL INif fit AN I I±-NTR MBETA wALLS itC53 ENTRAN t > -4l) -ITHIUIV F Z3 L 31 6 NEAREST QC�6�1 1,029 ft. C FI FT STREAM CROSSING N NORTH PIT NORTH PI I P CONDITIONAL SETBAC ACCESS ROAD cl) U) cl) 31 F- F- F- ENANCE YAF Sir CEMETERY BITE B6FFI -7 DA-62 T\ LO 30000 TPA ROTARY CALCINE D 20 NORTH-25' HAUL R > > SUBJECT BERM#12 12'HI6H SCRE \\yvLzti I FI 1,ENING A (S?J4 D)-WALL Lc 71 c\l cD C\I CIS BERM ll,3 C\, bj �99 DA 74 0 OPSOIL CONCENTRATE PLANT10 STORAGE PILE CONVEYOR ACCESS ROAD NO.2 i0i S -18 B DA-35 EMULSION STOR ,,�AND BULK TRUCK P, lc� 710EITS Ak, TOPSOIL PILE HAUL ROAD ADJACENT PROPERTY OWNERS 12' IGH SCREE I IEXISTING STREAM CIRM (No Stream Impacts)A Fla DR.KIM EAGLE,Ph.D.,COUNTY MANAGER P 0 BOX 1578 60 159648 LINDA C COTTNGHAM&DONALD DWIGHT 2331 CROYDON RD ISTONIA,NC 28053 OCKER CHARLOTTE,NC 28207 I160 WILL KISER RD LINDA C COTTINGHAM&DONALD DWIGHT 2331 CROYDON RD GA ----------I, r N DO-005 NAD-83 1 167871 REEVES&PATRICIA L BLACK CROUSE,NC 28033 61 159649 CROCKER CHARLOTTE,NC 2a2O7 150 WILL KISER RD NC-SPCS 2 157872 DANNY R BLACK 1527STMARK CHURCHRD UAL) 62 159683 KIM&RICKEY 0 HENLEY CROUSE,NC 28033 607 ANTHONY GROVE RD 970 HEPHZIBAH CHURCH RD 3 157876 STACEY L REEVES C/O ALISON REtvtb 63 159785 THOMAS L&IVA C BRADLEY CROUSE,NC 28033 ;K5T CROUSE,INC 28033 EAST PIT DWATERING PON CROUSE,NC 28033 1733 HEPHZIBAH CHURCH RD 210 WILL KISER RD 4 157877 BRUCE E&GARY S KISER 64 160752 TERRY SCOTT LINEBERGER 8ER"BESSEMER CITY,NC 28016 5 157917 CLAUDE H ADERHOLDT HEIRS 6100 PINTAIL RD 65 160763 BRENDAHOPPER SK56 BESSEMER CrWN�C 28016 OAK RIDGE NC 27310 < PO BO�361 66 160764 KAREN CARRINGER HAY LIFE EST U z )USE,NC 28033 6 157933 DAVID P&ADA B CABANISS CR 7 157945 GAR-MAC DAIRY INC 67 160765 BILLY D&DOROTHY SANSING BRADY INLLJ LLJ 3848 CROUSE SCHOOL RD 207 HAY DR CIRCUS .NC 28033 BESSEM R CITY,NC28016 BRENDA H HOPPER 21 68 160766 8 157947 C 104 WILL KISER RD KAREN H S RONCE&ROBERT 6 ---------- HARDSON CROUSE,NC 28033 BESSEMER CITY,NC 28016 SANDRA H WRENN CIO SANDRA W 1408 LABORATORY RD 69 160767 9 157950 JEFFREY A OXENDINE 114 WILL KISER RD ATERING POND CROUSE,INC 28033 RICHARD UNCOLNTON,NC 28092 10 157961 MICHAEL J HERKtN 825 IEPHZIBA CHURCHRID 70 160794 LYNDA H HUFFSTETLER CROUSE,NC 28033 6HELUY,NU 21J15U I it DAVIDGHOWE PO 6 824 71 160800 JAMES EDWARD&DIANE WIGGIN 175ADERIHOLDTRD 11 157962 M NIDEN,NC 28660 S GOINS 17 817 HEPHZIBA CHURCH RD 175 ADERHOLDT RD 12 157963 MICHAEL SHANE THOMPSON 004 Sp I - - 7- / LLJ CROUSE,NC 28033 72 160802 JAMES EDWARD&DIANE WIGGINS GOINS H�� 66N 0 210WILLKJSERRD VANCE ALLEN KIRBY&DEBRA S 312 HEPHZIBAH CHURCH RD EAST PIT 13 157985 BRUCE E&GARY S KISER 73 198233 KEMPSTON CROUSE,NC 28033 tCROUSE,NC 28033 GEORGE BENNETT ALLEN 74 198234 sKr,-, 752 HEPHZIBAH CHURCH RD ------ - ----- CROUSE,NC 28033 14 157989 HERMAN DENNIS&JANICE D KISER L PO BOX 3 5 15 157990 MICHAEL CARL&GAIL COOK BRACKIE I I MOUNTAIN,NC 28086 1835 ST MARKS H RD 75 199245 GROVER BRADFORD HAY KINGS ---------- J/1 CROUSE,NC 28033 111 OAKLEY LN EAST PI 1843 ST MARKS CH RD 76 200341 LEIGH ANN CARPENTER PRUITT 16 157993 JOHN B HOLLAND CHE RYVILLE.NIC 28021 CROUSE,NC 28033 1823 ST MARKS CHURCH RD PO BOX 1698 T7 200508 CARLOS A&SUSAN D TRAVERIA 17 158026 TRUTH AND TRUTH BAPTIST CHURCH CROUSE,NC 28033 1821 SAINT MARKS CHURCH LINCOLNTON,INC 28093 2724 UNCOLNTON HWY VANCE ALLEN KIRBY&DEBRA S 312 HEPHZIBAH CHURCH RD 18 158031 JOHNNY S&TONYA DENISE WRIGHT 78 202854 NANCY CSOKA ROAD CHERRYVILLE,NC 28021 CROUSE,NC 28033 IN19 158033 1314STMARK CHURCHRD KEMPSTON CROUSE,NC 28033 79 205244 TAD F&EVA S TILLMAN ------ CROUSE,NC 28033 PO BOX 1698 ST MARKS CHURCH RD ---------- 20 158035 TRUTH AND TRUTH BAPTIST CHURum LINCOLNTON,NC 28093 80 205453 TAID F&EVA S TILLMAN 1314 P 0 BOX 30008 CROUSE,INC 28033 21 158049 TRI COUNTY FARM SUPPLY INC PRO I925ADERHOLDTRD CHARLES ION,SC 29417 81 206528 LINDA FRIDAY&JAMES BAXTER III BENNETT x/ UNCOLNTON NC2 092 P 0 BOX 2450 PIN 925 ADERHOLDT RD 22 158058 PRO REAL ESTATE LLC 1,KY 42002 82 206529 LINDA FRIDAY&JAMES BAXTER III BENNETT PO UNCOLNITON, ON 1276 NIC 28092 I hereby certify that this document was %23 158060 J C&SHEILA DREWERY 830 LINDA LN CA LINCOLN NC 28092 83 207977 5 PINES FARM LLC AH D 419 HEPHZIB CHURCH R RLOTI-E,NC 28211 prepared by me or under my UIIC;L.L PUI Z)UI IC31 ...... N, N24 158062 LEE THOMAS CLINE DUNIVAN CROUSE,NIC 28033 C 28 209200 BENJAMIN LEWIS&TRACI E KENNEDY 1817 ST MARKS CHURCIrl CROUSE,N A,/C on and is correct to 1.11d UUZSL Ul Illy URCH RD supervisi 25 158063 DEANAGJONES PO BOX 415D CROUSE,NC 28033 85 209893 ROBERT J JR&MICHELLE M HASENALIER CROUSE '\\',L: I363 N HIGHWAY 1G MYRA PRUETT HOWELL knowledge and belief and t 630 RD NC 28033 26 158071 CROUSE,NC 28033 86 210224 HAWKINS FARMS LLC DENVER,NC 28037 licensed Professional Enginee.1040 BAKERS SPRING LN C6 0 27 158073 DAVID DEAN SMITH 5577 FIVE KNOLLS OR CROUSE,INC 28033 87 212611 SOUTHERN GAMES LLG C NC 28226 of North C 28 158075 RUTHERFORD ELECTRIC MEM CORF 920 HEPHZIBAH CHURCH RD PO BOX 1569 NC 7929 COUNTY ROAD 219A laws of the State LU FOREST CITY,NC 28043 88 212612 PONDEROSA E&ERIC E CUTSHAW 1314 EAST 6RD 1 89 212613 GILBERTDEWAR N29 158076 MICHAEL E&TAMARA K COOL C UNA,OH 45822 OE BROOKLYN,NY 11234 (Signature) 103 BAKERS SPRING LN 13 %W',, 30 1680T7 CALVIN SHAW 2419 E 73FM CROUSE,INC 28033 90 212614 ZOYA KOFMAN BROOKLYN,NY 112 868 CHURCH ST N FL 2 ST 34 Date: 01/25/20,2 31 159098 MICHAEL N BEAM TRUST CID C 28025 91 212615 SOUTHERN GAINES LLC 55T7 FIVE KNOLLS DR 4505 COVE RD CHARLOTTE.NC 28226 32 159109 CATHI ELAINE F PUTNAM WILMINGTON,NC 28405 92 212616 SOUTHERN GAINES LLC 5577 FIVE KNOLLS DR PO BOX1143 CHARLOTTE,NC 28226 33 159118 R-AN ELL HOUSING GROUP LLI PO BOX 1143 CHARLOTTE,NC 28226 5 T7 FIVE KNOLLS DR CHE NC 28021 93 212617 SOUTHERN GAMES LLC 1203 ST MARKS CHURCH RD 34 159119 R-ANELL HOUSING GROUP LLC CHERRYVILLE,NC 28021 94 214150 ST MARKS EVANGELICAL LUTH CH LU CHERRYVILLE,NC 28021 AERIAL TOPOGRAPHY 2 FT. CONTOURS 61 35 215A ONYGROVERD MATCH LINE a. CHARLES EDWARD BUSH ITUHSE,NC 28033 CROUSE,NC 28033 PROPERTY CORNER COORDINATES 159121 CR 95 215159 STACY LEANNE REEVES 970 HEPHZIBAH CHURCH RD 86SCHURCHSTNFL2 AERIAL MAPPING DATED JANUARY 2021 36 159122 LINDA 6 BEAM AMND RSTD REV I R CONCORD,NC 28025 96 215160 JEFFREY M&LISA K REYNOLDS 972 HEPHZIBAH CHURCH ROAD I..........I ID Northing Easting Ref ID Northing Eastg Ref ID Northing Easting 37 159123 LINDA B BEAM AMND RSTD REV I R CROUSE,NC 28033 AND PROVIDED BY PIEDMONT LITHIUM CAROLINAS, INC. MAP LEGEND LOCKING GA I E: / ---, ''/Ij,J\ - =) >- a M 868 CHURCH ST N FL 2 A3635 131MI5.0579 PC40 6D7962 5254 13091111MM PC79 6U7723.3756 CONCORD,NIC 28025 634666.2331 1310395.2074 PC41 6D7469.9083 1309054 9010 PC8D 6069411300 1313864.6250 971 228TH PLACE SIN 97 216652 RANDY CHARLES HASTIN� Ifl 317ADERHOLDTRD 6D4709.2255 1309ES.2253 PC42 6063.43,9257 1309284.13911 PC81 607467.9145 1314542.8385 38 159126 CHARLES EDWARD GILLESPIE EDMONDS,WIN 98020 BESSEMER CITY,NC 28016 1325ADERHOLDTRD 0 98 216664 CATHY H HOUSER 604420.9629 1309678.5133 PC43 606437.4943 1309955.2598 PC82 60797&9788 1315621.- z 17 CHU CH RD 39 159136 RICHARD JAMES KISER BESSEMER CITY,NC 28016 LU CROUSE.NC 28033 256 FOREST DELLINGER RD 6350614610 1309262.9029 PC44 606776.3969 1309918.3238 PC83 606747.393D 1316296.933 r 1705 SAINT MARKS CHER H RD 99 217859 RONNIE J&SUSAN E SUMMEY 13153 - - < 40 159137 PAMELA J CORSA BESSEMER CITY,NC 28016 -------------- 9-3613 256 FOREST DELL NG R RD 100 217863 RONNIE J&SUSAN E SUMMEY CROUSE,NC 28033 1315370.2955 1527 SAINT MARKS CHURCH RD 1BESSEMER CITY,NC 28016 r------ 41 159143 KIM M HENLEY CROUSE,NC 28033 805 HEPHZIBAH CHURCH RD -OLff PC86 606698.0056 1316332.4751 101 218014 RUBY STROUP UNEBERGER 9 6D- M 1308247.3032 PC48 604296,9749 1310594.7729 PC97 605398.7595 1316582.6530 BESSEMER CITY,NC 28016 743 ST MARKS CHURCH RD AERIAL VIEW t16181.7221 z LU 170 FOREST DELLINGER RD 10 605744,3912 1307874.6071 PC49 609496.7527 1314868.4753 PC88 6059796954 13 42 159146 TONY SCOTT&MARLA M CODY BESSEMER CITY,NC 28016 102 218217 TIMOTHY E CRUN�I,I ON BESSEMER CITY,NC 28016 3, 1:� 7nl.0296 PC5D 5=30L6%9 1315545.5585 PC89 605589 91W 1316533 8969 57 CEDAR HILL DR 150 FOREST DELLINGER RD 12 606826.2183 L307559.4168 PC51 6D7971.7468 1317418.7399 PC90 606047.1556 1316962.6493 190, 43 159147 KAY C&THOMAS L FINGER 103 218218 CHRISTOPHER W LOEHR ASHEVILLE,NC 28803 44 159153 DANNY&BEVERLY LEWALLEN A D BESSEMER CITY,NC 28016 6 PC91 6061012673 1316912.2936 1136 H EP HZ B H CH R 104 220919 EDWIN R STEWART 14 606999.8292 L306582.8541 PC53 607575.7499 1317543.5878 PC92 606499.8538 1317337.4337 CROUSE,NC 28033 CROUSE,IN 28033 GAR-MAC DAJRY INC 103 WILL KISER R[ 1200 1800 '8 600 0 1217 DELVIEW DR 105 220920 3848 CROUSE SCHOOL RD 45 159184 STEPHEN TIMOTHY JONES 16 6076a9 5047 1305313.8560 PC55 606599.5757 1316983.6854 PC94 606958.3168 1318064.3909 CHERRYVILLE,NC 28021 CROUSE,NC 28033 17 608512.4643 lM5142.7999 PC56 3922 PC95 6M13.3739 1317936.1995 1131 HEPHZIBAH CHURCH RD 46 159192 GARY E&DELIA B SHEALY E %�E� 'nr'KING GAT 761 ADERHOLT RD 6063119765 1316735. 106 223135 SUSAN M BUCHANAN CROUSE,NC 28033 L NCOLNTON,NIC 28092 18 609354,2668 M5604.7127 PC57 605363.1185 1315130.5998 PC96 607951.9506 1318627.3687 47 159205 PHILLIP B WRIGHT&OTHERS&MARY BETH 166 TRYON SCHOOL LOOP RD T IC19 6Dgn7.1322 IM5573.5353 PC58 605547.0316 1314695.5144 PC97 606D28.5093 1M335. 107 224399 HERMAN DENNIS KISER 752 HEPHZIBAH CHURCH RD -- ---- IC20 6D9254,5350 606139.5819 1314426.7000 PC99 605618.1348 132DO58 1306632.1181 PC59 BESSEMER ITY,NC28016 SCALE 1"=600' D K NEAR CROUSE,NC 28033 105 CENTRAL PL f48 159206 JEANETTE 6 MAUNEY LIFE ESTATE 108 224400 WANDA KISER HUFFSTETLER 861 HEPHZIBAH CHURCH RD ell 6UI 1314U33.13M PC99 605443.3913 IM313.9904 Pl- SHELBY,NC 26152 CROUSE,NC 28033 663 ADFIR HOLDT RD 100 ANTHONY GROVE RD IC2.2 610345.1729 1307484.2867 PC61 604959.1266 131454LO902 PCIOD 605735.2241 1321067.5709 0 109 225126 ANTHONY GROVE BAPTIST CHURCH CATEGORY AFFECTED ACREAGE 49 159208 RONALD JAMES MAUNEY LINCOUNT N,NC 28092 :: Q1 ,CROUSE,NC 28033 PO BOX 431 1527 SAINT MAWS CHUR H RD 50 159592 MARGARET GRIGG HASTINGS IC2,4 610123.3705 1307580.4673 PC63 605292.2246 1315113.4634 PC102 6W27.1512 1321272.8169 RYVILLE,NC 28021 110 226549 KIM M HENLEY ------ IC25 6D9561.1309 13076M.6788 PC64 6M56.8263 1315DO1.2248 PCIM GM668.7M IM384 4971 CHER Tailings/Sediment Ponds 33 ACRES E :: H :: L 429 ADERHOLDT RD 51 159598 RYAN W FRANK&EMILIE E NELSON IC26 6095920520 1307253.0139 P065 604297.SM 1314800.7389 PCIM 6022649476 1320742.3967 ill 300506 SONYA G WESTER&ANNE G WHIziN,,I,N I Wastepiles(Waste Rock Pile) ----11 LINCOLNTON NC 28092 47 HERITAGE IN 119ACRES TIGS RD IC27 6D90500235 lM752D.9093 PC65 6M75.4690 1314602 2967 PCIM 6M 2815 S YO K 112 302337 R LOCKE BELL 53 159621 MELISSAANNJONES o 13078423916 PC68 6W379.0946 1312D53.27MB5 601783.86M 1320824.4247 R RD GASTONIA,NC 28053 IC29 608456.6783 113 T MARKS CHURCH RD 403 ACRES 125 HAS 52 159599 BRENDA S LAUER CI SHELBY,NC 28150 BESSEMER FY NC28016 P 0 BOX 481 Processing Area/Haul Roads 137 ACRES GASTONIA NC 28052 BENJAMIN LEWIS&TRACI E KENNEDY 1817S Mine Excavation(Pits)DUNIVAN CROUSE,NC 28033 1507 PINEHURST DR IC3D 60846&4437 1308618.4659 PC69 PCIOB 60028L 3961 1320369.9361 303909 54 159623 ELIZABETH WHITE SIDES Ancillary(Maintenance Yard and Magazine) 19ACRES IC31 608427.9&% 13D8613.8189 PC70 638527.9316 131.145Z S9 IM266.7533 IC32 608436.7499 1309407.5066 PC71 603248.5391 1310942.5718 PCnO 598813.1M 1319682.5632 SHEET NUMBER 55 159628 OUELLETTE SOMERVILLE,NJ 88763 HIGH POINT,INC 27262 TBO INVESTORS C/O GWENDOLYN 3365 ROUND HILL ROAD VERNA J MCLAMB 1514 R W MCLAMB DR 114 3043zi I CROUSE,NG 28033 1821 SAINT MARKS CHURCH Temporary Stockpiles(Topsoil Storage Pile) IC33 60W4A40D 13D9513.5507 PC72 603182.4979 1309947.0692 PCM 5996ffi.9410 13175M.2312 115 1506 R W MCLAM B DR 304328 NANCY CSOKA ROAD IC34 639095.5054 13D9591.2464 PC73 603650.1771 131043&6614 PC112 6006406431 1318=8608 159634 56 MARVIN D&CYNTHIA M HYLE MAN CROUSE,NC 28033 1430 BARBARA DR GD8394,6D85 1309W5 DOUGLAS SCOTT&MELISSA SHAUN 1515 R W MCLAMB DR CROUSE,INC 28033 Total Disturbed Acreage 732 ACRES .4770 PC74 M PC113 6M133.150% 1315311.7510 57 159635 CROUSE,NC 28033 116 304499 GARY DON QUEEN&JOHN MARK FURROW CHERRYVILLE,NC 28021 20 8&39 1315 9.M4 OOG-003 200 APPLEWOOD RD Limits of Disturbance Acreage 969 ACRES PC36 608379.7362 1309510.6022 PC75 li ISM PCI14 6036 PC37 6D81031 1309528. PC76 6M74UM! 13 7581 PCU5 2633 58 159645 ST MARKS LUTHERAN CHURCH C3 117 305079 MICHAEL JASON&PAGE FREEMAN ODOM S 12G STMARKSCHURCHRID : HERRWILLE,NC 28021 DALLA.NC 28034 11 PC. 1309779.94.PC77 .21371 1312689.2966 PCI16 605339.6009 1315 6447 C 1121ITMARKS HURCHRD PC39 60798188fMi 13D9782.9WIPC78 6=38.7ffidj 13M%5M 59 159646 RICKY D HENLEY&OTHERS 305080 JOHN FREEMAN Total Permit Acreage 1,548 ACRES r I, IN I I ; I I I I, I I IN N it 'X/0t, �:Y7 ,N 0 do I N N, T. j i ;;I Ni, I Fj I It 01 IN N'\I- I\k IN -7 IN, IN,I NO PROPOSED 'IN I\ DEVELOPMENT AT THIS LOCATION NORTH OF N Nc, HEPHZIBAH CHURCH ROAD r N\ ------- 7 .5=3 I, \I\k\t I I/I/"ill)I f t '7/ ------ x /Z// V\ N, N`\I LU I t i IN -7 7_4 IN IN`\ I\ IN\' BUILDING: STRUCTURES REMOVED, I N, 4 - It'll- n j/; RE-VEGETATED. 4 fill I it I I //- _��/ I - I- -_ "I \ I\ 116, If I "I ,[ j I lillIll , - ----( -1 �� -- , - - )I it It IN ti'N'I 'ji %,I I lo P/ I --- Z if /I I I IN\ 1 10 - ------ 0 1 1/4 10 31 C) "\-- --------- i if i 1 1 3 EAM CROSSING NO. ZEMAIN N IN, \N N IN \,N" \'%l 0 C\1 CONCENTRATE PLANT AND INDUSTRIAL MINERALS PLAN SITE RECLAMATION:STRUC fRES NZ3 AlL TARD AND RAIL LINE TO REP K REMOVED, REGRADED TO D t I < Y RENEGETATED. tNGS:: AND IADMINISTRATI UILDI STRUCTURES REMOVED, r �rlr_-VEGETATED. < t > LITHIUM HYDROXIDE CONVERSION PLANT ),j It AND WATER TREATMENT PLANT: tSTRUCTURES REMOVED, N1a) RE-VEGETATED. 3CREENING(SOU 31 TREAM CROSSING NO. 11"" ------ NORTH LAKE STREAM CROSSINU NIJ.4 IN(7 LOCKING G 31 HEPHZIBAJIFU 6 -4-4, 0 1 I ,\ x � LIj LIj LIj WHITIESIDES ROAE CROSSING 48 LUUKIINU UA I t: cn cn cn LIj LIj LIj 7 7 12'HIGH SCREEININGi LIND)WALL r Z5 I UKAUL CKI WEST LAKE //BULK TRUCK PARKING: STRUCTURES REMOVED, T, I—VEGETATEL). RECLAMA7.-.. STRUCTURES REMOVED, REGRADED TO DRAIN vvmo 1 17 rrl RE-VEGE AT=D RECLAMATION ... TOPSOIL ... TOPSOIL ... TOPSOIL ... TOPSOIL .00- fj,f�l 14 j// [it �12'HIGH SCREENING I(SOUND)WALL ilCIO NAD-83 NC-SPCS MATCH LINE Ot OCCLIP F z f MAP LEGEND LLI LLJ 0 0 (D t0 -------------- 17 ALL SCREENING LLJ __j HIGH SCREENING�t TO BE SEEDED 0 LIj LLJ z (SOUND)WAI ONSTRUC1 ------- ------- LLJ [If I- 0 : ---------- L — — — — — — — —-- iW— 6.� I:4 All 1,,l I/ ftE :: H :: L :: Q : it< NOCKING G,1I hereby certify that this document was A � 7/ _oA z prepared by me or under my direct personal supery ision and is correct to the b _7j Iest of my I -?I J r-7 knowledge and belief and that I am a duly licensed Professional Engineer under the SEAL eo (wgnature) itlaws of the Stat f North Carolina. LU 01/25/2023 fit I I's I%I Date: NAERIAL TOPOGRAPHY 2 FT. CONTOURS tILU LOCKING GATE AERIAL MAPPING DATED JANUARY 2021 AND PROVIDED BY PIEDMONT LITHIUM CAROLINAS, INC. AERIAL VIEW ftI---------- I SHEET NUMBER 7 7 OOG-004 0 600 1200 1800 SCALE 1 =600' 7�' 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) (0) 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 5.0 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 8.0 1.50 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 6.0 1.25 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 6.0 1.50 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 5.0 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 6.0 1.50 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 8.0 1.25 MEASURES NEEDED TO REACH FINAL BUILD-OUT OF THE CONVERSION PLANT AND ITS ASSOCIATED APPURTENANCES. SB-208 - Phase 1 Phase 1 208 5.65 5.65 27.73 12,063 13,155 876.50 10,170 27,864 876.50 8.0 1.50 THE CONSTRUCTION SEQUENCE BELOW APPLIES TO THE CONVERSION PLANT SITE ONLY. SB-209 - Phase 1 Phase 1 209 6.40 1 6.40 1 31.41 13,664 1 13,941 825.50 1 11,520 1 19,120 825.50 1 8.0 1.50 SB-210 - Phase 1 Phase 1 210 10.65 10.65 52.27 22,738 1 25,091 882.50 19,170 56,503 882.50 8.0 2.00 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. (0) (sf) ELEVATION (ft) VOLUME(cf) VOLUME(cf) ELEVATION (ft) (in.) (in.) (H:V) RESPONSIBILITY TO ACCOMPLISH EROSION CONTROL FOR ALL DRAINAGE PATTERNS CREATED AT VARIOUS STAGES SK-240 - Phase 2 Phase 2 240 1.55 7.61 2,472 2,579 880.00 2,790 4,414 880.00 8.0 0.75 2:1 1.50 10 DURING CONSTRUCTION. ANY DIFFICULTY IN CONTROLLING EROSION DURING ANY PHASE OF CONSTRUCTION SHALL IMMEDIATELY BE REPORTED TO THE ENGINEER. 4. INSPECT ALL EROSION CONTROL DEVICES AT WEEKLY INTERVALS AND AFTER EVENTS EXCEEDING 1/2"TO VERIFY THAT THEY SK-241 - Phase 1 Phase 1 241-1 2.58 12.66 4,115 4,949 876.00 4,644 8,860 876.00 8.0 1.00 2:1 1.50 10 ARE FUNCTIONING PROPERLY.ANY ACCUMULATED SEDIMENT SHALL BE REMOVED. SK-241 - Phase 2 Phase 2 241-2 1.66 8.15 2,648 2,792 876.00 2,988 5,017 876.00 8.0 0.75 2:1 1.50 10 c. SILT FENCE SHALL BE INSTALLED WITHIN 24 HOURS OF GRUBBING.THE CONTRACTOR SHALL REMOVE ACCUMULATED SK-242 - Phase 2 Phase 2 242-2 1.50 7.36 2,393 2,483 836.00 2,700 4,235 836.00 8.0 0.75 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 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. SK-243 - Phase 1 Phase 1 243-1 2.26 11.09 3,605 3,627 876.00 4,068 6,228 876.00 8.0 1.00 2:1 1.50 10 CONTROL DEVICES TO PREVENT SOIL LOSS DURING RAIN EVENTS. LOCATIONS SHALL BE PRE-APPROVED BY THE INSPECTOR. SK-243 - Phase 2 Phase 2 243-2 1.90 9.33 3,031 3,296 876.00 3,420 5,762 876.00 6.0 0.75 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 5.0 1.00 2:1 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- Phase 1 Phase 1 245-1 3.10 15.21 4,945 5,001 842.00 5,580 8,947 842.00 8.0 1.00 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- Phase 2 Phase 2 245-2 1.15 5.64 1,834 1,946 842.00 2,070 3,175 842.00 4.0 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 - Phase 1 Phase 1 246-1 2.80 13.74 4,466 4,512 879.00 5,040 8,034 879.00 8.0 1.00 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 - Phase 1 Phase 1 247-1 1.90 9.33 3,031 3,069 890.00 3,420 5,324 890.00 8.0 0.75 2:1 1.50 10 9. PROVIDE OUTLET PROTECTION FOR ALL STORM DRAINAGE OUTLET POINTS. SK-248 - Phase 1 Phase 1 248-1 2.95 14.48 4,706 4,732 872.00 5,310 8,435 872.00 8.0 1.00 2A 1.50 10 11. ALL DITCH LINES DISTURBED DURING CONSTRUCTION SHALL BE STABILIZED BY THE CONTRACTOR. ON ALL, NEW OR SK-249 - Phase 1 Phase 1 249-1 2.40 11.78 3,828 3,964 814.00 4,320 6,972 814.00 8.0 1.00 2:1 1.50 10 B DISTURBED, UNPAVED DITCHES INSTALL SOIL STABILIZATION MEASURES AS APPROPRIATE AND IN ACCORDANCE WITH NCDEQ 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 • ,�''o�.�' �SS/o ••..'�' CAROLINA LITHIUM PROJECT PLANT - CONSTRUCTION SEQUENCE SEAL 4 1/23/2023 REVISED PER DEMLRCOMMENTS -_ / 032062 LITHIUM HYDROXIDE CONVERSION PLANT AND DRAINAGE SUMMARY DETAILS 3 5/31/2022 REVISED PER DEMLR COMMENTS '' �r' yJtqqN2O �4 � I GASTON COUNTY NORTH CAROLINA PIEDPAONT HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''��FR/•••••••••••Pl o`er FILENAME - OOG-005 SHEET t 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT '��ii Kip►► ��` L i T H I 1.1 Charlotte, NC 28202-2075 SCALE - N.T.S. o o -o o 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 N.C.B.E.L.S.License Number:F-0116 OPERATIONAL DRAINAGE REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED PROVIDED ACTUAL SKIMMER E SPILLWAY SPILLWAY SPILLWAYCONTROL Phase DRAINAGE AREA AREA 025(cfs) SURFACE SURFACE SURFACE AREA STORAGE STORAGE STORAGE SKIMMER PROPOSED CONCENTRATE OPERATIONS CONSTRUCTION SEQUENCE BASIN I.D. NO. ACREAGE AREA(sf) AREA(sf) ELEVATION(ft) VOLUME(cf) VOLUME(cf) VOLUME SIZE(in) DIAMETER SIDE SLOPE DEPTH(ft) BOTTOM WIDTH(ft) ELEVATION(ft) (in) SK20 Pre-Construction --- 4.26 11.71 3,806 8,557 820.0 5,058 8,481 816.5 1.5 1.25 3:1 1.50 15.00 SK20 Operational 84,85 5.15 18.87 6133 8557 820.0 4662 8481 816.5 1.5 1.25 3:1 1.50 15.00 1. Install road closure signs to through traffic at Hephzibah Church Rd. and Whitesides Rd. intersection and at SK21 Pre-Construction ___ 5.72 17.16 5,577 6,522 818.0 8,802 9,391 814.5 2.0 1.75 3:1 1.50 10.00 Hephzibah Church Rd. and Aderholdt Rd. intersection. Install road closure signs and barricades at northern 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 entrance to site on Hephzibah Church Rd., southern entrance to site on Hephzibah Church Rd., and site _ 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 4,443 810.0 2,466 3,623 806.5 1.5 1.00 3:1 1.50 10.00 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 1.5 1.00 3:1 1.50 10.00 3. Install chain link security fence of nine(9)-gauge steel or heavier,erected a minimum of seven(7)feet in height, SK25 I Operational 90,91 4.46 15.77 5,125 6,866 820.0 3,258 6,427 816.5 1.5 1.00 3:1 1.50 1 10.00 PROVIDED ACTUAL includingthree 3 strands of barbed wire at the to within Permit Area as shown on Sheet 00G-007. --_ REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED ( ) p SK26 Pre-Construction 4.29 18.59 6,042 6,255 846.0 7,722 10,911 843.5 2.0 1.50 3:1 1.50 10.00 SEDIMENT OPERATIONAL DRAINAGE AREA DISTURBANCE STORAGE SKIMMER ORIFICE Design Phase Q25(cfs) SURFACE SURFACE SURFACEAREA STORAGE STORAGE 4. Clear and grub the footprint of Erosion Control Structures to be installed for the Topsoil Storage Area and SK27 Pre-Construction --- 9.52 29.34 9,536 10623 806.0 17136 19,577 803.5 3.0 2.00 3:1 1.50 10.00 BASIN I.D. DRAINAGE AREA NO. ACREAGE ACREAGE VOLUME SIZE(in) DIAMETER AREA(sf) AREA(sf) ELEVATION(ft) VOLUME(cf) VOLUME(cf) Screening Berm#9 prior to clearing the entire area,installing silt fence as shown in plans. Install Erosion Control SK28 Pre-Construction --- 4.02 17.42 5,662 5,698 799.0 7,236 9,938 796.5 2.0 1.50 3:1 1.50 10.00 ELEVATION(ft) (in) Q Structures as shown on the Pre-Construction Drainage Analysis Sheets.Track,seed and mulch slopes.Complete 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 SB-1 Pre-Construction 27.50 27.50 76.61 33,326 35187 814.0 49,500 187,744 811.18 5.0 3.50 clearing and grubbing limits for the Topsoil Storage Area and Screening Berm#9. Construct,track, seed, and 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-1 Operational-Phase 1 2,4,4a,4b 18.43 18.43 80.58 35,053 35,187 814.0 33,174 187,744 811.18 5.0 3.50 mulch slopes of screening berm. SK30 Pre-Construction --- 2.33 10.09 3,280 4,503 833.0 4,194 7,802 830.5 1.5 1.25 3:1 1.50 1 10.00 SB-1 Operational 2,4,4a,4b 18.43 18.43 79.84 34,731 35,187 814.0 33,174 187,744 811.18 5.0 3.50 5. Clear and grub the footprint of Erosion Control Structures to be installed for the Whitesides Road Crossing,the 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-2 Pre-Construction --- 17.61 17.61 47.25 20,554 43,988 841.0 31698 175,534 835.00 6.0 3.50 LU Concentrator Plant area, and Screening Berms #1, #2, #3, #12, and #13 prior to clearing the entire area, SK33 Pre-Construction --- 7.11 30.80 1010 11813 776.0 12,798 14623 771.0 3.0 1.75 3:1 1.50 10.00 SB-2 Operational-Phase 1 1,3,3a,5,6 22.01 22.01 95.35 41,478 43,988 841.0 39,618 175,534 835.00 6.0 3.50 installing silt fence as shown in plans. Install Erosion Control Structures as shown on the Pre-Construction 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 SB-2 Operational 1,3,3a,5,6 31.87 31.87 96.54 41,995 43,988 841.0 57,366 175,534 835.00 6.0 3.50 Drainage Analysis Sheets. Track, seed and mulch slopes. Complete clearing and grubbing limits for the SK37 Pre-Construction --- 8.57 37.13 12067 12894 798.0 15426 15962 793.0 3.0 2.00 3:1 1.50 10.00 Whitesides Road Crossing, Concentrator Plant area, and Screening Berms #1, #2, #3, #12, and #13, either SB 3 Pre Construction 20.33 20.33 59.48 25874 35,055 804.0 36594 119,319 799.27 5.0 3.00 transporting any topsoil to the Topsoil Storage Area or utilizing for screening berm construction. Install Sound SK38 Pre-Construction 1.91 8.27 2,688 3,646 762.0 3,438 3,946 758.5 2.0 1.00 3:1 1.50 10.00 SB-3 Operational-Phase 1 6a,7,8,9,13 18.28 18.28 79.19 34,448 35,055 804.0 32,904 119,319 799.27 5.0 3.00 Wall for Concentrator Plant area and and Screening Berms#1,#2,#3,#12,and#13.Construct,track,seed and 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-3 Operational 6a,7,8,13,13a 15.22 15.22 65.94 28,684 35,055 804.0 27,396 119,319 799.27 5.0 3.00 mulch slopes of screening berms. 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-4 Pre-Construction --- 18.20 18.20 56.33 24,504 56915 798.0 32,760 202,554 793.02 6.0 3.25 0050 10 75 3:1 1 0 1 5 3 569 782 006 12 0 12 660 786 026 11 77 9 67 27. , , . , , . . . . . 6. Construct Whitesides Road Haul Road Crossing(see plans and details for specific installation requirements of SK41 Pre-Construction --- 6. SB-4 Operational-Phase 1 10,11,12,14,15 29.97 29.97 129.84 56,480 56,915 798.0 53,946 202,554 793.02 6.0 3.25 SK42 Pre-Construction --- 9.30 40.29 13,095 13,679 795.0 16,740 19,058 791.0 3.0 2.00 3:1 1.50 10.00 road crossing)and Concentrator Plant Pad. SB-4 Operational 10,11,12,14,15 22.51 22.51 97.52 42,421 56,915 798.0 40,518 202,554 793.02 6.0 3.25 •7. Clear and grub the footprint of Erosion Control Structures to be installed for Screening Berm#14, Main Haul 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 SB-5 Pre-Construction --- 3.16 3.16 13.69 5 956 15,408 855.0 5,688 58,623 851.48 3.0 1.75 055 769.5 1.5 1.00 3:1 1.50 10.00484 3 959 773.0 2 944 3, , , Road,Stream Crossing No.1,South Pit Haul Road,and Stream Crossing No.2 prior to clearing the entire area, SK44 Pre-Construction --- 1.38 5.98 1, SB-5 Operational-Phase 1 16,17 3.92 3.92 16.98 7,387 15,408 855.0 7,056 58,623 851.48 3.0 1.75 0050 10 50 3:1 1 0 1 5 3 865 769 136 8 0 8 373 773 364 6 58 6 52 19. , , . , , . . . . . installing silt fence as shown in plans. Install Erosion Control Structures as shown on the Pre-Construction SK45 Pre-Construction --- 4. SB-5 Operational 16,17 7.43 7.43 32.19 14,003 15,408 855.0 13,374 58,623 851.48 3.0 1.75 00 Drainage Analysis Sheets.Track, seed and mulch slopes. Complete clearing and grubbing limits for Screening SK46 Pre-Construction --- 3.23 13.99 4547 5,235 775.0 5,814 5856 771.0 3.0 1.25 3:1 1.50 10. g y P SB-6 Pre-Construction --- 12.94 12.94 38.20 16,617 18,916 852.0 23,292 76,914 848.51 4.0 2.25 cal Berm #14, Main Haul Road, Stream Crossing No. 1, South Pit Haul Road, and Stream Crossing No. 2, either SK47 Pre-Construction --- 1.26 5.46 1,775. 4,025 847.0 2,268 3,053 843.5 3.0 0.75 3:1 1.50 10.00 CV SB-6 Operational-Phase 1 18,19 6.82 6.82 29.55 12,854 18,916 852.0 12,276 76,914 848.51 4.0 2.25 0 transporting any topsoil to the Topsoil Storage Area or utilizing for screening berm construction. Construct, SK48 Pre-Construction --- 9.99 43.28 14,066 14,512 836.0 17982 20,456 832.0 4.0 2.00 3:1 1.50 10.00 c� SB-6 Operational 18,19 9.02 9.02 39.08 17,000 18,916 852.0 16,236 76,914 848.51 4.0 2.25 track,seed and mulch slopes of screening berms. 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 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 SB 7 Pre Construction 12.34 12.34 36.14 15,721 30,402 850.0 22,212 129,713 846.34 4.0 2.50 a 8. Construct Main Haul Road from Whitesides Road Crossing west to Stream Crossing No.1.Install Stream Crossing SB-7 Operational-Phase 1 20,21 15.75 15.75 68.23 29,680 30,402 850.0 28,350 129,713 846.34 4.0 2.50 Q No. 1 (see plans and details for specific installation requirements of road crossing). Utilize temporary stream SK51 Pre-Construction --- 8.84 38.30 12448 13,679 879.0 15,912 19,058 875.0 3.0 2.00 3:1 1.50 11.00 SB-7 Operational 20,21 15.75 15.75 68.23 29,680 30,402 850.0 28,350 129,713 846.34 4.0 2.50 crossing as shown in plans. No pump around system will be required as all construction will occur outside of SK52 Pre-Construction --- 9.35 40.51 13,166 13,679 861.0 16,830 19,058 857.0 4.0 2.00 3:1 1.50 15.00 ordinary high water mark of the stream. SK53 Pre-Construction --- 9.50 41.16 13,377 13,679 861.0 17,100 19,058 857.0 4.0 2.00 3:1 1.50 12.50 SB-8 Pre-Construction --- 4.42 4.42 14.03 6,104 24,265 880.0 7,956 118,352 877.45 4.0 2.25 9. Construct Main Haul Road from Whitesides Road Crossing east to East Pit. SK54 Pre-Construction --- 9.25 40.07 13,023 13,679 829.0 16,650 19,058 825.0 4.0 2.00 3:1 1.50 33.50 SB-8 Operational 22,23 11.40 11.40 49.39 21,485 24,265 880.0 20,520 118,352 877.45 4.0 2.25 SK55 Pre-Construction --- 9.80 42.46 13,800 13,954 815.0 17,640 19,519 811.0 4.0 2.00 3:1 1.50 10.00 SB-9 Pre-Construction --- 11.87 11.87 35.26 15,338 21,942 860.0 21,366 81,166 856.07 4.0 2.25 10. Construct South Pit Haul Road. Install Stream Crossing No. 2 (see plans and details for specific installation SB 9 Operationa 24,25 11.27 11.27 48.82 21,237 21,942 860.0 20,286 81,166 856.07 4.0 2.25 • > requirements of road crossing). Utilize temporary stream crossing as shown in plans. No pump around system SK56 Pre-Construction --- 3.29 14.25 4,632 6,373 795.0 5,922 6,819 791.0 3.0 1.25 3:1 1.50 10.00 SK57 Pre-Construction --- 9.99 43.28 14,066 14,738 777.0 18,000 18,296 773.0 4.0 2.00 3:1 1.50 10.50 SB-10 Pre-Construction 19.17 19.17 60.84 26,466 27,460 814.0 34,516 102,017 811.18 4.0 2.75 will be required as all construction will occur outside of ordinary high water mark of stream. SK58 Pre-Construction SB-10 Operational 26,26a,27 14.50 14.50 62.82 27,327 27,460 819.5 26,100 102,017 815.88 4.0 2.75 T 9.09 39.38 12,799 13,954 757.0 16,362 19,518 753.0 4.0 2.00 3:1 1.50 14.50 11. Construct the South Pit Conveyor Access Road. SK59 Pre Construction 2.43 10.53 3,423 4,503 762.0 4,374 5,013 758.0 4.0 1.00 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 3.0 2.00 12. Clear and grub the footprint of Erosion Control Structures to be installed for Waste Rock Disposal Area, Main 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-11 Operational 28,29,30,31,38 7.50 7.50 32.49 14,133 14,178 780.0 13,500 52,881 776.27 3.0 2.00 ' m Haul Road from Stream Crossing No. 1 to Sediment Basin No. 10,Screening Berms#15,#16,#18,#19,ad#20 SK61 Pre-Construction 2.30 9.96 3,237 4,503___ 769.0 4,140 4,967 765.5 3.0 1.00 3:1 1.50 10.00 SB-12 Pre-Construction --- 22.54 22.54 76.42 33,243 33,943 760.0 40,572 116,762 756.31 4.0 2.50 prior to clearing the entire area, installing silt fence as shown in plans. Install Erosion Control Structures as SK62 Pre-Construction --- 9.47 41.03 13,335 13,954 786.0 17,046 19,519 782.0 4.0 2.00 3:1 1.50 24.00 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 4.0 2.50 shown on Pre-Construction Drainage Analysis Sheets. Track, seed and mulch slopes. Complete clearing and SB-14 Pre-Construction 51.66 51.66 149.38 64,980 73,487 798.0 92,988 363,726 792.50 6.0 5.00 grubbing limits for Waste Rock Disposal Area,Main Haul Road from Stream Crossing No.1 to Sediment Basin No. SK63 Pre-Construction --- 2.79 12.09 3,930 4,476 812.0 5,022 4,966 808.5 2.0 1.25 3:1 1.50 10.00 10,Screening Berms#15,#16,#18,#19,ad#20,either transporting any topsoil to the Topsoil Storage Area or 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 40,43,44,45,46,47,48, utilizing for screening berm construction.Construct,track,seed and mulch slopes of screening berms. SK65 Pre-Construction --- 6.88 39.55 12,854 13,954 817.0 16,434 19,519 813.0 4.0 2.00 3:1 1.50 10.50 SB-14 Operational 49,50,50a,50b 47.19 47.19 166.43 72,397 73,487 798.0 84,942 363,726 792.50 6.0 5.00 SK66 Pre-Construction --- 5.61 23.60 7,670 11,813 791.0 12,744 14,622 786.0 3.0 1.75 3:1 1.50 10.00 SB-16 Pre-Construction 17.78 17.78 55.84 24,290 32,527 836.0 32,044 129,412 832.00 6.0 2.75 13. Construct Main Haul Road from Stream Crossing No.1 to Sediment Basin No.10. Operational 40a,41a,41,42 17.93 17.93 73.37 31,916 32,527 836.0 34,308 129,412 832.00 6.0 2.75 SB-16 O SK67 Pre-Construction --- 6.79 30.20 9,815 11,813 797.0 12,546 14,622 792.0 3.0 1.75 3:1 1.50 10.00 P 14. Clear and grub the footprint of Erosion Control Structures to be installed for South Pit and Screening Berm#4 SK68 Pre-Construction 3.29 14.25 4,632 10,782 831.0 5,922 14,267 827.0 4.0 1.75 3:1 1.50 10.00 SB-17 Operational 86 1 10.02 10.02 30.22 13,146 13,883 854.0 18,036 35,129 850.30 4.0 2.00 prior to clearing the entire area, installing silt fence as shown in plans. Install Erosion Control Structures as SK68 I Operational 42A,42 B,42C,42D 7.26 31.45 10,222 10,782 831.0 13,068 14,267 827.0 4.0 1.75 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 6.0 3.50 shown on Pre-Construction Drainage Analysis Sheets.Track,seed and mulch slopes.Clear and grub South Pit for cn t SK69 Pre-Construction 3.90 16.90 5,493 6,373 832.0 7,020 8,865 828.5 4.0 1.25 3:1 1.50 10.00 56,57,63,64,65,67,96, mining as needed, either transporting any topsoil to the Topsoil Storage Area or utilizing for screening berm z construction.Clear,grub,construct,track,seed and mulch slopes of screening berm. SK70 Pre-Construction - 2.20 1 9.53 3,098 5,087 848.0 3,960 4 772 842.5 3.0 1.00 3:1 1 1.50 1 10.00 SB-18 Operational 97,98,99,100,101a,101 56.03 1 34.03 1 254.17 110,564 1 110,664 1 792.0 1 61,254 1 458,905 787.00 1 6.0 1 3.50 71 0 15. Construct conveyor structures for waste rock, ore, and concentrate product / tailings per manufacturer's SKIMMER BASIN SUMMARY TABLE o installation requirements. SEDIMENT BASIN SUMMARY TABLE 16. Clear and grub the footprint of Erosion Control Structures to be installed for North Pit Haul Road, North Pit o Conveyor Access Road,and Screening Berm#11 prior to clearing the entire area,installing silt fence as shown in o plans.Install Erosion Control Structures as shown on Pre-Construction Drainage Analysis Sheets.Track,seed and c mulch slopes.Complete clearing and grubbing limits for North Pit Haul Road,North Pit Conveyor Access Road, ° o and Screening Berm#11,either transporting any topsoil to the Topsoil Storage Area or utilizing for screening U) berm construction.Construct,track,seed and mulch slopes of screening berm. W 17. Construct North Pit Haul Road and North Pit Conveyor Access Road. Utilize pump around system for installation of instream Culvert C-13. a� 18. As South Pit mining advances,clear and grub footprint of Erosion Control Structures to be installed for East Pit and Screening Berms#5,#6,#7,and#8 prior to clearing the entire area,installing silt fence as shown in plans. N Install Erosion Control Structures as shown on Pre-Construction Drainage Analysis Sheets.Track,seed and mulch slopes. Clear and grub East Pit for mining as needed, transporting any topsoil to the Topsoil Storage Area, PROVIDED ° utilizing for screening berm construction,or Waste Rock Disposal Area for reclamation.Clear,grub, construct, UPSTREAM PIPE DRAINAGE REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED z CULVERT CONTRIBUTING DESIGN STORM DESIGN DIAMETER LENGTH SLOPE CULVERT SEDIMENT STORAGE OUTLET PROTECTION DOWNSTREAM track,seed and mulch slopes of screening berms. CAPACITY PHASE AREA Q25(cfs) SURFACE SURFACE SURFACE AREA STORAGE STORAGE STRUCTURE I.D. RIP RAP CLASS LENGTH(ft) TOP WIDTH DEPTH(in) I.D. AREA(AC.) EVENT(YR) FLOW(CFS) (IN.) (LF) M MATERIAL TRAP I.D. ACREAGE AREA AREA(sf) ELEVATION(ft) VOLUME(cf) VOLUME(cf) VOLUME STRUCTURE TYPE (ft) TOP WIDTH(ft) 19. As mining advances in East Pit,waste rock to be backfilled into the South Pit for reclamation.Clear and grub the (CFS) ELEVATION(ft) footprint of Erosion Control Structures to be installed for North Pit and Screening Berm#10 prior to clearing the C-1 26.35 25 75.73 100.11 42 220 3.1 CMP p g p g ST-100 Pre-Construction 0.62 2.69 1,171 1,377 807.0 2,232 2,263 805.5 SB-1 Principle Spillway Rip Rap Outlet Protection II 24 9.0 27 30 entire area, installing silt fence as shown in plans. Install Erosion Control Structures as shown on C-2 5.30 25 22.29 40.15 30 158 3.0 CMP ST-101 Pre-Construction 0.99 4.29 1,867 2,179 804.0 3,564 3,596 802.5 SB-2 Principle Spillway Rip Rap Outlet Protection II 24 9.0 27 30 Pre-Construction Drainage Analysis Sheets.Track,seed and mulch slopes.Clear and grub North Pit for mining as C-3 7.04 25 34.15 154.03 48 525 11.2 CMP ST-102 Pre-Construction 0.69 2.99 1,301 1,512 805.0 2,484 2,485 803.5 needed,transporting any topsoil to the Topsoil Storage Pile,utilizing for screening berm construction, or South SB-3 Principle Spillway Rip Rap Outlet Protection II 24 9.0 27 30 C 4 23.64 25 89.95 114.81 48 475 9.8 CMP ST-103 Pre-Construction 0.77 3.34 1,453 1,702 804.0 2,772 2,799 802.5 SB-4 Principle Spillway Rip Rap Outlet Protection II 26 10.5 30 36 Pit for reclamation.Clear,grub,construct,track,seed and mulch slopes of screening berm. P P� Y p p C-5 13.31 25 50.77 56.86 42 65 1.0 CMP ST-104 Pre-Construction 0.59 2.56 1,114 1,512 809.0 2,124 2,485 807.5 SB-5 Principle Spillway Rip Rap Outlet Protection B 22 7.5 24 24 20. After the Waste Rock Disposal Area and South Pit backfill has achieved post-mining elevations,cover final slopes C-6 4.81 100 27.10 57.25 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 with two to four feet of topsoil.Track,seed and mulch slopes. SB-6 Principle Spillway Rip Rap Outlet Protection B 22 7.5 24 24 C-7 36.21 100 163.30 301.65 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 SB-7 Principle Spillway Rip Rap Outlet Protection 1 24 9.0 27 30 21. As mining advances in North Pit,waste rock to be backfilled into the East Pit for reclamation.Clear and grub the C-81 3.23 25 13.99 24.26 241 135 3.0 CMP ST-107 Pre-Construction 0.36 1.56 679 933 945.0 1,296 1,531 843.5 SB-8 Principle Spillway Rip Rap Outlet Protection 1 22 7.5 24 24 footprint of Erosion Control Structures to be installed for West Pit prior to clearing the area,installing silt fence C-9 1.09 25 33.73 37.70 36 150 1.0 CMP ST-108 Pre-Construction 0.74 3.21 1,397 1,702 846.0 2,664 2,799 844.5 as shown in plans. Install Erosion Control Structures as shown on Pre-Construction Drainage Analysis Sheets. SB-9 Principle Spillway Rip Rap Outlet Protection 1 22 7.5 24 24 C-10 1.60 25 6.93 13.41 18 116 5.1 CMP ST-109 Pre-Construction 0.75 3.25 1,414 1,702 850.0 2,700 2,799 844.5 Track,seed and mulch slopes. Clear and grub West Pit for mining as needed,transporting any topsoil to the SB-10 Principle Spillway Rip Rap Outlet Protection 1 24 9.0 27 30 C-11 13.42 25 25.81 50.79 30 203 4.8 CMP ST-110 Pre-Construction 0.39 1.69 736 933 797.0 1,404 1,532 795.5 Topsoil Storage Pile or East Pit for reclamation. SB-11 Principle Spillway Rip Rap Outlet Protection I 20 6.0 22 24 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 22. As mining advances in West Pit, waste rock to be backfilled into the East Pit for reclamation. After East Pit SB-12 Principle Spillway Rip Rap Outlet Protection I 24 9.0 27 30 backfill has achieved post-mining elevations,cover final slopes with two to four feet of topsoil.Track,seed and C-14 1.62 25 7.02 1 7.51 18 132 8.7 CMP SB-14 Principle Spillway Rip Rap Outlet Protection II 28 12.0 32 36 mulch slopes. C-151 0.58 25 33.73 79.07 36 148 4.4 CMP SEDIMENT TRAP SUMMARY TABLE SB-16 Principle Spillway Rip Rap Outlet Protection 1 24 9.0 27 30 C-16 0.65 25 33.73 100.44 36 225 7.1 CMP SB-17 Principle Spillway Outlet Splash Pad/Plunge Pool 1 39 21.0 21 68 23. As structures stabilize and are no longer considered disturbed,remove Erosion Control Structures. P p� Y P C-17 16.28 25 71.26 101.72 42 158 3.2 CMP SB-18 Principle Spillway Rip Rap Outlet Protection 11 26 10.5 30 36 C-18 3.96 25 13.61 15.66 24 110 1.5 CMP C-1 Rip Rap Outlet Protection 1 26 10.5 30 36 C-19 9.64 25 36.06 114.96 36 600 4.4 CMP C-2 Rip Rap Outlet Protection B 16 4.5 18 24 C-20 2.19 25 7.87 22.14 24 1111 3.0 CMP C-3 Rip Rap Outlet Protection II 28 12.0 32 36 C-21 0.50 25 1.94 22.14 24 91 18.0 CMP C-4 Rip Rap Outlet Protection 11 28 12.0 32 36 13.55 ft. C-22 0.77 25 2.99 43.73 24 67 11.7 CMP C-5 Rip Rap Outlet Protection 1 24 7.0 7 12 T C-23 0.79 25 3.01 22.14 24 104 1.3 CMP C-6 Outlet Splash Pad/Plunge Pool B 10 5.0 5 24 ° 1.00ft. Freeboard N z E C-24 1.27 25 5.50 15.37 18 99 2.9 CMP PIPESIZE ENERGY RIP RAP UPSTREAM DOWNSTREAM C-7 Outlet Splash Pad/Plunge Pool 1 20 10.0 10 42 3 STRUCTURE LENGTH(ft) DEPTH(in) J J O O M F 1 1 2 3+ ft. C-25 16.37 100 76.97 88.09 42 237 2.4 CMP (in) DISSIPATOR CLASS WIDTH(ft) WIDTH(ft) C-8 Rip Rap Outlet Protection B 20 6.0 22 24 w w cal = o - 2 2 C-26 0.42 25 1.82 3.48 12 60 3.0 CMP C-9 Rip Rap Outlet Protection B 24 7.0 7 12 cn cn �, C-27 1.14 25 4.94 10.28 18 60 3.0 CMP Rip Rap Outlet o o Cn J C-10 Rip Rap Outlet Protection B 16 4.5 18 24 C� � "T Q w ° TC-1 10.00 25 20.45 65.29 36 40 3.0 CMP o SEDIMENT BASIN 30 Protection I 22 7.5 24 24 Channel Design (Non-Erodible) TC-2 4.78 25 20.71 40.15 30 40 3.0 CMP SKIMMER BASIN 24 RiProtectio Outlet B 20 6 2 74 C-11 Outlet Splash Pad/Plunge Pool B 10 5.0 5 24 0 0 C-14 Rip Rap Outlet Protection B 16 4.5 18 24 z TC-3 26.17 25 68.11 69.50 36 40 3.4 CMP C-15 Rip Rap Outlet Protection B 24 7.0 7 12 w U O Channel Type: Triangular, Equal Side Slopes TC-4 9.37 25 29.74 40.15 30 60 3.0 CMP SEDIMENT TRAP Outlet Splash z z Y 1 w z Dimensions: Left Side Slope 2.00:1 C-16 Rip Rap Outlet Protection B 24 7.0 7 12 U � U w J Right Side Slope 2.00:1 HAUL ROAD DITCH 12 Pad/Plunge Pool B 5 5 5 2 C-17 Rip Rap Outlet Protection 1 26 10.5 30 36 U) Q w � Q U J w w = Q U w Wetted Perimeter: 10.69 C-19 Outlet Splash Pad/Plunge Pool B 12 6.0 6 24 CD 0 n Area of Wetted Cross section: 11.43 CULVERT SUMMARY TABLE SLOPE DRAIN SUMMARY TABLE C-23 Rip Rap Outlet Protection B 20 6.0 22 24 Channel Slope: 0.5000 C-24 Outlet Splash Pad/Plunge Pool B 5 5.0 5 12 Morning's n of Channel: 0.0290 C-25 Outlet Splash Pad/Plunge Pool B 14 7.0 7 36 Discharge: 43.28 cfs C-26 Rip Rap Outlet Protection B 24 7.0 7 12 Depth of Flow: 2.39 feet Velocity: 3.79 fps C-27 Rip Rap Outlet Protection B 24 7.0 7 12 Channel Lining: Class B Rock Rip-Rap TC-1 Rip Rap Outlet Protection B 24 7.0 7 12 Z Freeboard: 1.00 feet TC-2 Rip Rap Outlet Protection B 24 7.0 7 12 O W TC-3 Rip Rap Outlet Protection 1 24 7.0 7 12 SCREENING BERM DIVERSION DITCH DETAIL TC-4 Rip Rap Outlet Protection B 24 7.0 7 12 Q H = Skimmer Basin -Skimmer V U NOT TO SCALE Spillway P g Z S illwa Outlet Splash Pad/Plunge a Pool B 5 5.0 5 12 Clean Water Diversion J N Ditch Level Spreader 30 24.0 3 12 O ILL OUTLET PROTECTION SUMMARY TABLE Z Q Z J V OU 2 � � Q ZW 64.07 ft. � CV O O ft.1.00ft. Freeboard C •,� Z 1 8 40.000 ft. - 8 Q 2 Z LLB Channel Design (Non-Erodible) � O Channel Type: Trapezoidal, Equal Side Slopes LL� O Dimensions: Left Side Slope 8.00:1 r U W Z Right Side Slope 8.00:1 r Base Dimension: 40.00 Q Wetted Perimeter: 48.13 O O W Area of Wetted Cross Section: 22.21 �i Channel Slope: 1.0000 0 Manning's n of Channel: 0.0340 Z Z W W W la C� 0 Discharge: cfs Depth of Flow: 0.50 feet Velocity: 2.61 fps Z � Channel Lining: D50 = 1.50 IN. RIP RAP (GROUTED) O Freeboard: 1.00 feet I hereby certify that this document was ` , CAR�• (n prepared by me or under my direct personal �� V 0 supervision and is correct to the best of my Q :oFSra knowledge and belief and that I am a duly SEALg� TYPICAL LOW WATER CROSSING DRIVE THRU DETAIL licensed Professional Engineer under the = o = SHEET NUMBER 2,0 NOT TO SCALEorlr �-ti.. laws of the State f North Carolina. 4r (Signature) $• �,��,,+`' OOG-006 Date: 01/25/2023 ��►r PIQ11 1tt'Bw RISER STiRJC7yRE GROUND SURF POE STEEL F6ST5{g7pWTITM VARf SKIMMER 1512E VAR.I F_ 12"mr -of eoor#5 Level Spreader(not to scale) 4'MIN. SE�L . CraS5-,SCCi•tG11 rr�� 1}�� IL�mrn ________ ____ I STONE ENERGY ''`r_II N ' ...4.J'n.y'.... HOLD DOWN STAKES or#51 washed stone rl_ 1__ OLSSJPAT4R .. le 5 FMJ1hNICMENT e .ri --I --_ PIASTI[SLOPf CHAIN PJ RE F. µ,µd.a..f...... Inflow J { 1,5•min {p WaCTICFSTAN PAR❑6.33 STruGture - 6R ^ `:' •"' .',j,,.,. SLOPE DRAIN HERE mumlll?" 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Noturo -'• `-- PRP E L i'Freeboard EmhnnkmeaT _ 1 a II ' r ' Inflow Baffles 6r^rvld s�ucture I � � {31Yer 3• // //�/� / �/� // �/// /v� f Cross Section C S BSYa'lE A7� }I {IIr'UR{ ANTI-5E EP SLOPE DRAIN HDPE PIPE {4'X4'%1•MI N,I Ak1TIFL�TICN 8L(W9 SECTIONALVIEW `TRENCJs STABILIZED SEETABLE rt 1 vatren o Figure 6.BEla Plan view and msis-sectlon view of a temporary sediment trap. COLLAR Malefl aI s3 nurEtT Variable -III=III � U rya^cv Illway E r my 2'11FP stapled in III=III-III J lace 11 11 11 11 w illw'° -III-III-III-I I I P Y P DISCHARGE TO A STABILIZED TYPICAL I- TYPICAL SEDIMENT TRAP DETAIL _ V ENERGY DISSIPATER '11i11iII'II'III Sadimant cross-secticn � IIIIIIIIIIII st°row=°� View TYPICAL SEDIMENT BASIN DETAIL IIIi,[t�rr tll=_ �1 -1�1=1�1=1i1=1�1=1�1=11 NOT TO SCALE Level tip _ 1��- j[ IIIIII-IIIIIIIII-III11 N TYPICAL SKIMMER BASIN DETAIL of spreaderl1ll �Illl_ 1 111 =III=III=III=1�1=1�1=III= NOT TO SCALE ��ll~��l� lr�=ll_l= II 1III=IIIIII-III-1 N ;llllI-�illllif � Iiol! IT l Ire I- III_ I I1 I IIII1�I _ ICE NOT TO SCALE Buried -III-I - -III=11I-1I-1 - L 6 mir SEDIMENT TRAP DESIGN AND CONSTRUCTION NOTES 111Ii1 11 =11111i11�11�1 SKIMMER BASIN DESIGN AND CONSTRUCTION NOTES SEDIMENT BASIN DESIGN AND CONSTRUCTION NOTES FEgure8.4960otallaE]avaf5preasrcrcrosssc:.tlon � 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. SKIMMER BASINS 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 CLASS a 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 • / LENGTH/WIDTH RATIO OF 21; MINIMUM DEPTH OF 3.5 FEET, 1.5 FEET EXCAVATED BELOW 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 L) 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 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 _J 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 '' ' = fja Hd _ 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`11 d II,al 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 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 BIOp 1. INSPECT THE SLOPE DRAIN AND SUPPORTING DIVERSION AFTER EVERY RAINFALL, AND 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 �' �_ � 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- c 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. O o FLOWING UNDERNEATH OR AROUND THEM. =" ' " 'A:':_ +6 min rf z 4. COMPACT THE RIDGE TO PREVENT UNEQUAL SETTLEMENT, AND TO PROVIDE STABILITY1111�11�11 111�1! Ili o 3. IF THE SKIMMER IS CLOGGED WITH TRASH OR THERE IS WATER IN THE BASIN, USUALLY AGAINST SEEPAGE. f i-�� w o =11 1 Tlfl� ll rii - Irl tir_---i1rrl�i- LLI- 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 w O DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE � 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 $F:NCN OBJECTIONABLE MATERIAL. r J tsosr I5o$r Q o/� FTG. � FTG- - --•-•.•--.--'-•--- - - 2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS DESIGN REQUIREMENTS. N POST SPACHJG = 4sfi0mm a/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 #•::_._ �- - HATVRAt• STQNE PATTERN __ •"•" _ 4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND O {M9ULC 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 k � � I I I I-III-III-III, ,III-III-1 I I I-- w 140' O]TC-4 rSUT' ID21E- cn II- GRADL LLB Q I' II i � PAf'k� Ian-E6tAENT TYPICAL FLUME DETAIL a (' l GALV. STEEL POST f k NOT TO SCALE TYPICAL SCREENING BERM DETAIL TYPICAL HIGHWALL BERM DETAIL 'Y'trJIIIE, L �CONCI±'f7E FODTING � '� I hereby certify that this document was `y,%%_< A CARO`,,, FLUME NOTES prepared by me or under my direct personal / ` NOT TO SCALE NOT TO SCALE 1. UPON PLACEMENT OF MATERIAL AND FINALIZATION OF SLOPE, ENSURE ALL OBSTRUCTIONS y ti■t� `0F SSrd+1- J TYPICAL SCREENING (SOUND) WALL DETAIL supervision and is correct to the best of m 7 .� 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 = 04 20 = SHEET NUMBER NOT TO SCALE CONSTRUCTED CHANNEL SHALL BE FREE FLOWING WITH LOW SPOTS NOT TO EXCEED 0.2 laws Of the State of North Carolina. �� t . FEET IN DEPTH. �I, ■ 3. INSPECT FLUME CHANNEL INLET AND OUTLET POINT REGULARLY AND AFTER STORM EVENTS. i '4 � (signature) ,�, B ��,.+` OOG-007 Date: 01/25/2023 '+►4 1 1 E E 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 / o 000o/ ATTACH TO POSTS WITH o ao 0 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 6p00 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 r Q SEAL ' 4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT P I E DPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS �';��q•'• C�iaNE�•' GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''��F ••••""'•••• �`� FILENAME - OOG-008 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT oOG�oOV L I T H I U Charlotte, NC 28202-2075 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 0qo° TO BE 16" HIGH &_,C 0� 6% 30-FEET AND PLACED AT o�pp0�o SILT FENCE ROCK OUTLET A 1:1 SLOPE p °oQ>°o°orb°° 3' FILTER FABRIC DESIGN AND CONSTRUCTION NOTES TEMPORARY DIVERSION MAINTENANCE NOTES GREATER THAN 6% 25-FEET qb- 000C�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�q�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 _ c� 0 0 0 0o OUTLETS. 0�0�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 ,Sl ,\ " � ,, PIEDMONT LITHIUM CAROLINAS, INC. EROSION CONTROL DETAILS ., N CARo '. �F�Ss;o�..,%-; CAROLINA LITHIUM PROJECT SEAL '= 4 1/23/2023 REVISED PER DEMLR COMMENTS ; VG�f (� LITHIUM HYDROXIDE CONVERSION PLANT iV e%a s(Jan 30, $3 Tr P I E D/�AON T 3 5/31/2022 REVISED PER DEMLR COMMENTS NE :° GASTON COUNTY NORTH CAROLINA HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�`F�/.."..... Py�.`��` FILENAME - OOG-009 SHEET 440 S. Church Street,Suite 1200 1 8/27/2021 MINING PERMIT ��ii�►► ��` L I T H I U Charlotte, NC 28202-2075 SCALE - N.T.S. 00G- 009 704.338.6700 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 j APPROPRIATELY. 1 -6 \/�// /� 9. REMOVE TEMPORARY STREAM CROSSINGS IMMEDIATELY WHEN THEY ARE NO LONGER NEEDED. RESTORE THE STREAM CHANNEL TO ITS ORIGINAL WATTLE DESIGN AND CONSTRUCTION NOTES CROSS-SECTION, AND SMOOTH AND APPROPRIATELY STABILIZE ALL FLOW 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 \ \ \ \/\// //\'7/�� 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.•�AR�<'''��',, EROSION CONTROL DETAILS =o�:oFEss,o�..% CAROLINA LITHIUM PROJECT SEAL ��•' 4 1/23/2023 REVISED PER DEMLR COMMENTS lLlO�/ LITHIUM HYDROXIDE CONVERSION PLANT P I E D/�AON T 3 5/31/2022 REVISED PER DEMLR COMMENTS 11H� arN2 •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 1 8/27/2021 MINING PERMIT L I T H I U M Charlotte, NC28202-2075 �i��iiiii►►�� 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - N.T.S. 00v-01 0 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. .•�AR�<'''��',, EROSION CONTROL DETAILS ESS/off..% CAROLINA LITHIUM PROJECT SEAL 4 1/23/2023 REVISED PER DEMLR COMMENTS e l�16�/ LITHIUM HYDROXIDE CONVERSION PLANT P I E D/�AON T 3 5/31/2022 REVISED PER DEMLR COMMENTS y'. al"N •a `� GASTON COUNTY, NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '��Fri'/ "•••••••Py o` FILENAME - OOG-011 440 S.Church Street,Suite 1200 E K. N 1 8/27/2021 MINING PERMIT L ! T H I U M Charlotte, NC28202-2075 �i��iiiii►►�� 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - N.T.S. OOG-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 ^ �• V� _=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.•�AR�<''' EROSION CONTROL DETAILS Ess,o�..% CAROLINA LITHIUM PROJECT r SEAL 4 1/23/2023 REVISED PER DEMLR COMMENTS �D ( LITHIUM HYDROXIDE CONVERSION PLANT JJ er 'rja n an 30 0e T P I E D/�AON T 3 5/31/2022 REVISED PER DEMLR COMMENTS �'.� ��'•� I N •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. N``�, L I T H I U Charlotte, NC28202-2075 1 8/27/2021 MINING PERMIT �i��iiiii►►�� 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - N.T.S. 00v-01 2 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. .•�AR�<'''�� EROSION CONTROL DETAILS Ess,o�..% CAROLINA LITHIUM PROJECT r SEAL `_ 4 1/23/2023 REVISED PER DEMLR COMMENTS = 032062 LITHIUM HYDROXIDE CONVERSION PLANT 3 5/31/2022 REVISED PER DEMLR COMMENTS ie axn m •°l �S.� GASTON COUNTY, NORTH CAROLINA SHEET •• P I E D/�AON T HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '��Fri'/• ••••• ••P .• FILENAME - OOG-013 440 S.Church Street,Suite 1200 '1 E K. N �,� 1 8/27/2021 MINING PERMIT L I I i-1 ��nun►►�� U M Charlotte, NC28202-2075 SCALE - N.T.S. o0G-013 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 N.C.B.E.L.S. 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A i / / I I I I I I I / / / i / v v \ A 60 W \ - / I - v A A\ 1\ V / I I I / -� / / - A \ V �� 1 / 1 Up'CH�O \ - A ` ` �-- 1 I V -- A \ \ / �V , / / / / I I --- `v v VA\\VAAA \ \\V A A A V I / I I I I I I I / I / / / __ I / I / ` ` \ / I, v - �' / i IBAI-1 CH � I / v \ v A V \ V / / / l -v ` V A A\\VAA1 \\\ V A I -/ / I / / / V < EPI ( \ v A / i v v A\\ VA\ I A A V I A --- I I I I � / � _— v vvv v �v �� /, _ // / // \ \ \ \v\v v ----- - �� \ \ v / // I \ \ -- / v A A \ \ \\\\VA\ Ill I A \ I I A. / / I I I I l ON / / A V A / / / / V � � v V A A I I I l V I I I / / �- / I A 1 / / / �- \ V ` I�v A l \ // �' / / v I V A v - - v A A v / A V v v v A V A I I I I AA III / I I / \ V --\ / -- l r ��v A A \ � v v / - \ ,V v / v V 1 1 - / / I \ V 1 V / vv 1, \ ( / \ V v / A / / I \ I A � _ V A A\ \ - / \ \ v, v V I V A 1 I IIIA11 I / I � / / ' V A A \ v A // / / / _ , ` A \ ( \ v v '884- �� -_ I v A ` - / _ I � v v v � - � I I I A V A \ v 1 / 1 \ v v v \ V A V l l l IIIIII / I I / / ��-_�' A A V A / / / v i o v V 1 , / / 1 1\ 1 I v \ V A v ,\� i 11 / \ / �� v v �� v A A V vV v / / z I \ v V A \ V A l I I I I I II/1 / / / / l I / / l / ,- --// I I l A V A / ,/ � / v , - _ \ ll V \ v v \ V -- vvvv � v \ I V v _ 200 0 200 400 SCALE IN FEET / I / v �_ --V A \ v-__ / vv VA A v A V vv v V / _1 \\ 1 A I 11 I / / l / / - l I l / / ,,� � - I / / 1 vvv / � v \ 1 I 1 I I //I / / / / / / / / / / I \ \ \ / D / iiiiiiiiiiii / /I I 1 I IIII /I I l l I (/ / // / // // / / / / /l l /,I-----_ _ �/ / / / / -/ /l ,� / ' / / v \ v ---�� A \ \ / /� _ v V / I / //, I / / / / / / / / - / / / I i� . . i / I \ \ V A V A / _ � VA\ v A I 1 / . / / / / I \ \ I / \ V A A \ V v v / / / I I I 11/I I �' / / // / / / / / - / �� %� �� I I I l / / A 1 �� 8� 1 I A �� / / V / 1 \ V A A 1 A V v �� A \ \ / / / / I / /// 1 / / / / / / / / / / / /'_ - � . , ��'= 1 I I \ 1 \ _--- 8 I / i V A v / / l , / / CONSTRUCTION ENTRANCE // i - /i I I I / / v A I I I v / / v I I vv\ v V A vv A v v vv v I\ I / I vv / / / / / / / l// / 111 I // /' / /' �' / / _ v ♦ ., tt A A A\ 1 v 1 _U I I I -- I I / / / i 11 b� V A I -v A A V A ` / / , / / //l It /I 1/ / / "---- AND CONCRETE WASHOUT �� > ST-220 t � v v I v I v / --_ I / / vV / / v v v v v ` v V v / / / / / / / / / - -_ __ _ _� / / / /' SEE DETAILS ON SHEET OOG-008 11 y\- I / ► L I \ \ \ / \ 1 1 _ �- / / � 880- \\\ I \\\ \ \ \ \ \ _ \ \ I I / / \ / \ / � �� I,/ / // 1 //�, i � � / / / , / � ' ♦ - I � SK-247 ► II A \ � �` v��A A A I I I 11 l// / / I i // / / AVAV I A \ I 1 A I I l\ // \ - \ \ \ 1 \ < / / \ \ \ \\ \ \ I \ / / i ' / / i 1 _//� - � / / / \ �' ♦ a\ 1 �� e ST-228 - \ \ \\\ \ 1 I I i\111 \ \ > / / / r / 1 \ \\\ \ \ O \ \\\ \ \ 1 I I - \ / \ \ \ \ \ \ U / / / \ I ' 1 \ I %�-�0'�' - / / / _ / / �y ► \ \ I \ \ / / / // / / \ \\ \ \ I I 1 \ ` ` I GENERAL NOTES: / / / - / �\ / / > h �� I �9i2 \ \ \ \\\\\ \ 1 I I \\\\\\ I\ \ \" / / / / I /'� I / / / / \ "lb \ \ 1 I I I 1 \ \ \ \ \ \ / / /' � \\ \\/i/i/- / - / � - --__ ♦ ,� I ��' \ \ \\\\\\ \ 1 1 1 \\\\\\ I // / / / / / 1 \ I I \\\ \ \ I \ \ \\\\\ I I I 1 (56 \ \ \ \ / \ / 1. PHASE 1 INCLUDES BOTH TEMPORARY AND PERMANENT 6� \VA\\111 \\\\ V / / V / �'� v \ \\ I I I I I A \ \ I v _ / / 11 v I\\ /// \ i/ice, ' , /' /i /`� �,� nr �� _� ' ► R♦ � v A \ V I l Avv A / / / / / 11 1\ / / 1 1 I v I I A V I I I < �� \ // BASINS AND TRAPS. SEE EROSION CONTROL BASIN v v \ I // j // ' APPROXIMATE CENTERLINE _ / - t v. , � v \ \ V v vv v v 1 1 I I 1 vvvvvv / / / I I v / IIIIII v v \ I I I I v 1 ( - - / /// 1' / - ' - ♦��' ` I `�� -1 \ \ \ V A 0 M I 1 1 1 \vvvvv vv I I I ( \ Av I I I I I / 1 / / I I I / \ \ VA\ V I I I I I I 1 V 1 V A \ l I ' / / III \ \ \ \ 1 \ \ -- \ / - SUMMARY BELOW. _��v v \ \ v / //////� OF EXISTING RAIL _-� _' v �` �7 *�' 1--------�`a - �\ \ I I 1 1\I I I I I /- A v VAyv v I I A A -/ / \v �' / I 1 1 I \ 1 VA\\VA V A 1 I I / \ v v \ // / _____ �� - Y- i A V A V A l � III I v_ / \\ \ V A 1v V A V A \ V ` v -/ / // / I_�' _ , 1 � -, ♦R , v I I IIIIIIII111 V AAA \ \ \ I I \ V I / I I / AV A V1 \ v A v v v CSX RAIL �'' / / / Lx�-cP `� ` IIIIII \ / I I �_ / I \\\\\\\ \ \ \ \ \ \ �\ \ \ / //// / ' �-_ , coNsrRucTloN c�!-� I.�v / ` I vvvv 1 I I I 1 v v v / i / _ ( I I - / v v v v v v v v v ` 2. SEE SHEET OOG-005 FOR SEDIMENT BASIN, SKIMMER -- - RIGHT-OF-WAY . /// / / CONSTRUCTION ENTRANCE v STAGING AREA 1 � � -•' v ., �. ' -' / `\ ` I I I I I i v v v \ \ \ \ v v v v v v / // 1 ol /-- / ' - / i , li , v' v i - - i�� -' ��v vII � III vv v v v �v v v v / / / o y ,_ I .>' I v �� ' / \ /v1 vvv �v v / / - � ___- �_I � I� I I j I v v v v v v v v v ` BASIN AND SEDIMENT TRAP SUMMARY TABLES. v v v ,/ / / // / AND CONCRETE WASHOUT - oP , / i Ivvv� _A APPROX.2 / I v ♦ v v v \ id �� / / I _.1. ,. \\\vim' v\�V A A , vv w - 'v / / III �� A I /I �_�--,,' / / - V III V1 I 1 A \ \ \ v � � - v v v. AA \ \ / / // �r I I ( \vvv-s ACRES % \ Ik� \ v ♦\� , /� ix -x-., L-x j v / / / SEE DETAILS ON SHEET OOG-008 ' fI vv �v v v - v I I I l \ I l l v - / v � I I I I v v 1 v v / ` v vvvvv / / , / Y / - I I \))) -,,I v lA;y/ v ♦�y q tiv v Iv v vn � v v v v 1 I I v v v v v v V �, / / / l i �. , v \ \ vV\) ,6 \\\VAA\ v v / l l 11 / / 1 I A I I I I I I 1 1 \ v v V v vvvvv v , // / / / / / -/ I vIvv , �/ �� - __ v v v8 .v CONSTRUCTION I • v v v �vvy vvvvIIIIIv vv�v1 vvv vv v �v `�// / �� i iII 1 11 / / 1 r ICI III iI I I I / / 11 v 1 I 1 v ` v 1 / v v v v 3. SEE SHEET OOG-007 FOR SEDIMENT BASIN, SKIMMER vvv vv v v , /, / / , �,�. / / // ;/ Ivy J*:y - ,, � v ► v v v ♦� v v vvv vvvvvv��v vvv v v / / / v III III - / /;' I I I I I i / III v III I v vv �� / ` vvv ` w v BASIN AND SEDIMENT TRAP DETAILS AND NOTES. _ v - A\\ VAv \ \ v _ 1 I I I I v \ \ _ v _ �' SEE NOTE 10 / _ �' v r� F I ,I/ ) v v v v vvv \ v v / v v // / - � / ��♦� STAGING A � � \ \V A / / / I I 11 I \ / \ I I V 6 \ \ \ VAVy��-__ - / �/� /�' i ///� \��♦ ♦ 877� r� vV ` \ v Vv AREA2 � � A\\\ DA\AAA V 1 \ VAA ��C� ❑ / 111 AV IVA I1 A \�- - % ' �' / / /////// I I v v v 1 I 4. MAXIMUM SLOPES ARE 3H:1V UNLESS NOTED v � CULVERT SEE / / G� i '- �� / / / _ �\ \ \ .� \ ,V \ I 'Ill//j j/111�A\_�� v v vv��v_ --- __ ' _ I v / V I -- /// / v I I I I / SK-246 1 v ♦ v II11 I1 >1 / / / / /I v v v _ � // / / // // / I I CP / I_= � // ' uv - v �, v v`/v�./ v ♦ / /i / v v - - OTHERWISE. GENERAL NOTE 7 i 1 8 ,I / /Iv , -�, A I v / ♦. v /r/ v / / v v / / / l l l I/ / I I 1 v / v ( � � - - - ! C� I /* 8��/ ./ - :-,/ /' I I \ y0. v v / v v i / / /iiii//i//vvv v (] '_ / I 1 1 --- / , I v I ---_ \ 1 / /' �" ��' � ,•* 45 , �/ �_7/ 1 \A 111 ��v '-_�'� __ I I I,%� v A, ' V, ��` A v V I / ( / ///////////IA v��vvvvv \ vv v ' ./ / \ 1 Vv IIIII / / ///ll/ l l ,,�� / // // / II / / ///// / / I V A / I I I I 1 / �� e _P4 -' v /� ©�� _ '/ �� v1\ I U /A;�v A / /. k ` v v \ V l llllll)1v- y vvv V`�A � v o �//// /i I I I IIIIII - / / // / / ll I I I v A I // // / \ I I I /I -914--� v v / i � _ -+._�// %,.'�_ �� / I ♦y v l v v v \ I / / A v v __ I ° / l////// / 1 V I I v I / I I l / v �� vo_ - i �� / A;♦ ,�/ ♦� �, v A / II III<<vv v vvv v ,// I b I llli _ / ,////, I / / 1 / 5. SITE LAYOUT IS BASED ON GASTON COUNTY UNIFIED l'� _ �x- Fx" _x y� v��,� �� / , l / � v . v . . .11 v \ Sb / 1 I 1 A v _�, A I / / / / III 1 I I I I 1 / I I I I / / / 1 v vv �' _ �� ul /I / �`♦� /,.' --- ate, v v v ` \' / / I IIII v( I , v 1 `vv 1 v v / ill / '///// / I 1 / DEVELOPMENT ORDINANCE APPROVED 2/22/2022. �'- _ 1 v // A / / 1 \ _ � _�_ / \ WETLAND /G I V v4-- / � V A I/ / // I \I�VA\� \ V A\v \\ I / / // . / / I( II I �\ \ v / r v I \ _ - , � - /I I \ ",♦ . -_, � � \ \ / / IIvI, \ 1 \\ \ v / mob/ V AI II h ' / V111�/ \ / / / \ /-) +- 0.01 ACRES '/ i I III ♦v R ' , ' I I I/ v 1 / 1 v - Rv� �� //� __ vv"'`�� l -��/Il1 l I \ V1 v SK-241 �y g�� ? - l� I SB-208 / /III IIIV�w v1 I 1 vvv vvv v --,' /�_ �/ I V I I I ►� DRAINAGE / --///I/ l l / /lI I 1 I 1 v v / / / I 1 I I I I \ v __ - y - I I !11 mod" �. v vvvvv��v��v�— vv1vv v v - v>e ♦ I v v ,�/ III IllllllliPv`v vvvvvv vv 1 / / iv v v i Illli ¢, - AREA / /¢i/,//l i i / / r' I I v v ` ,/ /// //� I 1 1 I I v v 6. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE N O- - , i �W /� + V A vvvv �� AAVA\ v ----_ i . v ►\ I 11 II 11 \ V A \ \ _ / / I / L� / / /// / / \ / I I I I' v v v ��'o -r- ♦� v*S vvvvv v��__ vv /vvv v vv - _ ` v v `, 1 1 t IIIII m, I/ v ` v 1 v v / / / 1 ♦ DELINEATION _ r / Ul I v / / / I I I v GASTON COUNTY UDO FOR THE SOUTH FORK RIVER `, ---- v'vv v vv v -\ \v vvv Av�`��- - -- V A ��, �\ v t\ VA\ IIII IIIAVAA�A AVA\IAA\ 1 Vv - 1 / / II I . ✓ --- �/ ii i // l vim- �v / I I \ A / VA _ 1 - /Ai> -�ii- / i / / / I \ v i I l / I 6 °� Ix v v v� // `�g0 vv v v �w v v +� �t A 11 � ♦A VA \V AAA A �.�� V A IIII 1VA� AVAVA \\ VvA� \ I // / / / 1 A1V `� �� =----- -1 "I i / / l v - / / I I v v _ v vv v -__ __ II v _ ; , / I � v / l 1 1 / 1 v WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN Il it I CONSTRUCTION _ v y v,V v \ V�5�\ V AAV Av A \ VVAA\ VvV CIA _- -- \ 1 <b. �\ � J - STAGING v \ R` 1 V A A AV 1\ vA V\V\ �� -- --" �� I I 1 A e �� 111111111VA \ VAI V A V v �� I / / / Vl) --:�,_ ♦ _/--,; --___� / ,-= %'�� i // l I v / \ l / 1 / / I _ CULVERT SEE v _ ti _ vv / � , / I I I � / / / / MINIMIZED, AND NO IMPACTS WILL BE ALLOWED WITHIN �� - - / I\ < _ ---�i_� �- / 1 �I --_ �- / i I I 1 / / �� n C 1 �` APPRox.6 ` SB-210 v�` L 1♦ v 1 v` � vv vvvvvvvvvv�v" vvo ` 1' ,� I v : �, — _ _ - v 1 -- 1 I I I / / / // / / THE DELINEATED STREAM HIGH WATER MARK.- - 1 � � \ _, \-�\ ` \ ♦\\ \\ \ \\ \\ \\ ,� \ � GENERAL III ��\\ \ ` R i� ; /�/ � -- -' I V V � �� I I" ACRES / m '. \ J v � AA V A V� `�� _ r♦ti . \V � ��. . . . . x 1� � A �� i� / / / - \ �� I% \' \\ \ II♦� \ \�\ \\ \ \ \ \ 1 I I\\ I\\� \\ \-1- I I \ I\��\,\ �� \ \ �\ �/ j 1 11\I11111111111\\\ \\\ ,\ ll \ . x . � ��. -Y . . ._._. . ;�. . _ . i i / / /x xl � _ \ 864 '�_ 1 1 / I I I / I / // 1 \_-- � a\y 1 \ ` \ \ \\\ \ \\ \ \\ \ 1 1 \\ _ \ \ ► \ \ I I \ _ WETLAND AREA 3 / q� \ \ /, \\ \\ / / � I I I I 1 \ \ __ \ \ \ \ 111111111 I I \ \ \ , �\ I I I \ �,I / // / / 1 I / 7. CULVERTS TO CONVEY CLEAN WATER ARE TO BE -1;;1 ` / �� .�_.- -------- �� \♦\ \ \\ \♦♦ I 1 1 c\ ", \ \ \\ ,\ \ \\\\\\\\\\1 (\l � \\ - / I1 1 \ A-- Q\\\\ \ \\ �� 1111111111jlllllll j \ \ \ - 0.09ACRES I �cj \ 11111 \ I - // / I / 1 \ \ __�% I __� fit?\ ) \ \ y♦ I �1 \ \ \ \\ \\� \\\\` r \, \--\ \ I11 I \ ` _ .�\ \ \ \ \ \ _ .� IIIII II ( \ ' I \\ \ %I I IIII LIMITS OF \ I ,--- -------- ,- /// / / I INSTALLED FIRST IN THE PROJECT PRIOR TO _ Ix, \ _ - \ 1 / -'-_.,'�--1" / ��y y m \ \ \ \ \ \ \ \ \ \ �� I I Il \\ r I 1 , / CONSTRUCTION / 1I I \ J' " PROPOSED FENCE. / / // / I / / / y\ \ , I II WETLAND AR / // DISTURBANCE \ I ` I l l I I I / INSTALLATION OF TRAPS. PROVIDE CULVERT INLET \ V VA \ v v \V v �' \ \ \ / I STAGING AREAS: / / A ❑ / 1, Iv �/0 ' I I I v 1 I i , 1 � v`♦v v v .wv vvvv vv / ' ` ` _ III/ - I / % I / 1 PROTECTION AND OUTLET PROTECTION. _ 1 \ \ \ - -"\\��,`- \ �\y \ `\ \ -7 0.06 ACRES EA 4 -' , // i I I' SEE GENERAL NOTE 8 / / I I 1 � / - � >> APPROX.2 . / I// / / / / I \ r / // I I / I I I 1 \ / // l / \ \ \ `� \ \ � `\\ \\ \ \\\_-- \ \ ♦\`\ \ \\\ ^O Ill/ \/ rl ACRES . / II 1 / J I \ / _ / / / / I I / I I 0.o v 11 / I I \ \ \ / / , \ I , \ \ ` \ \ ♦ 29\ \ \` \ \ ` \ \ 1 \ \ \ h'/ - / / 1 / // / / I 1 / / I I 1 I I �, /- / / yl \ \ \ O O 11 \\_" /! / \ i / / // i I " ` / / / I I cc \ _ \ \ \\ / Y - III I // / II / / / I I I I I 1 / 1 \ \ \ , \ ♦\ \ \ ��-, \ -, \ \ \\\ \\ I \\ \:w\ ` \ \ ( m // ` \ I r _ \ _/ / l III I I // / / / I / III / \ / // / I I I / 1 8. PROPOSED FENCE TO BE INSTALLED AS SHOWN o / / / / / / / y \ ` \\ �♦ \ ` \ \\\\\\ /\ \ ,I " \ \ �\\ \ \ l \ \1 \� \ \ \( 1 I I // / / / \ �� \\ jj ////l / j l / i / / /I; / �o / / 1 I I 1 1 I z 1 \ - - -` \ ♦`\ `� ; \ \ ` \ \ \ ,\ \\ \ - \ w \ \ / / \\\ 1 / 1, / / / I \ 1 I / I I I I I SURROUNDING THE DEVELOPMENT. BREAKS IN THE x 11 \ \__ //// y ♦`\ -\,\'\;\\ \ \ \\\\\\ \\ \ \ \\\\l;\\\\ \\\`\ GCS any\ \\ \\ / / \; \\1\\ I I / / I / . I / / I / / / / / \ I I I I 1 \ \1 , WETLAND AREA 1 I I / `I / _ J "-: \ \ \\ \\ \\ \� / \, \ \ I I jl l /- -i\ I/ //Il/I/i'/ ;' / // / / / ,' ,/I I 1 1 i I III i i i / ,i- I II I\ II \ FENCE LINE OCCUR WHERE IT INTERFERES WITH / / / / p / // \ \ / ` y' ♦\ \ y \ \ \ \ \ \\ \ \ \ \ \\ � \\ Q `\ \ \ / / I _ �� \ \ \\ 1 1 f' / //// / / / / I I o \% 0.52 ACRES \ I r // e / _ / - _ _ _\` \ �t�`\I \\ 1 \\ \ \\1 1 III 1> \ \\\\\\\\\\\\\ ` \ / / I/ \ , \\ \\\\\ 1 I /Cty / . EXISTING CEMETERY SITE /// / ! _ __ —___-_ —- II 1 1 i N 1 \ \ \\ \\ EXISTING STREAMS OR WETLANDS. 15-FT WIDTH OF m 1 / / / / \ \ / / - / - \ \ \ \ \ / / \ \\I\/ / / , / 7 / // / — \� 1;1 \ / \,)/ // / / / / \ \ \ / /// a1� i \ 1\ e\ SK-248 I `\� \\\\\�� \\\ \ ♦` SB-207 ///� II - i II 1 IIII llr i^l -� -7 /, �, //// i/ I I 1 \ \ \ o \ 7, ^ \ \ \ \ \\\ \ \\ \z , / \i �- I \ , , /// /,/ I \ 1 \ \ \ \ \ DISTURBANCE ACCOUNTED FOR ALONG FENCE LINE. _ \ I / \ _ // \ \ \ \ '1�\ \� \ \ \ \ \ \ \\\\\\\ \\ � �- ///// ► aoIII 171I // i l \ L / //// // / / I I I \ \ \ \ \ \ \ w 1 -- 1/ � PROPOSED FENCE \ - ,/ /, SK-243 ► ♦ "I \ \ \ \ \ \ \ �,_ // _-- >�� 11 / i I \ \ / ////// / / / / / / / I 1 \ \ \ \ \ \ \ 1 I / // \A+ \ ► ♦ \ \ \,�\ \\ \ \ \ \ \�\ \ \ \\\ \\ \\ \ ♦\ / / / I � \ \ ♦ II / / / / 1 I I \ \ \ \ \ - // \\ -- ♦ \ \`nL\ \ \ \ \ \\ \ \ \ \ \\\\\\ \\ '\��„ /// I I �1 / 1 II I // / / *�i\ I I I \ r / //// / / I l l l / / / \ \ \ \ \ \ \ 11 -v 1 1 I / SEE GENERALNOTE8 - ---_�// ��, vv v y �-r v♦ v v " 'xx-. y,vv\,k vv vvv vvv vvvvvv ��,< // ,�/ llI l/ /ll // ,�� 1 v/ / / /// / / / / III 1 vvvv v v v v v v v v 1AI V / I / t / /// �- �v A\V , �� I \♦ gyp \ v AVA VA \\VA IA v A \ \vv c9vv`y� vvv_4♦v_ r I I I 1 ,'i ////� / / l// l /r,,�. �, v� A \ ♦X / /� p // // / % // / / / / I / V A V A V A A V v v gF / / / / / / 1 9. SEE SHEET OOG-002 OR LEGEND. I / . v �v ► �_\ \ 8 0 ♦ VAV v \ vv v v �_.. ,e //// / / , I / / �/ / / lC I A A V A V A \ V A v v - 1 / / 1 I I // 1 ) �v v\ i R \ \ v A\ v v v I I /c / /// 1 � A \ / / I \ \ I A v _----�': / I / I °� �� 1 � / �A �< �� vvA cS� .I ♦ /�, i, vV A\\ v A ��_v vv vvv l /��> //// l/ 'i i I ♦ l� / i 1 l., (. / l I I I 1 AVA \ \ \ v �- I x \ v 1 11 1 / v vvvvv VAA : h ♦♦ VAA vvvvvvvAAVAv�v � `y�v �!xI I x 'i/ / l I / /1 r'� v v v v v vv V v v v v v vv vv v v ` 1 v v v v �� vv v �' 4�_ // , �, I , �� I 110 METER CEMETERY SITE BUFFER ` / / v I IIIII / Av v v A v v vv 10.INSTALL TEMPORARY CULVERTS AS NEEDED FOR — \ V 1 I v v vv vv V \ v vv vvv / // I l I A \ \ V - - IK 0/ A �,__.-,- _ A \ \ _ v ♦ v \ / / IIII 1 v _ / 1 I - -� / %-�'<--'i/ / I \ V A \ v - ♦I v vv v v r ; _ v / / // r I 1 I I / I/ v v v v v v v v v v, ' ` CONSTRUCTION ACCESS. 1 / \ �- -..-x _ vv I v VA \ \ A, A v ♦�., A vAv v \ , , � vv V A v v n _ � vv 1 v v A \V 1 1 VA \' ': v �♦ �,� v \ ,vvvVA \ V, I / // II II II �rV . 1 l v v / / 1L(\/ / I I I I A\ VAVA \ \ V v V v v - V -_ f��/—/=x x _x x =--- Q �v ` v, Al v�vvv\VAI\\\I11j1 �V vVv v v ,� � -� ♦ _ � V v \v`,�.�v vVVV v��VA VA. STREAM CROSSING N0. 3 1j11/ a( II111 ":* ,"� , `v i /l l I -vw� �/ /r/ l l I I I 1 C� A \ v v v \ v v �, v �% �♦ A \ a``♦ V A \ \ v I / /� / I I t I I V 1 / I / 1 1 1 V A \ V A v 86 v�-_ -_7 1, `� I I I I I' v v �v v - v v ♦ v v v v� SEE SHEET 01 CP-B008 1 I 1 I� vV I ---_ v � 1 I 1 vvvvv vvv % v . v v v��., v v vv v vv SEE GENERAL NOTE 6 I I I I Vv 1 v -i/ l I v / r / 1 SB-201 I / 1 / I v v v v I � v ' v v v v v v v v 8 v v / __ __ -v v v ,� �� v 1 Avv\v A A vv �,,��A � v � V A . \ \V A v A \ , v v I / � / A - / / 1 \VA\ \ VA V A \ V A \ v- _ \ _ _ -. v II V A \vim �� v ♦ / /\ V �` \\ \\ \ VA �� vv� - I 1 111 VilA\ V A ► / I / \1 V A V v v_ v 1 / I / - V A v v V A V1 1 1 11111 111 \V AVA V v ♦Av_ v� �� I 1 A '- �)\ VA V 1\ V AA \V �\V�v A\ \� --/ 1 \ 1 Ill/A Add I I / /^w�-� /Q� 11 / I / 1 AV AVAVA A V A v I _- _ 1 v♦ . A A \ \ I ') / / / I / / IIII \ \ v i '_ \ \ \ \\ \\ ' I / 11111111\ \\ \\\\\\ �y \` _�� 1 \ \ \ \ \\\ \\\\\\ \ \\�� \ 1 III 1 1 1��/ II I / \ \ \ \ \ \ \ \ \ \ \ 1 1\ \\\\\ \ - / I 1 \ \\ \\\ 11\ \\ \ " -- J NI r 1 I� M I \\ / I /^\ �/ / / \ / \ / / / /1 / \ 1\ \\ \ \ \v v V I I I r� I v� \ \V \ 11 VA I I I I / / \ / / \ 1 A \\ \ v ---- A \ 1 A v / \ �'_%__ - 1 \1 I / / IIIA VA vvv C0 ------ -�� I ♦� \\\ \ VAA \\ VA\ vV v vv v 1AVA11\v Ali III ' / i �. / I I I v� /�/� I / I I v A �' / / IIIIII/ ' O A 1 1 A \ I / / \ v v - - ,-- VAI Ill/��Jl/llVA1 vvvvvv Z - ♦1 / /� y q \\ VA v 1 vv�,v v IIIII \1 / I x% / / / / / I v v -- / l II / v 1 1 I 1 v A V v �6 \ v ,��'�-______-__ v / vvvv v�� %,-------_ I ♦ I ��.A V A I ► I I 1 \ / / \ \ \ 2 \_ 1 \ - _=-- - 1V 11 I vv _ �, vV A \ C �vv� vQv v 1 TI \ A ► - I 1 I /- >./ . /� I 1 1 v v v / / / / ///// VAI\ I I 1 v llllll////� vvv ��-AL -+_- ♦y / /1 A � ♦'�,V A A \\ SB-205 II 1 I / / / / o A / / / / I I \ v -- - - \ ii/ A\ -�wc ♦y----- 1 v A 1 V A V A \ \VA\ AV v I ? / I I / / // I A A v � , / / 111 \ WA A A V A __�=_s v A 1 1 111 II ��- _ 1V v ,'�A------__-r -_� �♦�c� / CO �kb \ 1A A \ \V VAv vvv / I A v v I �� _,/ / / - I / 1 l vvv v �� / A/ // / I I 1 A A V A - \ v V 1 vvv , �N� -�"�--- `xv� SO /// I�w \VAA \ \\V 1`� VA\v �� / v I ♦ / I 1 - , ;.� /Il v v v,-- v --- j /ll IIII \ I 11 I I \ V `\ \\ / \ v - v � A v v v ♦ - . / A v A V � - ,- I / *Y 1 v v / / I I I d V I v A �� l vim;��w\ VA �Vv\\vvv � y ---- / / �.A V A \ �v A III V A / I i / -- "vvv - - / /// A I A \ v S - -- o♦ — - � v �y v v v v v 1 , v /I 1 I v ' a � 1 I// /i ' , 1 j I ` v ` v v v EROSION CONTROL BASIN SUMMARY -1 A \ v�� VAAA\\VA / I AA Av ��- I---- � / / /l / A �♦�'�� V A\\ \ V V v v l �� v - ' ��'`♦ I ��.r� ;% I -vvV A v v A ///�/ /// / // I II 1V A \ A �\ \ \ v v V / 1 \ ,c 1 1 r d l / // l v // / I 1 \ \ v \ v B \ v A\ I vvv - �,r -- I ---- y \ 1 , I /� 1� �.� 1, \ V 1 \ /// / / / 1 1 A V v I I V 1 llAv�AA VAA \�A111( \ vv �:--�__= I __ `vi' / I Iq��1 \\\ V V I (� 1�- - ♦♦yirf.'( `� / / / I/ I A A V A /// / / 1 I II \ \ V \ \--- O 1 ) v � I I ��v v vv vv vvv vvvvv vvvv, --r------1----_ V / 1 vvv v vv\\ llll\I I 11(v vv / --- ♦ .I / � / I v v v v v v -� / / / // / VA\ v vvv v TEMPORARY SEDIMENT TRAPS: ST 220 845' 1 III I -- �� / �� / / / v V v v v v c9 v v v \�A \\V v v� � _ 8- I _s_-- _ / I r \ V / 1 I o III III v , 1 �� v �� AI 1 \ v vv -- - 221 O v v v v v v 11 IIII 1 1I�� { - 84p ��_ --- ---- vvv v vvr v II 1Av v. I I I v ♦1 v � I 1, v PROPERTY BOUNDARY ,// ////, // // vvvv v v 1 \ \ I I \ f - *� I f; \ i I I � 1 1' A \ \ V AIIIII II ) v v -- -- F��_�� ` A\V ' 1 I � v r ♦\ I / / /////,/ / /� /IIIA \ A A 1 V v \ v / v 70 I v I I 1 II I v ��—I I - ar- ,,.� 1 A \ v ST-226 / III I v , �-, _-____ � I I I A v♦v I �� A l / 11 1 I 1 / I / /////� // / V I I I A v v v � � i I A v \ 1 1I II IIII \ - -- --= _ ♦ �, I \ \ I � v I v♦ \ \ -1�� I / / I I O v 1 1 0 \ v 1 II v �t t _::7------ 844 I - ,�{, 1 V A\ vv 1 II �_� / I 1 v /% A l / ////// / V I v v v 222 C I 1 1 III II I \� - _ ----- ♦ A I I v� V vv / A / _ A I I 1♦♦ � ll v 1 I ' / 11 I I I I I v v v - m V 1 I I A\ V II �� - --- - 8-_ =t 1 v I / 1I11 J� _ I I tj t\lv \ \ A V �� // /// /i \ 1 1 1 II 1 VA ':r / -� y �/ I 11I \ --� v 1 I I� c v C� ///// /� v � I I I I 1; I I I1 VA\v vvvvvA vvvv v - f- -� _ .�v I SK-2441\ �v / (/ /III \ f°�(_ � / I / ♦ ` 1 v1 v / , ///////i%' v I I�II I 1 I I \\ v vv v v v - 224 V 1 SB-202 \ / / I / v \ 1 I I 11 v vvA vVI -_ y ! I V ' -- / I 1 A� A A � \ - / ////l l f-- �v I I I 1 1 0 / v I II ' \, ! / / IA\\ vvvv vvv - :_ ,'__ �: ♦ �V I // I v -- / v A � I III 1 / 1 1 \\ Vv v v v� �,.:= 83$'3'- �,' --Wi t ) I/ , V, I 1 ST-224 A T- --v I I I I A I I V V \I. \\ A \ V A V A v vV v -/ ///// l l// /IIIII AVA IIIII I A \\ v� v vim_ 225 \ I 1 I \ v \ v v v w - T == #--> / I R \ \ v \ \ \ v A v / 1 I I I A / I I I I 1 v �- I �) I l i �I 1 I I I I � `� \ \ V / / \ PROPERTY BOUNDARY v v v v y --- - � >` - 82 114j1 I-- v I t 'I v \ v v v / / / I 1 I I 111 1 I I/ I I 11 V I I I I A6 v 226 � / � I 1 S K-245 vvv v �� - V- `� v I I 1 \ vvv A V A v A \ / I I I I 11 I/ _ v _ V A 1� ' I v v v - _ - - -a A v %'A' v A V A A \ / I I l l / I v v p V I v v v v - - av _ - ♦�� ) �xx, v 1 826 1y - S v I I I q 2�«� �y vv v v v V A l -' / / I 1 1 1 11/� ll I I l l l / I I I --_ - _ _ 227 �- - - - i /� - I II I, A A A A \ ♦ A\ v A A 1 / I I III//I // I I / / l I \ �� A v v � r v V 1 / IIII A / 30 STREAM BUFFER (TYP) vv - � _ �� / I� '; ` �-�_ v � \ V A . v" v v v v v v I 1 / 1 / / v _ \- I I II I 1' i \ - =- = � _ � /` / �I T_E i V I I \ V A v" > v A \ 1 11 v v cb v 1 I I , --_ _�� _�_ A_ ��--�' �• # ��cly ': �> vRv 1 V v v l v V A I / l IIIII/ I I llll 11 I I l l ----- v vv 228 / ", I / 11I - - - - - - - --- - / . k V \ I I vA A \ \ 1 \ / I / C� \ - _ _ v \ \ _ SB-206 __ w��VA*V A;•� \ V v / 11 / I 1 I I \ / - \ v vvA vv vA \ v III I / I I I I v v v V / \\\ / / STREAM CROSSING NO. 4 r - vvA�v* ♦ i A \ 1 v v �� v v vvvvvA V A v �/ / /Ill I I I I v / \ / / / \\V - y r / / II 1 I I A v v �/ A A v �� - vv v \v V II///%/ / // I 0 ------�v v v , - / I I 1 A / / V I � �� , � � � � y � \p��v / A� A I - A t� � v v\\ VAA V / / \ v U -- SEE SHEET 01CP-0010 V'v v v , vRv I I I �� F r v v \ v / /I / v v \ \ V _ / J I I\\\V\ / / _/ v v v �� L ey,_ ��v� v v� / � -�-- --f AA VA \ 111A V / / llll I l l/ \ _- v v _ - / / bl "1_vvvvvv. / / <- - - - - " SEE GENERAL NOTE 6 �v y �6, v� 82 v I I % ' vvv v v vv v v II 11 v v / / / 11 //Il I I 1 I ----- ` -I TEMPORARY SKIMMER BASINS: SK 241 \ \ v - -� �� 4 _ . e \ V A / I } -- _ A V v / / - � 1 1 .- / / �_ _ �I V 1 �\\\V VA \ v // l /I I III 1 I CAS v / // PROPOSED TBENCEALINDE ��vv �� cP� / / / 1- \ II II / \VI IA�vv v / // /1 II ,-- / 243 / __ _ / -- ` \ - ' ' \ - \ I -, \\\ \ \l, \ I / 'aSl4=1 \ / . l � l I / / // -- 1 \\\ I � \I` \11\\\\\ \`\ _/' /-_ �llll fH11111I \\ i'! \\ \ I \ -1 , \\ \\\\\ \ „ l _� I �l I IIII\ \ - / I v \ v / v _ v A v 1 \ / fi 1 \ / - E NOTE 8 � - _ � \ \ I � � / I - 1 1 \ `-� ' � _�� - \ _ _ __ v \ v vvvVI I / / � � v11 / --�� v w 244 \ v // SE v -�Cr; v v A \ ST-225 1 1A �lV Al TI l I / / / / I \ \vv /�'///q1/� �� \\ � _1 I v \ v v v v -__1 --_- V A A \ V, 1 A\ s I I i /'�_ I _-- I / I 1 \� -- ///ii%"n JII j AA VA�- � �� \ A v 245 \ / \ \\ \ `\ \ 1\ \ \\ \ ,_ ---- \ \ \ \ I i \\ ST-227 * ` 1 -1-1�--I / / / /II ll 1/ _ // �J l `\\\ I / �i v ,' / v ------ v v v vv 11 v11 4 1 / T��,l / �- - .I /// II v1i r/v / - - -\ v _-- v vv ---�9� _ - - / I A v v v v v v v I / I I I 1 I / / I I v 100 YEAR FLOOD ZONE ; v�// �v � �, v v --_ - . /Q)l l �_ C _ / \ \ _-- --- / / I \ \ \ \ \ \ ---- \ \ 1 1 I WETLAND AREA 5 I \ SB-204 , 1''�-", �N / I \ - - / /�`- `\ \ I 246 i �- / I v V v v c� \ \ I 0.11 ACRES I I / 6j/ -L 1 ?� . / / / I I vvvv' ////i/�' �/ r< \ - ��v v V v A V v - / /_--- v v v � \__-- - ----- /\ I IIII � /A 1 I11 i I l 1 I \ 1 I I I ( I � / / // I I11VIV V /a ( \" ----i//////i rl_v -- -vvv _\ v v- �v - v v -/ �- / \ __ II I I 11 I I ,- I♦ / / / / I11 Ill v vv �;-- vvA A 247 va / / v- 1 v v v I I / I I II 111 -/�� I vv�� /j//i// l _ v v v _-- / / v v v --- ---- /�/, l / I I / I I I / 11 1 1111 I I I / /> L I III I I I v v . �� I I�< l / / / l l I 1 1 �1 VIII v �� -,/ii////// A/ v` vvA x \ \ v v \ V _ v / / / I I - - I / / / II v �- /� �_ vvA '�� I \ v 3 - v- v / l A v ` -- _ - lI I I I 1 I 1 v 1 I V�� t� ♦� / / / // 0 \1 -_� v� �i//i/' - \ `�v v v L / / I �] �v- / // � �v vvv ��\\V v A �' / �� l l I l l 1 / l III \\ � � I I I I I I I 1 'V ,-� � . / / / / 1 1 � vvo / / / I \. 1 / v A � 1 \ 248 A // / / / / / / / 111 A v l I* // 1 v / .l / / / v v v v / / �- \v 11 _� I / �/ \ v // / / l I 1 / / I \ \v A / 1 v ' � VA v ��/ // v A V \ n v vv -- / / / / / / / / / / / / I / I cd1I 1 A V I � /i / I v• _-_ ,_-- n/ / \ \ / \ \v -- / / / / \ \ \ _ _ - / -, \ / 249 V A\ v v / I / / v __ I / / / / / I / l II I / /� . A - / I _-- ---� / / // / / ( / I I / / / / A A / A I 9// ' .k___ Av /-�� '// / / \\\� �� v/�/ \ \ \ \ \ / I I ---- - I / / / / k \ C # I I / / �/ / / // I 1 I \ I I I I II �/(/i' ."o -- \ , �' i i / / i a 1 \\\\\�\\\\�\I\\\ , / 1\ \\ \\ _ \ \\ - \\ '\�, \\ \�--- / I I ------ I / / / / / / / I I` / I / / / / l l/ / I 1 l� / / I I -, \ I i I�fr�S�'� \ 1 I ,�� / -�11� ` \ \ \\ \\\\\\ \\ / r -- \ l l\ - ` --- \ TEMPORARY SEDIMENT BASINS: SB � � v i V v / / / / / / I I I / / / / I / A A I v'.. 1 I I \ \ S- / / i i i i i �' v VA \ -c / ` ( _ \ �0 --- \� 208 �_- - / / Ii/ / //// / / / / I I V -�_�d 1 \\yi A � / / i / i i �� v V \VVA\ V � 1 I A V Al V v \ / I 1 _- - l / v�� / �/ %//// / / / l �/ l l J v P * \ 1 ---_//_, y�_� / i E� \ \V - 1 -1 /i / / / / \ i e-_ 11 \\\\ \ l QI 1 \- ----_ - \ _ // / E- \ \ \ \ \ / // / / / \ \ \ 11 \ K % 209 �- ,� ---/ 1 \ \ EXISTING CEMETERY SITE / cb i i�l ////// / / / // 1 // / 6 \}"— -I- --$ ��, _- �iI \ \\�.\ I_ - \ v� I 1 I - / / / / / \ \1 \\\ �'�---- vv � �, v V v --- I v v 11 �_ i / / /l / l l / / I l \ \ k\ _ A I \ ,-�� A I I I / / / / / ll / / / / l / v A ---, � � 0� 1A / 1//� 1 I//l l \ // / v v vvv v / 4 v 210 v �_� / // I / / I `L fil -- � /�Vl1 / I V A \ // I v A \ \ \V\ v 0 /i /i/ _ I \ I / / v► - 8 _ 1� �- � A --- I I I �' / / . . - - �iiii%I1\<� /v I I V -1 1 \ l \\\\I\\ \ / --__- - / / �' � � / � ' / / / / / / I l 111 1 1/ l I I I I \ I \\\ I \ I I / \ \ 1 I I \\ '�._-/,�_� 8 �\_ -- _' // - 1 1 V� , _ � E SK-249 -' --_ / I 1 I � WETLAND AREA 7 I / 11 � " -� ,/ / / / l// / / I 1 I / V AVA I / 1 7 �� - \ �1 / \ \ 1 \ \ / ,\ -- 10 METER CEMETERY SITE BUFFER // / // //�y/// / / // I I I 1 \ \\ \ I l \\\ \ 11 \\ I 2 t, ,, _ ;_ __� / \ \ \ \ PERMANENT SEDIMENT BASINS: SB SB201 I / I V A I 1 I --�._-' ( / / / / q�/// / / l I I I I V A \VAIIi \ \ %__ 291 '� �� - _ - _ — _-- 1 \ v A �_ 1.53ACRES / v v v v v __v ' / / // / / // l / l I v \ I A v �-� v __- r�.// - ��,. 1 SB202 \ t- �. // v v v I/ /// / /// / / / // /// / / / I I v v v v vv111 1 vvvv _ I _ / // - -SB-203- �/ , - �/ I v , v / ' � v` v /- _ v SUBJECT PROPERTY LINE TYP / / / / / / I I v v 1 I I v v - _ _____4';-_ / / - _ r ` i I v - / v v v� v v - / / / / / / vv / - /i vvv /r / SB203 \ vv �� / / // / / / // �/ / / / l Il/11 v\v -_ /----/ // / vvA i/ --- / // / , / / / / / '/ /i///l/ 1 `- vvv _-��_� —�/ / �� / O/ -�vvvv� / I � � I ' / / / / 100 YEAR FLOOD ZONE / / I_��_ =- / - '/ / -- \ / // / / � '/j / �� --- /// /i / — ��A A A SB204 / 1 I I /� / / /// �'/� / / i / i i / / _ //i _ i� / // �� A v ,� '� _--- 11 v vv / '-- v --- — - // / //// /'" , / / / ,# // //////i ' v r - / /�_ // — - v l////�, vvv _-_ SB205 / / / / / / / WETLAND AREA 6 / / / / o/ // - 1`� v _ -�/ / / / / // 1 13ACRES NI i�� I I / /i% �_� _=- -�� _�- - v-i �% ///// � -��,V�VA / �� r / / vvv v v SB206 / I / / / � %,_ -_ - - / / / / v _ vv vv v �� V —' / / / / / 1 1 / / ---- / —� /�// l/�//�iii��— ��— — :: � __— __�_'�-/'/ /// \ V�'� ��AVAVAVA\\ V — �� / / / I 1 I / / / / /,L/ rLiii� �_ _—__ �� %1===—s��- �� "'�-- -- —_��ii /// �V �-i / 1 V A� \\ —J 1 — SB207 // / / / / I 1 I I 1 - - �-b��// _==_„_ '��-�� v��- ---____ ;�� v`v�' i-�AI /IIIIII\ �� A vv �'_ �/I 11 I I I I' SEE SHEET 02C0-D003 FOR CONTINUATION v��vv=��ii�1i�<<="-= —%—z�—��I,1,��11��w PROJECT MANAGER V. HAYNES, PE ```,%Il""I'/',--, PIEDMONT LITHIUM CAROLINAS INC. ♦�?********I. AR0� LITHIUM HYDROXIDE CONVERSION ,� o� SS/o•...%-, CAROLINA LITHIUM PROJECT _ ; _� �__7 : PLANT EROSION CONTROL & DRAINAGE r = SEAL r ' ," 4 1/23/2023 REVISED PER DEMLR COMMENTS = �� `'� q � = LITHIUM HYDROXIDE CONVERSION PLANT AREAS PHASE 1 - OVERALL MAP V Yore N Hj es(Jan 30,2 0&`d�C?ST.>; PIEDPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS ',,9�••••.�01 NEF:•.•��.` GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �'%,FIN- K HP;�-1 FILENAME - 01 CP-001 440 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 01 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 - N.C.B.E.L.S.License Number: F-0116 1 2 3 4 5 6 7 8 1 I 1111111 I I I / / / I I v v v I I l V / / / / / / / /--- _ l 1 I I I 1 I / / ( I / v A v V / V A v v / --/ v A v v v v� I 11v,, I / I I v v — _/ I / / // / - / / / ) I I SEE SHEET OOG-003 FOR CONTINUATION �l v v - - v v - - I / / /- I / V / \ \ \ \ - v - v v v - II � I I /// / I 1 \ vv VA \V v \ v I PROPOSED \ I I \ \ \ \ v vv --- �\ v �� v v 1 I / I IIv��v \ \\\V I /) I / vv ----_j 1 // //�/ /�//%/// ---892 NO PROP - ////// / I I I I 1 I v\ �V A 1 I \ II'I/ 1 ! � A\ v\I //' \\ \ 1 \\ \ \v 'y �� __--- �\ v__/ �\ v\ - vvvvv - �v I I / / ( \ \ \\\ \� \\\\ / I I \- --- \ / / / / / / / / / / / I 1 / \ \ \ 1 1 f -_ / / \ / \ \ \ \ \ \ -_--- \ _\ \ \ \ \ \ IN I / � \\\\\\\\` \\\\ \ I I --- \ / / / / / / / / / � DEVELOPMENT AT THIS / / / / \ I \ / / / / \ \ \ I / / v r I I / v v \ V A \ V A / / 1 v vv vvvv�1 \VA\ \ I I __ -/ l / / / / / / / / / I / / I l I \ 1 \ \ \ \ I I / // vv - I v- v v A V A 1 \ / / / 1__-_v��vvv�� 1vvv I / / /-- - I I 1 / / / / / / // LOCATION NORTH OF / / / I / I v v 11 II 11 1 I vv i vv /�/ ' �' ---- vv I I I --- vv v vv --- 1v vv / ) v I I i ❑ I - - �\\\` \ \\ I - � I / / / / HEPHZIBAH CHURCH ROAD I / / I I \__\ I I I \ \ 1 I \ \ / / \ \ \ / / \ I \ ---- vvvvvv\ V1111 I // / // ----vv I I I I I l 1 1 1 l / /' / - A I __-� / /--' A V M \ \ \ / / -_ ) I V v \ V v�---- --- -v v A-/ / I I 1 / _ v v\\VAv I U V I / I / v v - / / III I 1 / ( / / / / �, / I / A 1 l / / I \ \ \ V 1 I I \ \ v- -- / / A - A ( /--- V A I V - \ \ / I 1 /- \\ \\\ 1 / - - 1 I I I / / O / ) \ \ / / 1 I I - --- - \ ( \ I \ / I / / ---_,�v vA \LAVA\ 11\ 1 A I A A /' `v`v�` // / I I I I I I I / / / / / / l I \ v v V /-- // Av I I A 1 I V - D (60ROV�I� V v A A l v \ / / / I / - -- \ \ \ \\ \ \ \ I I I I -, / \ - \ / / I � CNURCA \ I _ --__ \ \ / \ / / / / ---- v v VA\\VAA \ \\ V A I vv- / I I I I I I I / I 1 / I / v v \ / ( \ _ / / ZIBA // v V / V 1 \ I -- v v v vvvvvvv vvv v v I - -' / I I I / 1 v -- 4-IEPH �v �� / r v __ v vv v / v� / v v A\\ VA1 V A V 1 I I I I I / ---„ v v v / / \ \ \v\vv\v -- vv vv / / I I il\ \ V v / / /-v / / \ V A / / - 1A\ I \ / I O / v v / - v - --- v v / v - v v A A \ V �� 11 I A / 1 - / I I l / / A v V A / / / ) / v V �� v __ -v v V A A 1 j1 1 V I I / O I / I I IA A l / / r- \ - A I vv A l \ / / / v \ v v A \ 1 III AA v,/ I / I l / \ \ / / -\ / -- \ l / / ��v \ \v v z I \ v v\ V A v A V v v �v v vV A I A A I I I I III11 I / � / / / I V A A \ V A / / // / / / - , ) ` A V I D V A A A v v , 11 -/ I I / v- --vvvv A v v A I A A \ v I / / 1 \ vvV A A V A 1 A 1 I I I I I I IIII l I 11 I / I / / / / / / I A 1 A \v A / � / �v -� / �_ - v V I I / / / ) 11111 V \vv \v v v� ___ \ \ /� - vvvv v v �� -, A l l V v A 200 0 200 400 V A \ / / / v I A \ / I 1 -vv - v V A \ � / / / I \ \ V A I I I I 0 l / I / / - __/ I / v / I / v v v _ v / ) / vvv v \ 1 A I 1I / / _ l / ,,� / _ / I / / I 1 vvv - _ / 1 v 1 - �-- v I / / _ / 1- v \ v - / A \ \ v--- - vv\ v\ v\\\ \ 1 v v ) 1 \\ - 1 IIII /l / / / / / _ / l /// / I I / c�j / / \ \ \ \ / / \\ j /) /I I I I I I I I lI I l 111/ / // / // // / / / / ll l // / - / RECLAIMED // // / / I / /' //' / 1 1 \ \ --- 1 ' / - vv A vv A \v vv \V // SCALE IN FEET / / / I 1 l 1 llj I Il/I I / /// / / // // // // / l / / - -�/ STAGING AREA v ,/ i� //� / /y I / / �/ / / V A\\1\ \ - 8> I AI \I A / // / \ I l I /- �\ VAA\ V v\\\ V \ V v v I 1 \ / l / / I / / /l// Ill 1 v / / // // / // / / / // / / /' / //// / // I I/ � 1 1 1 I I 1 / / � I I \ V 1 I,_--- 8 I \ /' / // vv V v I I VA \\ V A 1 v vv v vv A I I I -- vv / / / / / / / / l 111 l// I///j/ /- /' // ,��, --' // / / // / ____� / / I i / ( - v �i�" ,`/ �' /w /! - w/ V A A A \ l I 1 6 \ II I -- I I /I // V / / / _- v � V A A \ v v / v- / / / / ///// / I / / / // / / // / / / /------ --/ / / k='�/ / �� I V A \ II _-_ 11 / -V AAA \\\\\\ \ 1v A I \\ \\ I // A / v /// / // / / / I I / / / / -, / // / // /// ,-- I / / -� /, , I I I \ J / _ / / / �� v V I V A v \ v I 1 1 I / / / v /1 I �,/ v /// - / / / / \ AA \ \ \ v \ / \ / /� // /j/ / // I \ //// / / / / /// // --_ / I \v "-, - -'/� . I . 1 A , A A I I / I I - \ / / / / / / I / AV ` \ V I I V A (\ l \ / �__ 1 I \ < / / / \ v AVA \ V I 1 \ / / / / I 1 /// ' r --- ---,/ / / / /I /I �/ ♦ y - y � / v �v v - SEE GENERAL NOTE 7 I111I v �v /) / /// / / // /_v I/ v vvvv/v Co)- v v v I I 1 I _ v v v v / v I Iv // // v / GENERAL NOTES: / // /- / / r 1 V � ;/i 1»),b - /_--- -- / _ y y yv - v v v I vv I v / / / / r /' v / II I I ' 1. PHASE 1 INCLUDES BOTH TEMPORARY AND PERMANENT / / / / / ♦ ♦ , � yv � v v v V AA\\ 111 \\\ VA I // / / I A \ 1V I v v A\1 I I I (516 1 \ \ / \ v � � // / / _-- / PROPOSED / / ♦/ ` h)" W Wl \ \\\111 \\\� \ / / I I \ I \/ / / ", \ \ \\ I I I I \ \ I \ — —, / / PROPOSED RAIL SPUR / o'. _ . WI \ \ \ \ \ I / \\ / / / / \ / 1 I I I I I - < / BUILDING ' i W/ W / ` . W -220 \ \ \ / I I / I I _ \ \ \ 1 I I I \ \ \ 1 _ BASINS AND TRAPS. SEE EROSION CONTROL BASIN \ �, PERMITTED BY OTHERS -- ,,� ,� � ,_ � 1 , � w ♦/'❑��'� �� \� � \\\\111 I 1 \\\\\ - �� / / / I I I \`� / I III � \ 1 I I I ( _ / - --_\ \ \/ -_ // / - ST-221 , WWI w W w \ -1 \\ \\ \\\\\ III \\\\\ I I ( I / I / / / / III I I / \ \ \ 1 1 I I \ \ \ \ \ \\ \ l ----- I ` w vvv111 1 I v 1 I / SUMMARY BELOW / - \ - AA V A / A / / I I 1 / V I Iv AA V 1\ \\ A vv v -- A \V A / / - .� , � � I I \ VA V A l v I \ \ VA 1 A \ V v - v ��1 / / ///// / - --�/ /- I --- v -- / ✓ `\ _ �1\ ,,ti i AI w \ I III II\I II II II IIII / VAvv v I I I I I 1 / v I AV A \ I - / // / / - - I / ♦ "/ , I I I111 V AAA \ \ \ I I \ V I - / A, A \ \ v v v CSX RAIL //j/ // / / / - v � `� � / 1� � \ 1.�,( � I - /- -) - / I I 1111111111\ \ VVAA11 I I I V A \ / I i /-- / / III I ----/ / ) 1A\\VA\ VA V A VA \ v v ---/ ��,v \ V A / - RIGHT-OF-WAY . /// / / - w - / v / ' /_- - 1 v, / v ` ` v ` --__ ` v v v ` 2. SEE SHEET OOG-005 FOR SEDIMENT BASIN, SKIMMER // / / — / / /�� j�/' _ — ��JU�'i y % / i� '.CQ V i� \ 1 /i I I I II I I i A \ \ \ \ \ v — / VA A\\\\ V A\ �_ \ \ V A\ / // // / / / A / �� / / _- wV —w 6 /� (`+ k — /w /.�./ /� I / i 11 i i V� \ I %�L� A—1 l �A\�A \ I _'-� v v v v v--/ / / / / / - Po / v-J � ,_ b < -\ . 1 � � / � /� u/v1 vvvvv ,\ v � I / / / ----__ / � I 1 I I v v v v v v v v BASIN, AND SEDIMENT TRAP SUMMARY TABLES. \ \ v // / / / (\8Av v - - w w �/ / / v vw 1 w/ / w /w w w -. .-- � V\ \ v v v A l l - \ - / / / i� I I l vvvv - �� // - / / A\\v A \ v v / C� l v \r V A \ v / v v A \ _ AA\ \ \ v v — / / / / / � l it ))1 — / / �� //�v l / / y� I 1 V v A / II / �� ---/ 1A A \ \ V / \ v v / / g _� a v I_ -' \\ \ \ — v/ I \ / / I / V III 1 I I \\ \1 \\ v —v VA\V A v / / / / // / /� ty 1 \ y, —; /� �' i �� ' y / I\ \11 VAII � \ \ \ v v ��/ I I �I — / / 1 1 �AI A I IIII I vV 1 V vv /—vv v\ \\ \. vAVAAVv v / / / / / — / �� i ' / — ST-222 - - - w /w / /�/�_ I :\ � �1 w w/ w /w w w w \ \ \ �y \\\\VIII�I\ \\\\ \I y v vvv/ / II II I I / / I l A A ', v v 3. SEE SHEET OOG-007 FOR SEDIMENT BASIN SKIMMER \\ \\ \ \ / // / / / - / / / I P J ---�� 1�./y , �- I \ \ \ \ \ \ \\ \ \ \ \ \ � / I / I - ) I I I1 I / I I I 1 \ \ \ I - / \ \ \ \ - // / / / / W � ///// \ � \ .�-� W � - � I� w\ \ \ \\\\ \ \\\\.. \1 \ \\\\ ) \ \ `\ //// / / \ I 1 111 l /i IIIII 1 I / IIII I I I I \ \ ❑_- \ \\ \ \ \\ \\ \ BASIN, AND SEDIMENT TRAP DETAILS AND NOTES. _- / / - l / - \ ' \\\ \\ III 1 \ / I \ \ \\\ \\ -- / / // �- - / /% // / \� / / \ \ _ 1 \ \ - \ I \\ \ \ \ \� ❑ / / III \ I1\ II \ \ / / / / / / II / / I / \ \ \ \\ ----- �/ / / /\ II \, W_W� �-s /�/ /// - \\% \ \ , `+` . ♦y/ W iW SK-240 . - I \ - \v \ \- - _ - / / 11 / \ I I \\ I I -- / // / / / //////// I I I II \ \ \ / \ \ \ ) 1 \ \ / —�� r`-x_ �, / I _ W �/ /// _ \ \\`\. ` ` —. _ \ \ \ \ , — '° / / / / \ I \ `----__ / / / / /////// I I \ \ \ I 4. MAXIMUM SLOPES ARE 3H:1V UNLESS NOTED 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 __ v 1 ' STAGING AREA / � � � /� ❑� 8 / ; �� ii I =-r � / _ 1.� "�'� ! ', .l i aia////iilv�vv , ,vvvv, - E7 ,� �',/ ,/ il//// I 1v�v I1I1 / / / // / // / / / I I v v ❑ / / I II OTHERWISE. �/ uv - ♦ v / v __ / 80 I, ll ry - l 1 �v v a �� --- / " / I I I / I _� �l / / v v /// / � A IIII / / / / / I I V A /1 I I -914--v \ A\ \\ \ / w l �/ "/// w-� w �w /f � 1� v �� /l Av��11 j 1� � ��\ I I v� w�\wv\�\ wV ) 1 / lull/// v -v vvA ,y A - vv o //// /1 I I IIIII -- - / ///// I I I I // // \ I /l / / / / 1 V A / 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 / �� -v 111 1 / �`,v \ I III \l 1 \ V / III /- v / //// / // 1 \ / / I / /I vv vv-_- _ - i �1 i �I�1 ;�C�� ❑❑❑_ . - WETLANDAREA2 /r// /r I ( \ �- �� r/ -❑� ` �v y ��v /� / Il v111�v11 v v v�lvvv v v `�-' - I I IIII -- --, // / ❑ / r Ir I `v 1 v / // / v i I i / / DEVELOPMENT ORDINANCE, APPROVED 2/22/2022. v / -_- V _- ,1 y III I"l I �y _� '�-I 0.01 ACRES �i�I/ /III I I \ v - *v �i 8 v v-v v i l ll I Illlil \ 1 1 I \\ v v -/ / �/ � --� i �/ /I 1 \ / / I I I ,- �1 ,I , I , xr // / I A - - �, - 1 \ \\ A A v - /� I A 1 �1 ---- -/ / Al / 1 I / I I `�, �p O \ / V I \ ( / / / I -///I/ I I I A / / I I I 1 �v�� <� g vv��<<��_ ; //( 11 11 v -- �`�' w v v v� �`�" v Ay IIII wv` wv vI 1 vvv --- // ,/ 1 v 1 I / I i I ❑ / /¢/— l l / l I I I v v / / / ,v I I I I I v v 6. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE / v� v �/ �' \ vv vvvvvvv- VAVA\ V - �� W V AAA v � � ♦ III1� IIIIIIIIIIIIA\ IlAVv \ \ 1V 1_ -// /' A A I1/ IIII -`-�� / / / / /// l11 / i I I V vv - / // / I I I / / I I I -- - - - w w I �/ /✓ �. V vv v v �w AA VA V � SK-241 -_ w V - I w ST-223 v - / / � vvv vvv evv�_/ vv /vvvvvv ❑A`> >v v ', �v IIIII Ills II v v 1 v - I i I / / / / >l I v / / l / 1 I I \ v GASTON COUNTY UDO FOR THE SOUTH FORK RIVER li l� �lJ� v1 � � y � , � v � // /I _ v vvvv v v vv e � v '� � � � 11 v - / - / / - -_- - A ��_� ''�;\vA vv \\ w Vvvv�---- ' � :A 1 ✓ V A VI\ �A��VA\11A\ 1 VA // '� /I/ lI I II i ♦ -¢- ,i/', / / / % / I 1 v - / \ l ,\\ W It y \ \\`` i W .,_♦ ,\\ \ \\ \ \\ \\ \,\ \\\ — ;----_—__ �%�^� �. '? II �� \ ,\\ \� \\� n111\ \ \\\ \1 \\\\ I / / / / 1\ \�,� `/ /;_ _=;//'/ / / l/ I \ / / I l I l I \ WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN 1 I / `` \ \ \\\ -- / r. F, \ I11 \ \ ❑i \ l I---- / / - - i / I \ \ // / / 1 / l I \ p / \\ \ \ \ W \1 \ ` - lii ;/-_ / /// / I I / \ / / / MINIMIZED AND NO IMPACTS WILL BE ALLOWED WITHIN 1 I� v I I� I \� v� l ♦ \ VA \ A V A v \vV\Vl ��_- --- ----_ Arc. � p �♦ I -- / I�� ` // / / ---; _�;�/ / / II / / 1 / / / C �� v� ,� / ri� � v vvvvv vvvo �, ❑— 1 i .vv` �� /� �,— / / / 11 --_v — i i 1 I / // // / /' THE DELINEATED STREAM "HIGH WATER MARK." "� � \ Via\ \ \ \ \\ \ — ---- ` \ \ �. , � _x - —,— _ \ \- - I 1 \ \ \ i iW� tA \\ \ I Iry W \� - / I \I\\ I I \\I \ \ / I 1. / / .; \\\ \ \ \ 1 I \ --__ \ - Q I 1 \ '� ) \\ i \\\ II 1\ — \ \\ r i 7 --- 864 --- _ I I 1 I l I l // I1 - � \ W �\=- ,W � ., ♦ \ \\ \\1\\ \\ _ IIII I �`i7`° -\ \ \ \\ -� 1 \ \1 111IIlill \\- WETLAND / Icy \ \ = �♦ \ \1 \ 11 / �'I - / I I 1 \_� - ♦ •�\�\\ \ \ -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 1; — -f - - _ -w - w ` r \�. \ \ \ \ \ I \ SB-207 - / IIIIIl 1 1 \ \\\- / \\ ��\ y�w w / I\ / i I / / / 1;1 \\ \\ \ \\ I / — — —�— •- \,, — � \\\\ \\\, SEE GENERAL NOTE 7 --\\I 11\I \ \ _ i \ \ \ uQ' IIIII II( \\ \ / / \ \ � 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 \ / / /- � $�0' vAVA \VA V, VAA - �- ��- v Vv\Vvim❑'/ v 1 \ / I yv w� ////// 11 I I / IKI v v- �) 1 / / - \v v v - - v v vv v - vy ` v - I v WETLAND AREA 4 y / - v / // / / I �' SEE GENERAL NOTE 8 / / I 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. 1 / I vv v v - 8 �� vvvv - v vv v v 7 >> 0.06ACRES V v v / /I , / /I I / - / I I _ - 1 I / ❑� l ��/ vvA,.,� �, vv�� \� v�� vvv__- \ V ♦„ ? \V /�O ll \/ /I 860 v / IIIIIl I / / I I \ 1 l _ / // / I 1 I I I I � 1 I I 1 1 1 \ / / /� / �r /�� A A v - v - v vvv A V v-�� / l I / I I CO v -v - v vvv v v �v / / / / �/ I I - / / I I I v 1 / A / / - vvvv vvvv - VA f v �A O - h I1 1 1 / / / / / I II // / / / / I I I 1 - 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 ° / I "� I —�v // // ,// - �90- � :� �"y vvvv_vvv "� %`❑ ❑-vv` v �w `� v�/ / v��v� vvv 1�1 I I // // / v /11/ // // / / / i // / �° v / / / / I I I I I I I I I SURROUNDING THE DEVELOPMENT. BREAKS IN THE 1� \ ❑ / / / / '�. v �. v v v v \, vv v v� vv�� v v v vv v t v v vvv A / a xi / / / A 1 I I 1 A / I / RAIL YARD AND -- �., v v v vv v v v 1�� vv v� ❑ v v A I I / / / J /// /� // / / / /- 1 v WETLAND AREA 1 I v__ / / - v v v v v v vvv ❑vvvv" v v v , �`` / / / d I / / / / / I I I 1 I II / / / I I I 1 I i _ FENCE LINE OCCUR WHERE IT INTERFERES WITH 1 v I / / _k ♦ v vv v v vv v vv vvv �vv� �) vvvvvvv vvQ��v v� vl1vvv v 1vl 1 /- -� A I _. r Il. �i� ��- / //�/ i / / / / / /�s I I 1 d I I v / o1 ' / / / ❑ RAIL LINE TO PLANT AI v A v v v vvv v v v � // // I _ ♦ v' v v vjl /// // / I \ - vm Ix 0.52ACRES II I r / / / `�/ _ _ ,�� IV1 vv I vv v vv vv v IIIII /��> �wvv� vvvvv\�� /�/l ill �v oo 1wv vvvvv I /�///�/� / I EXISTINGCEMETERYS , ��%//,I , /I _! xx / III 1 1 I 1 i I / ' � 1 v v EXISTING STREAMS OR WETLANDS. 15 FT WIDTH OF \7a �1 `V / / / / V A / / -- - tj 1 A I A 1 I vv - vvv ( �vv\_ ,w �� ////��11I _ N �I AA11// ///III_ / -1 \ ,op I ��//// / I I I I I I _ A V A\ v_ 1� v ,- /��/ / i / / / // - A A \ eA \ \ Vl \\ v v-v vvvvvv Vv v w /// I V llll�l'lr J M -/- ////// 1 A o \ ////, y + `a \\ �\ \\ \ \\\\ \ \ \\ \ �\ ___ /j/// �/ 1 \ \ \ \ DISTURBANCE ACCOUNTED FOR ALONG FENCE LINE. w 1 ---'- \ I /' PROPOSED FENCE \ ` SK-243 " y ', \ \ \ k\, \ \ \ \\\ \\\ \\ �c ao III I I I \ \\ \ \-- I / v - // // v \ V v \ vv vvv vv vv w V 17 \ ao L l IIII 1 A \ V A A V A / --- \ _ ll / / I V A A \ \ v v __-- 1 --_�// vvv`\v v'wvAw_A A vv vV A \ V A vvvvvvv vvv �w `�k / / I .{ / 8 //// / / / / A \ V A \ V A \ v v ��1 - I SEE GENERAL NOTE 8 _f7 �v v v v� v v v v v v v vv v �. �� - - i° R / ,1, 1 I I , I ,-- -_ /// _-v vv <v 1 vv v❑v v vvvvv v o �x 40 / / / / //l/ I I FROM T P FFEA K v vv 1 v v v v v 9. SEE SHEET OOG-002 FOR LEGEND 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 1�1 t_,-.- / // I I I A _-_ �� ❑ / A w v v t IIA \\ \��VAA \\Vvvvv\ V 11 v v��v x /��=1 I 838 / �/. ., / 1 V A \ \ \ vvv v v _ �-"': I / A v vv vv A v a �t I \ \ V A - t / o i I A / / I / /., (� / / \\VA1 \ \ \ \v \v I _ �,\ 1 / \ \` �i \ \\ \ \\ \ \\\\ Z \ P \ \ \ \ \ \ I i y_. - \ \\ \ \\ `,,\ �\ \ t \ \\ \ \ \ \ \\\ / SK-242 \_,/ / /i/ IIII r a i 10 METER CE ETER��(��TE BUFFER I I III \\\\\ \ \\ \ \ \ \ \ \\ _ \K� /� \ y �-i- 1, A V A -- I / V - . , x x— v V A A\ \ v \V \\ y v / �I IIII I I / I I / +ter-//r / I l l 1 I LIMITS OF DISTURBANCE \ V A \ \ v v �,-_ n - / .- 1 v v v A C�' \v v v v v v vvv \ V I 1 I I I I I v . / o V/ / / I A \\ \ v v \ v v v v v- v \ / / � _ >—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 -_ x�/"x"_ x"," .x -__ Q \ \ \ \\ \\ II \ \\ \ \ \ � \ i \ \\ \,\\ \ \\' I/ aI IIII I a "It / /- cp M / / I I \ I \ \ / \ 1� \ \ \ \ 11 I I I1111\\ \\\�\ \ �` \ \ \ \\\ \�\ \ \❑ SEE SHEET 01CP-B008 111 I� \ \ \\\ m / / ��/ K I I I I 1 \ 1 DRAINAGE AREA 11 \ \ \\ \\ \ \ \ \ \ \ \\ -86 1v v v v 1 IIII II vv vvv vv v. v v v vv v v, 9�1 I v1 v / "� SB-201 I / DELINEATION v� vv vv v v v v v v v v__ v / AT THE TOP OF SLOPES 10-FT 1 v 1 A Avvv v vv v vv ♦vv .`,v v v v v vv vvv vv v SEE GENERAL NOTE 6 1 11vv 1 vv / v /n / / I v v v v v v v v v v v v _ / _ III AV A\ \vv T, ,. \ \ V A - I I \ 4�� / A\ \ \ v - A - V v \ \ vvv. .v\ � vv� ❑ - /Q� �.w 1 / 1 AV11 V \ \ \ v v - v I / I TALL OR GREATER, INSTALL 1 I I III I Ill/ \V vvv V v ';��,v �a° `� v 1�A vv \vI\ vvv vvv vvv❑❑v� ---_-/ \ \ v ,Illj1 A � o I l / ��[ / ' �lI / I /l / IIII / w v1 \vvv\ \V v v v (- I ❑--- 1 'I I I I I/ \V AVA v .. 1 1 \V ' VA\ VA � � II I / - Th/1 1A-N, 1 / 1/ / , V A \ V A \ v — v I -\ I ❑ FENCE OR GUARD RAIL FOR 1 , I I I \ \\ \\\ \- v 1. `''` III \ \\\\ \ \\ \\\ WATER TREATMENT PLANT , I\ \ \ 1111111j1 - \ I \ / SAFETY 11,\1 I j / \ \\`\ "\ _ _ ♦. 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I v / / III 1 V ° /o j I I coM / �� I SB-202 1 � 1 \ / / ///// /�� I / v \ 1 I I I I V vvA VVI - ,. 1 / I I V -- 1 M v A \ v ___�' / ////l l "-� w I I I I 0 v I I ' 1;x ! / / ) I I IAv v vv v vvv vv --�_` -- : X ) I/Vv v I tv // I v I v v / v 1 v v v v / / // I /// /IIIII vvv I II I I I v v v- - v v-_ TEMPORARY SEDIMENT TRAPS: ST 220 rn vV A II Illlli 11 / 11111AA�'A\ Vv vvvvvv� ❑v- -,. ,8sa- --= ;�/ �, - v I /IIII i _ v I R 1`� \ VA \\ v A v_--- / / / / I/ / IIII i/ 111 IIIII I I I \v v o - III I L � - v V I __ - I I I 1 v v � v - v v v_- _� � �'�'� 111 ❑ � 1 1 1 1 I � I I \ �� ♦ � � A �� \ V A \\ v v A ' / / / I I I 1 1 I 1 1 1 1 I I A / I II 1�\ 1 1 \ V VA V vvv v \- - �� - --- _ b, v� I �11 ,��d \_-., vv \' A \ v \ V / I I I I I I I III I I111 / 11 1 I v v 221 3 p V A / I . 1 A v vvv _ _ -v _ a\ --- 820 AV v /1 22 I 1 \�� .-\ Vv v \ v VA \ \\ 1 / �--__ - A 1 v -' - •r d " �l / E� V ` I I -1 " \� v v v A A --/ / l I IIIIIII/ ll 1 / l l / l I I - v v 222 � v I I I v 30 STREAM BUFFER (TYP) vv C - -_ _-��w ?u - v v 10 \ v v. v .� v 8 v v v v v 1 11 / I I I )I lI I I I / / l I v v ` v -- \ - -- -v - �„ 1 I i vvA\ 1 I I //I v- 1A. / cb \ 1 I / ) IIIIIII 11." ,/,8 I I _ I i --- _ - �l A \ \ \� - \� v �'---_ v V A---- _,; `ate A V A I / 1 / 1 1 1 III / I I I ( l \ —� — — — — -� \ \ SB-206 - _- _ �. -_ A ate. \ 1 \ V F91A v` ' - - vv � A A V A \ / l I I I I I I Ill/ I I 111 1 1 I 1 I I �v v ` 224 / \1-11 vv \ /' / / I 1Av�' �ftI - STREAM CROSSING NO. 4 - ` V A 1 I v - vvv v vv V v / // II I 1 1 v v v- - - - 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 - o - / / I 1 \ / - v - - - v w v �-- �� lI - n / - x--,=- V I \ / / i 1 I I 0) - - v -/ 226 I --- vv v\ vv - / `I 5SV_vvvv , - SEE GENERAL NOTE 6 vv �� v / / I v vv / // / �l 1 A \ ` - --- - v� vvvvvvv y� 7Tt \ '� �- 1 111 \I/�/\\\VAI1❑\VAvv v�/ ' /, ll_/`1 �I11j 1 1 1 I - _ - v V / / ------ �x-,� v v _ _ --- ---\ - \\\\ \ \ /\ _x YxxY �O / / / / -� - / I -l \ \ \ \\\ - _ - / / I I\ -' \ _86, \ \ \ \ - y /- _ \ II I�V� \<< \11 I� \`\\__// / ll 11, Ill' ' I I \ x \ ✓ 227 \ - - I/ - x I I 111 1\ \ / I l \ \ \ - \ \ \ /' I 1 1 I \ \ /// III f \ �,*% \ \ - / 1 \ _ - \\ - \\ \ 1I 9 1\\ \\\ \ \ -_ / / / l ll^ 1 I 1 \ ' \ \ --- // / /) // \\\ \\ ZONING SETBACK -z4 �_ \ \\\ \\ \ \\\1 1 11\ ST-227 \1\ ` I I / �~\ 1I \ \ - �// / i//�I ' _l \ i. \ 228 /' / / VAvvv v _ v v v Al \ 1 - - / / I v - � v ST 225 v I v vvI I j l l / / � 1 1 v v v v _ - ,- v / / v - v v , a v / / / l=- 1v v v 6 _ 1 v / // ' 1/ v/�� 1 v v__ ��! v v - / / / V A v v vv v v.. ---_-_ v V A A A VA V A 11 1 Av ) I I I ♦) / / / ( Ill I \. �_�-- //_// nv JII//❑I\\ V Av�� i �\ A I / \ \ v v AND PROPOSED ------- A \ 1 1 \ vA \ 11\11 III I ❑ I 1 � 1 o I' i / / �) // I III ,v__ A �� - v - _ A_0/'\ \ / / I \ \ \ \ \ I / M ° I ♦ 1 / 1- %IV)/ /1 I 1 111 �\ 100 YEAR FLOOD ZONE = \ // \ \ - \ \ \ ----� _ / I \ \ \ ` \ ` \ FENCE LINE, SEE \ 1 WETLANDAREA5 \ o /r�-/ ;/�\_ _; ,G \ \- TEMPORARY SKIMMER BASINS: SK 241 o / \ v -- _ / / I V v v v A A 1 v I)11 / / n .� / / ) I I IIIV �v Av -, �i / / - A - �\ \ h v , --_ I v v v v NOTE8 ----- A I 110.11 ACRES I I I / 4D- / t _L V I 1 Co ' / // 4 /� vvvv // - vv - --vvv �;�-�v v v - 243 \ / — _ — / VAvv -- /IIIIIl / /< V — —�A v —v A vv / V A a --- ' / / v v \ 1 1 I q �� I 1 77 // /// i l l \ a l , v�----///////� rl_ _ v Va // // ,--- --_- // v v � I I / j 1 1 1 I I11 11 rl �v I v / // 1� III v ��v --, / /// v_I v--- -�� '- I V vv 3 v - ) I I I I I v v- ///// / l v v "� I I 1 1 I 1 1 / / vv- _ / / / _ - v v V v_ / / -/ 1 v v v - '/ / I / I I I I I l I / I I I I I N / / 1 VIII v ��- -, /// ///� \/ - v vvA - \ v v / v ` / _` v v v--- � / / / I I I / I 1 I 1 � S B-204 I I I I I I a l / / 1'� vv __v - �,-_� / /i _ v � -_ v v 244 / / / I I V o v / / / v v x l\ V \- v v-- v / - 8 ,--- - / / / I 1 'E I o / v -- 1 -- / - v / / / l ) I / wwi1 1 1 V 1 1 I l I I t \ �\ /�'�� / / / ] vvvv' - - �/ // --v \ vvv v \\\ / \ \ v //�� 1 / -� \\ v AI l / / /// / / l l I 1 I� IIIII 1 V A\ vI 1/ �)15 ♦ A / / a)I A I - / / / / / �� \ \ �� v / // V \ 245 / Ooo / / / \ \ v v // / /�� \\ V A — i // / \ \ \V AV(,— // A\ - v / 1 / co / A _ / Yam/ \ v vvvv/ / V v V A - v v / /-- / / / / / I / ( / v _ / , 1 vv 8 v v v v A 246 _ _ i / ��/ r� -ry I / 'l / / / S� I I v 4A-N M _ v v vv wo�� / v v \ v v __� I I / -v I / / / / / / I I / / �/ / / / I I I II v , l °I / / / AvA \AVAAv\ =i/ A A \ V - --v / l / / l/ / / C, w �. 1 I / , / / / � ♦ v A \\VA\ VA 1 \V v 247 \_ \_ / / / / / / / / / -A-- \ \ \ / I — — v I / / Jk sE a 'CO-- / � /i� vAA\\ \\\ / / I — I //// //, / / / / , / / ) l y / v / / I-- -.�_ — -- VX\VAvv l) QI \ V - — - \ 248 �_ �� A v / ��,/ / / / // /// / // / / y A 11� V c+o_ v - --- v I �� -� __I 1 EXISTING CEMETERY SITE / �i7" IIII / / / / / 1 Vvvv v _ - ,820 �� : ��1 / I � 1 liil �I - ❑ ✓ lvv \� - I \ - � / /// / / // / / I / /// / \ \\ \V 00_-__ 1AV .� ' o �\ I I I \ , - - ❑ A / il l l l / I l v v ---- II I, V A � / /----v A ❑ v �� I /// /%/ / / / / 1 / / / I AA v X/ / /////Ill/l 11 \ I ---- 4 v 1 - v / / v �_ ) I / // / / / I I I I I I / I I - - - M - v v -- / / _ ❑z Q / / I / �/ / / I 1 I / 4�i-N A\V �^ a -- _- ,�80� _�/ /r/I �' I A V 1 1 // vvvv m fi �// /�/�_� ) I _ / / / / / / / \ / � \ , \ 1 -- / / \ Q \ \ / / / / I I I \ -- - _ W = / \n �/\f / I I I \ 1 I ) - --- I \ 1 \ / ------ // / / �/ / - � // / / / / / / / / ,// I I // I I I I \ I \\ 1 I I / \\y� �'w - - _ /// _❑' 1 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 1v / I v v - - - / / // / qy/// / / / I I 1 v v v I `v vv 1 i -- / _ - -/ _�� v v - 1.53 ACRES I I / 1 V A I / --- � ��// // // , / / / / I v \ \ I I \ \ v _ � �� v z ' --- ". _-- 1 V v vv v\ I I V / - - / / // / I I V AVA I �_ - / / A v v v V A I/- -�� 11 / //, / / i////l///l I \ v v v \1AVIII ��A v - O - W�/ /_-- / /� / v I v vvv _ / /° - SB202 / v - - v / ' / / - -SB-203" /� r I v ,- - I / v v /- SUBJECT PROPERTY LINE TYP / / / / / / ) I v v ) I I v v - _ — / v ` vvvv - // �� /// / / / // // / / / l I)/Il vvvv ---_� �/ �_ / IIII �� vvv v / �// / -- SB203 \ \ — / / / / / / \ / v '— / / / / / / / /, " /////,/l/ I�\_ A\A I __ "�'`€ �-- *- / ,/" -- r/ �/ AVAAV i� I -- A / 100 YEAR FLOOD ZONE - _ / _ / /; � v // �,-_- - I I v_ / /' ////' // /'/ / ////,// v vv -- _ // f / !?vvvvv v SB204 ———_ / / / / / —� / a' V"-x / / —J—� r=-- /— - / v )�-- v-- V 1v /_ /��l ) /// / /////'/ WETLANDAREA6 // II l IIII// l �� --t� -_� _ -v- _- - /IIII/// /'�v\ v w`�w�� v v � _-_ _ "\ \_ - - / / / 1.13 ACRES _11I1 / /� - ==❑ = AT THE TOP OF SLOPES 10-FT ;/ii/ ' v v w��v v v - _ SB206 / / - _ _ - __; TALL OR GREATER, INSTALL // _v vv v - - 1 — / / / / 1 I 1 - - -- -\ /==_- _ FENCE OR GUARD RAIL FOR /' -\ \` -- / / I I 1 - - w-� /= � �// / A / /-�A 1 IIII III\\ � v " _x ,I 11 I 1 I 1 ,' SEE SHEET 02C0-D003 FOR CONTINUATION = ❑v�;�v�y//Ili< =__ ❑SAFETY _ ��;❑`�i11111i'n��w �y --- / / — AVA��—v //lllVA /, —6( — - — --- —// �vAA VAC vv PROJECT MANAGER V. HAYNES, PE ``` lull""/',,// PIEDMONT LITHIUM CAROLINAS INC. ,,,._�N CAR_ LITHIUM HYDROXIDE CONVERSION ,_� :••F�SS/o••..% : CAROLINA LITHIUM PROJECT _��° �-�'�� = PLANT EROSION CONTROL & DRAINAGE 4 1/23/2023 REVISED PER DEMLR COMMENTS ;va b:ayges(Jan30,zo oaz 8sr), LITHIUM HYDROXIDE CONVERSION PLANT AREAS PHASE 2 - OVERALL MAP PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS ', 9� '•.... NEF;.:'�\_�� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �,,/ e, �E K NP;�.�`� FILENAME - 01 CP-002 440 S.Church Street,Suite 1200 ��,,�� L I T H I U Charlotte,NC 28202-2075 1 8/27/2021 MINING PERMIT SCALE - 1" - 200' 01 C P-002 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 - N.C.B.E.L.S.License Number: F-0116 1 2 3 4 5 6 7 8 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) a: -i 910 > w M � M0 910 CO CO o L6 - - 0 ti-------------- Q °o - ----- - - ---_____ Cl) 900 HP STA= 24+04.54 900 - � w----------- 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 + c� coo 870 36" PIPE _ N co N � Q 0 Q 0 ~ -1 ~ - ----- J I— 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 03�6 LITHIUM HYDROXIDE CONVERSION PLANT l� l� 3 5/31/2022 REVISED PER DEMLR COMMENTS : "e'"•: Aan34. 3E5�• '.,��F•••.,,,,,,,.•••'y��.`� GASTON COUNTY, NORTH CAROLINA FILENAME - 01CP-003 ChurchS. the SHEET P I E DPAON T HD 40 Engineering Street,Suite 1200as 2 12/08/2021 REVISED PER DEMLR COMMENTS �iR;1111111 P .� L I T H I Q M Charlotte,NC 28202-2075 1 8/27/2021 MINING PERMIT 01 C P-003 704.338.6700 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 °' r+ > 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 0- w > J w a_ 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 LO o 0 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 aw 0.00% aw 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 ASS%o�.' ' CAROLINA LITHIUM PROJECT SEAL LITHIUM HYDROXIDE CONVERSION PLANT 4 1/23/2023 REVISED PER DEMLR COMMENTS P I E DPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS �'; �a'•• ' 4'�� .`�I GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '', / •'•"'•••Py � FILENAME - 01CP-004 440 S.Church Street,Suite 1200 '�� E K' N �I 1 8/27/2021 MINING PERMIT 01 CP-004 L I T 1—I I U Charlotte,NC 28202-2075 SCALE - 1" — 100� 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 A Z 0 J Q U Q d 0 v 0o M l0 r) N O N O N 7 O co J PROJECT MANAGER V. HAYNES, PE " --- PIEDMONT LITHIUM CAROLINAS INC. CAR RAIL PROFILE 2 �''o `.FEss%o�. ' CAROLINA LITHIUM PROJECT 00 N �� F)l = ••Q�o SEAL �••7 = 4 1/23/2023 REVISED PER DEMLR COMMENTS 03� ; LITHIUM HYDROXIDE CONVERSION PLANT co YPIEDPAONT 3 5/31/2022 REVISED PERDEMLRCOMMENTS y �Aay ��. GASTON COUNTY, NORTH CAROLINA SHEET o HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�FR/••'••••••••Py �` FILENAME - 01 CP-005 a 440 S.Church Street,Suite 1200 i�i E K. N � #� + + 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 l \ �-'\ I / Xii,zz/ ��\ \ \ \ \ \ \ -\ \ \ l -\ ` \ ,� \ 1 I <-- / \ \ � \ \ / I I \ I / / / / _ -\ / // , / \ --- \\ \ \ \ \ // /- / / / , \ `, /-` , , , - \ \ \ \ \ \ ` \ \ \ \ \ \ \ I , � \ - - \ -- �, -1 \ \ \ c, I / / \ 1 � / / / / / / / / / / \ ---- \\\\_ %�-; ///i- \ \\ \ \ \ \ \ \\\\ \ \\ \ \ \ \ \ 1 ) l , \ \ \ - - I I - _ - III \ \ / \ / , / / / ( / / - --�\ \ ` % /J'\ //\// \ \ \ \ \\ \ \ \ \ \ \\ \ \ \ 1 I I I / // \\ \ \\ --- \\ ` \ -- , \ \ \\\ \ \ \ \ \ \ I ) I `- �' � // / // / / \1 \ //I / �\ I N �\ - '� ,,, , \ / // -1 1 1 I I I I 1 \ \ \ \ I I I / ,- \ \ \ � \ \ \ \ \ \ , , i I , v -'�j,,�� //j/ �1�� / I I 1 I I I I A A A I / I I I I / , v _ ,� / / vA\ VA AV A V A 1 A `v / / / , �� , 1 V I I I \ / , Av v V V -_/ " � I11111111, v v vv - -�:-�,// / ( / I \ 1 I 1 1 1 V v v I 1 I / / / /I I I I / / vv 1 I , \ M �- / / vvvvv v v V A I V A ` "J / l / / / I I V _ � ,/ / / // \ \ \ \ V v \ / / / / / / I �� I / vvvv vv A V A \ V A / I / , vv v - - v A I \ I / / / / / / vv \\ 11 / ` \ I ( ) V A v / I J / \ V A V A ` I I / / / / / / / / I I I v / vA \ \ V I / I / \ ❑_- �-� ) \ \\ \ I r\ \ I \ \ \ I / I / / I I I \ \ / � I I / ♦ __� 1 1 \ \ \ \ \ \ \ \ \� / / \ \ 1 / / I ` 11 / / V v-,-- - A / ," A V A / vv 1 1 vvA I I I I I \ l 1 ( l V A \ I v 11 / --- I I � ` 1 A I I 1 A V v \ 1 \ -/ ` v v ,' I / / / / I / \ I I \ \ \ I / / \\ \-'� �\`\ ///-- '_ -\ // \ \ \ \\`// `- 1 \ \ 1 I i I 1 \ �\ \ \\ \\ I\ \ \\ �\ \ \ \ \ I \ //��' �\ I I I ) / \ 1 �_ _� ) I I I 1 \\ I i �-_-� �� `\ � \ / �--\ / / / 11 \ \ ----\ � ) //// / / \ \ \ /-\\ / \ \ 1 I \ \ \\ \ \\ \\ \ \ \ \ \ \ \ \ \\ I I , I ( / , \\ - I I I / I I \ -' \\ \ 11-- \ \� / , I // / / / -- / //// / / / A A \ 11 1 A A \ \ v v v v v v vv v v V A \ v ) l / --- \ 1 `--- �� I I 1 1 I I \ v V - v A \\ \I �`�_�/� / \ I / / / / \ /// / \ \ \ \ \ \ \ \ \ \ \ �,,� \ \ \ \ \ / - \ I - _ - \ - \ - / / -- \ ///i -n / / / / \ \ \ _I \ \ \ \ \ \ \ \\\\ I\ \ \ \ \ \ \\ / \- 1 I I I I - \ --- ` // / l I /) / I I \ \ \ \\ \\ -\ \ \ \\ \ / / / /// / \ \ / ///i/ ( / / / \ \ \ / / \ \ \ \ \ \ \ \\ \\\\11\ \ `\\ \ \ \ \ / --- , \ I I I I \ \ I \ \ \ / I / - _- \ \ \ _ \ \ \ \ \ \ \\ I C / / /// / / \ ) ///// / / / / / / / \ \ \ \\ I � I \ \ \ ` 1 \ \ \ \ \ \ \ \ \\ \ \ / / \I\ \ I / /- \\� / \\ I `\ / // ` \I / ///// ///\ / / / / / / \ \\\\ `\ / -- \ \ \ \ I / 1 \ \ \ \ \ \\ \ \\ / / \ I / - �' \ I \ \ \ \ \ / / l // -�.------ \ `\ \\ I / \ \ \\ \ \ - -- _ // // / / \ / / / / / __ I \ \ \ �,/// / 0 400 \ l ll I I / l I `\ \ \ " l -- / / I / �q� / ) \ \ \ \ \\ \ \ / / , I / - \ 1 \ 1 \ \ \ \ --- \ `--- , , ---- -\ \ \ \ \ ) 1 \ \ \ � � / / O D 200 111 / I \ \ 1 _- , / , , / 1 \ \ \ \ \ \ \ / / / I I / / 1 I , \ \ \ / ,-_\ \ \ \ 1 / J 1 \ \ \ / / I / / / / Z / I \ \ \ / \ ` \ \ \ I / \ / / z / / / / I 111111 11 I / / / / I \\ \ \ / / , -\ / , gS / \ \ \ 4f/ I ( / ) I I / --- / / I I 1 111 ql I / / \ \ I _ \ / / / __, \ l I l / -� ----�� \ I , \ \ /------� / ,� \ \ �_ � \ \ � \ I I -� / '1'�� ` `� \ / / / \ \ \ \ \ 1 \ \ 1 \ I / I/ / / / SCALE IN FEET II / v A / / / 1 I 1 A I ** / / / \ / -v \ \ \ \ \ A ( I I Il,ill 1 I// / / 1 I vv v v ` J I ( \\ / / / / / /'--- / I I A \ I I I / I I I l / I / / ( -- l / // vv `v v \ I (- V A v v v vv v V A I v� / / / / , 886 1 _ v vvvv v v vvv v \ I II I 11I IIII / / I I I I \ , / / / // -- / / ) I I I I \ I / / ( / \ \ I / / - _\ ` \ / \ ` ' - \ ` \ \ / II IIIV�J I \ \ / / I I vv \v I J / / / ,---- ) / \ -v I \ V A v v - v v v v - �, / / / / / / / / / I ( \ A V v V 1 \ \ / A \ V A \ v v v v 11 vv v � -vim / 11AAvv V / 1 v v I , / / / // / /I --. / / \ I / I I I I - v A / \ V I v A \ v v v v- - v �- v vv v - v / A Vv vv V A l / I �v v --_� I / / / / / 892--- / �/ //// I I i \I \1 A ,v \ 1 A v v v vv vv v v V v v v v 1 1 I v A\ � / / / � l / l I J l v - I I / / \ \\\\\ �\\\\ / \ / / / // / _ / / / / / I \ \ \ ( \ I ( ,� / \ l / \ -- \ ( / / ( \ \ \\\\� �\\\\ 1 I I ,- -- \ / / /// // / /// _--- / / / // //// / // I I / 11 --\ \ \ \ II I -� / / , \ / \I 1 \ \\`\ \ \\\ -- ----- \\ \ \\ \ \ \ \ / 1 ( \vvvv-,vvvvv I I --- -- / / / / / / // / / / / �--- / / / I / / v 1 v v v v v I // // /' v r I I / - v v ) v v v GENERAL NOTES: �, - v vvvv- \V 1 I I - / / / / / / / I I / v A I I lam/ / / �__-- v I �" , v v --- v A- v ---_v vvvvvvv vvvv 1 / / _-- I I / I / / / / / / // --_ / / / / / / / I / I I i r v v I 1 v ( \v �/ / � , / v I I I I vvv - v ) vv i �-- / 1. THE DRAINAGE AREAS ON THIS SHEET DEPICT AREAS -- vvvvv \ \ 1 I / / / `�__ I I III / / / / / // / / / \ 1 A I I I \ \ \ v_, / / /* / A / I I I I �v v v v v \ v / / V I/ / / / / I 1 \--v I I `\ \ v / v v v I I---__ vvvvv�� IIII ,_--- vvv / IIII I / / / / / / --9 , // �/ / I v I ---� I / ��v v v v 1 v OWI, 1 _ -- v v v -- DRAINING TO PROPOSED CULVERTS. THEY ARE NOT FOR / / / �\ ( I / \ ` - 60 R V - ( --- A ` V / V I I / -- vvv vvvvvvv vvI 1 I / I r _ v v / I I I I I / I I / // oo ,' / / i l l v v v // � v v v v I v � CHFtD ( / _ _ v v t v v I I v � v v / / I / / ' - BMP EROSION CONTROL DESIGN. V A\ 11 V 1 , v / I I I I / �� / /-- // CHUR -- I v \ / , -- v v \\\VAA\ 11\1 \ ( / `vvv , / I I I I I I I / / / / / / -� V v \ \ V < J OEPHZI5A.- - - \ V ` \ -- \ I I V -- A V / �V / / / / I -- vvvv vvvvvvvvv v vy v v I v / I I I i I I I / I // --- I / ( / ` v ` < ' ` _ - \ I I / /I / ` vv / v v v v -- v v vv / v / / / 2. PIPES 1A-N THROUGH 5B-N DRAIN TO PROPOSED BASINS. _�;', \ \ \ \\1 1 `\\\ \ \ \\ \I I - _ / I I / ` \ \\\ \ '\ / \ \ \ \\ --__-- \ \ \ / / / I I BASIN DRAINAGE AREAS CAN BE SEEN ON SHEETS III / ( `---' - , / / v v v V A A \ \1\\\VAV`,/11 11 1 / 1 ( // I I I I I I I I �� / // A\ vim- V A �v _ v v V l <--/ //�� ,/ / v ( \ �� A A \v v --_ �, v V / / I\ I Av - v v v v v v I I vIv ❑ i i I i r/ _ --' / I v 1 V 1v v // � // 4 / r_v v v ` ` / _ , / / 'L ❑ I v / ` -- v v 1 v v / / v 01 CP-B002 AND 01 CP-0002. v v v V I I i - J/ / V A \ / l / -- \ I // - v v v vA v v� , �\ l / ♦� \ - vJ --�v v v v I - v A A A vv A -� / A v v v v vIII IIIIv 1 I / I / /� - v v v v v , / , �, , v - I \ \ v 1v I 1 ` v-v `v - ,'884�'' II i _ - v v _ v I v v v vv v I 1 v 3. SEE SHEET OOG-005 FOR CULVERT DESIGN SUMMARY. v v \\V A A AV I I I I I I II I I / 111 I( I / / /� -- , Ai A A \ V A / / // / / / v o v I ' A 11 \ ` v v - - - - / v v v ` I A A \V A v � �� II \v A A V 1 1 1 / �- \ \ / / / , v -�- , �� v v A v - A \ V A I �♦ v vvvv v \ I V ` \ V A , A A V I I I I I I I / / / / / / / I / / --/ / ) 1 / / ( / ,, V ,�a / DA-101 (TO 1 I A \ \ V A ` , � A l / %a ( -1 vvV A v v /-- / I I IIIIII ) //I / / / / / / / / / / /-- _ / I / // / / 4f r % I I C-101 : 2.50 AC I I A `- __ , v v `_--� / v vv v I v v /�v \ \ 1 I (/ / / / / / / / _ , / I / / - ) / I �v v v � v1 A \ �♦ �� / v vv v vv v vv A A v v A // ) I A ` I I 1 I 111 II // /I J /❑ / / / / / / / / / / - / / / I / / TOC: 14.7 MIN I \ \ \ I \ LI♦ -- \ \ I / / / / / / _ v v v A v v / / l I II l/ / I , � � / / / , J / / / --- l � / - --','I� �► *"." I \ 1 - g , I I A �� / / v I 1 \ VA A I A v v v v V I I \ / l / / I l I \ / , , / / /----- -/ / / / I �, I/ A 1 CN: 79 - v , , v I vv v V v v v v vv v 1 1 v v COMPOSITE CURVE NUMBER CALCULATIONS / / / / / / Ill I / / �� / , , J / / --- ( / A v I I / v \ \ v / v / / / ///// / /Ill I , /' , , - i' // // / --- _ / / - t �'�/ /* ) /` A I Rj I O \ I \ - ) / / A / , A Q� � V A \ \ vv ` I v /i //// / -- -x \-\ 10p I I \ \ \ C-�Q \ \ 1 / - / / k \ \ 1 \ \\ \ \ \ \ \ \ \ I \ \ / \ / \ I / /l I I/, " / / - - /, // / / / - ' / I I \ e `-/ , , / , `I I 1 \ \ I. / / / / / / / / \ -880- \\ \ \ \ \ \ \ \ / / / / / / / - / I I I � / � /� I � 1 / ) % � \ \ _ I DA3-TO STREAM CROSSING NO. 3 , , , - - , / / r-x.x I / / , / / / VA\ V I v AVA \ V A V I I V A I I I A V l\ / / /1 / I / / V I I I / U / l / / -- ti - / / I/ I I \ 59 LF 24" REINFORCE CONCRETE PIPE 5.12/o SLOPE / / I \ \ \ \ \ \ \ / / SOILGROUP COVER TYPE ACRES /o CN /o of DA �� I //-' 2�,'-' / / / - / ', '.,1/ �/ A � @ / / , / I /� A\ V�� AVA 1 I IIII v v I v V A� / / , ,/ , / 1 \ /_ _-i / i / , A A A \ // ( \ \ /�/// /��_ - --' / ,' ---- / , x 1 �� ,v / I \V A ��- VAVA\\ IIII \\V \VAA , I /,/////, / i / / / / I 1 A 1 I A\ 1V I v V AVA\1 I I I I I I (5)6 A \ / \ \v �� / / q p p / V v / / - , / �'`. \VA\\111 \\\\ \ / I V / / I , i �, I1 I v V \\ I I I I A \ \ I I - - B Pvmt/Sidewalk/E ui ment ads 13.43 0.18 98 0.97 t A -- I\\,//l//\��/A%i _, -- ,� _--v , - / I f� O°,, i - V A V A \ V I \V / / / / \ TIME OF \ \ \\ I I I \ I _ v , --- v \VA Iv//// i-I /�/j❑/,-- _ -- "1 �� v , / / , .� ^�� :/\ I �\ �11 A \ \ \ I\Il\ I11 - ��v 1 / v�, I /�, v\ \ \ 1 l I I 1 A\ 1 I \ \ 1V ( \- ,' Woods 28.21 0.39 66 / / ,�, / v vv\v1 vv v / CONCENTRATION I v v V I \ v v /� _ - \ 1 I / 9 1 \ 1 \ / I \ - -\ \ \ \ \ \ \ ` / / / I I I I i I l / I \ j I \\\\ \ \ 1 I \ \ \ - \ / Grass 30.99 0.43 79 // / _ \_ I / \ I \ \ \ \ - v 1 // / - - --- - v-- / / , \ \ 1 I / I I I v \ / \ \ / / // / ---- - / , \ . /� 1♦\� I / I IIII LINE (TYP) \_ 1 \\\ \ \ \ 1 \ \ \ \ \ - \ v v I v / "///// / / /� I- _ v , / �� , ♦v v / /'� I I I 47 LF 36" REINFORCE CONCRETE PIPE 6.45% SLOPE _ --- I / I vv 1 vvv v ` v ��v v v v / D Woods 2.10 1.00 83 0.03 // / , - - , / , , cP I I I I IIII @ - (' -- -, 1 1A\\VA\ V A V A v - v \ v v v / // / ---- - - , - - - - ��S , , / x V A \ ,❑ / I I I I I II I i A \ \ \ \ \ \ ¢ - / \ I v A\ V v -- A \ V A \ v \ \ 1 / I / / / / / , , _ v / / \ - / II \ \ -_____ i/� \" / - \,� III I 1 \ \ --- ) - v A I V / / / // / , , / , - , , -�� v / / +`+ \ \ i , _ / --1 / \�A V � I I VA A \ \ �_ \ \ V A V A - v \ VA \ \ v ��/ / // / / / / ,� --1 / ' / vim- vv , / � � / �,. ,, v v 1110 vvvv v v v � �v vv- I / 1 / - �� 1 1 / J 11i / V \ v _ \ \ \ , , \ I I � \ I I _ \ \ \ COMPOSITE B 77.5 C ❑ �/ / �� - , / / ,� - v \\\ \\ V v vim- v �� / I / v ` / I 1 \ v - A A \ \ v -� - / / I Ivvvvvv v / , ,/ ;1 v DA-102 \\\< A \ V A\ \ \ vA\ \ \ v v , / , - ,x- A vv - -- / , v v '' VA0V6 \ \ v 1 - \ " I \ IIII \ \ v v \ \\\ \ \ -- / 1 )I /))) \ --- / /, TO C-102 : I \ I I I I \ \ \ -\\ \\ \ \ \\ \ ( ) / / / / -. \ v v 1 \ \ \v vVVAVv \\ V A v v v v I I _/ / v ( ) 1 vv v \ v ` /� / I / / 1 ❑ 1v\ I I I I I A l l v v / / v COMPOSITE D 83.0 vAVA\ Vvv `v / // / // ,' - / // I "�,----* � -/ I//-�(lm -v - / /// 5.59AC I \ \ v v vvv vv\\VIll I\ \\\VI Av V A I v- / / I I 11 �/ I I 4 l - I-)I I ( IIII / / 11 1 I 1 \ V v - v \ V A v \ -- -� I v 1 / / / 6-- v v vA VA / / / / / // / II v- - - / ////�,� \ 1\ \ \\ ��' �_� I v v �\\\�\�\VA\ \I\V VA\ v v / / l I 1 II I ) I / 1 I I I \ 8> / A V v v \ -vVA \ `----�ii , / - / A / /// v '.V A \ �. CN: 78 v� ��` \\\\ 1VVAA V 1 \ VAA v �vC / l ( I I / 1 1 - / IIII 1 II I \ \ \ / - / 1 TOC: 12.9 MIN \ \ \ \ \, ) \ \ \\ \ .✓ / / / \ - _ / / \: ,i \ \\\\\\ \ \ _ - --- I I \ � / / / / / I )I I I ) I \ I 1 I \ \ \ \ \ TOTAL COMPOSITE CN 78 1 \\\\-- = / / ,/,' \ ✓/ // ( \ I //// //' - \ \\`,y \ \ 1 \ , \\ \ / � I I I ♦♦ --- / // / / / //////// I I 1 \ \ \ / \ \ ) 1 \ I \ _ - //,-,-", Q, / I \_-- ,// /// \ \\\: \ \ \\ \\\\ \ \ I \\ I / / / /// / I DA3: 74.73 AC v I �`----- � /// / l l I I vv I I 1 1 I I v v / /, y // // v V v A I I v � 1 \ 1 1 G/ , _ / 1 _ / - v - / 1 v \ - --- - / / ) I / I I / � ,.�yg yy / �v � gQ'/// v v A v �,,� v !� -x_,�, l v v v Ili/ ///I 1v �� v v TO STREAM CROSSING NO. 3 V I -�v / / / / // / I I 1 v DA-101TO C-101 - ., 8� / / v )A -�----_-- / I I V ,„ v / i _ \ V A v \ I l/%////i%//i/VAvv v ( ) 1 11l I ---- / / , V v v ( / / / / ----' � 0 II rev - / I I I v v �cP' / v v v A I /r/iv v� v v v v TOC: 28.1 MIN v _ / / //// /// / / / I I v / 1 I 1 I SOILGROUP COVER TYPE ACRES °/ CN % of DA \ \ I I/) \/ /,-- -� ,, X \ ( (J -�/ tivv A I 1 I I �'av a �� v v A V I �� //�///�jllAvvvv vov \ CN: L�---- / /// I/ / I II I I 1 V / / 14--*#-v /� �� <� ��--- - , vv1 q) / a, v / �. v v v l llll11 ,( IA vv v y I 1j ¢ � I // l///// I/ I I A I / I / v v v v v TIME OF / �_ � 8 I I I v v v � o\/ / /� ` v I IIII / / / I I / 1 I / /" B Pvmt Sidewalk E ui ment ads 0.06 0.02 98 1.00 I / I �� %v��_ ,- fly / :� - / /`� v V A / IIII 111( l V v\ \ \V v o),;�,- I IIII / ////// / III A I I A / / / I I I I / / / / q p p \ v v CONCENTRATION I I 1 I I /III __ __,/ ,,�6vv ��?, J // l� / v , y V A�v �i/ IIII v vvvv I / / I -- -- - / / / //// / / II I 1 ` I v / / I I I / \ I I 1 I I / -- ' ` � \\ / //1 c /) / `_.\ \ \ \ / / II I 1 � \\ \ \ \ I III \ / / // I / / Grass 2.44 0.98 79 J) \ \ LINE TYP I I I e�' \ \� \��\ / _ / --'`, ,� ` -/ I \\\\ \ \ \ \ \ \ , \ I -- _� -, I ( / 1 I \ / ^ \ \� I IIII / / qq / I( \ / I I \ _ , Jl/ \ � y , -i o� \\\` \ , // I I \ J / \ I I I / / \\ ( ) I ) 11 I\/ 1 ,-- , vvVAv % �-��/�Il( IIIIII \ v �', y , v \ / / IIII I VA\ \ \ -� , , b, \ -- , AI / I / 1 I I I / - v A ,/ A \ ----v --- �� 1 \ / / I I /I �� 1 V � V ` v / I 111111l \ I V / ' - 1 ll ♦ / / / I ) I I � \\\\ \\ / III O \ y \ / / I l I \\ \ \ ' - / I 1 -- - I I l l II � '_ ❑-�- _/=- '1 �8� _ \\ \ �I /f \ \,___ �� \ � \ ` \ \ \ II \\�\\ \ 1 \ \� �_,_--� /, ,, \ I I / �-- / ¢%///)// / / / JI I I I I \ \ / // / 1 I / 1 / I y \ \ / Y \ \ \\\\\\ \\❑ _ \l\\\\ \\\ v i. �p \� \ \ \ \ \ IIII IIIII111111\\\\\\ \ \ \ \\ \6Z9 I _ // ( \ \ / /IIII 4 �' / -///l / / t I I \ // / 1 I I I I \ \ - / TOTAL COMPOSITE CN 79 .% -- � \- / \\\\ \\\ \ ---- - \ / I \ I I I N � \\ \ \ ,/� +� \ \ \ \\� ^ \\ \\\ \ - \ \ \ \ I\ IIIIIIII11U11 \ ' \ \ \ \ \ \ - , I I �-' ,i;i// /)/ / / 1/l / I \ // / / / / I I x \ \ / / - \ \\ _ \\ \\\\\\ \\\ ---- ,� 1 \ \ - \\\ IIIII11 \\\\� \\ \\ - = , / \ ,--- °_==1 ,-,i , / // / / I \ \\ --'' l l l I I \ 1\\ \\ 1 \ \\ \ - , /////1 - 1 -,� \ \ _/ \\\ \ \ -- a \ \\ II \ , Ill \ _ ,i „ / // \ \ / / I \\ \ _ 1 -DA ( �� ,_ \ \ ---- - __ ��___, ___- , / \ DA-102TO C-102 \ \ \\ \ --� �/ - \ \ \ 11111 \1\\ \\\ \\ \ \\ \ ) / 1 , - „ I l I \ l I I t. V v v 1 I III111111111 \ VAI A \ V / --1 , 1 I / / / VA) - //// / ;-�-� , // vv ,� / V l I / I / / / o V v vvvv s„ \ v - / i _ _ v � y C-103): 14.22 AC TO / / -.' 100 LF 48 REINFORCE CONCRETE PIPE @ 2.7/a SLOPE J v --C - -v __ // � - --_; -- � / / / �A - ' / / / / ° r // 1 / Iv <� SOILGROUP COVER TYPE ACRES /o CN /o of DA - A I / - '' --- 11, v , / - -- / // / -- , III -__ ,/ , I I / / / / -- - TOC: 16.1 MIN -- , / , '`. : I \ , \ \ \\� \ I I\\ \\ ,`s ---- \\ `� \ / / - - --_- --- I I / / / \ / - �\ \ \ \ \ � 1 I ,. - \ \ \\ _ I I' I I / B Pvmt/Sidewalk/Equipment pads 0.13 0.02 98 1.00 CN: .1 / \ \\ \\ \ \ \ Ill ---- < �� I i y\ \ \ \ / / \\ \ / \ / . \ \ \ \ \ \ I i \\ _ \ - I I 1 I`,\ O '-- \ \ 111\\1\\ I \ \ \ --- -,/ / / �-x-x. . . ............ . . . ..... - II I I / / v Ix _._xx v x ',,, vv vvv v v v 0 I vv w� �w - --)�'I I I v `',1 ` v v / vvvv j1111111vv vvvvv__-- / / / / / i i '-'�"'_- vv / / l I v'864 j II I , i I I / Woods 0.68 0.12 66 �._ ----' �. A`�. A v v \ v vv vA 1 vv\_ �w 11 // / Op \ \ vv - VA I / / I , V ` ---- , I/ / V A v v \ I I I IIII I I \ --_- v \ / I / / I / ----- v v v VA v V l \\ v v v \\ IIII / vv I I� v I I , I I / I I Grass 4.77 0.85 79 v --/ ( 11 I v ---__ 1'`1 V 1 v v �v v v I , I I -1 v v ❑ v i 11 1j11 1 I v / I / - I III I v _ _____-- �� / / I \ \ -- ♦ \ \\ \ � ,_ \ \ ,, III I11 \ / t I ) / , I \ \ -- / / I I I , ♦ v A \ \ v Q v III \v v v I I r Av v v v v v �` DA4: 149.8 AC v v v ` / ,IIII 1 v STREAM v / /11 , I 1 / I v v ., _ -858-- / // / 1 1 I / / / V / �� ♦ / v v A v / / /// I I \ / - ----- / I I I / _ v V ,�„ v v v- / / 111 11 III VA / v �v v v I // / v A \ / v v I / " ,0 am� ,----/ �', 880 � vvv vvy vvv (TO STREAM CROSSING NO. 4) % ., v v / 1 i 11 IIv v 1 I CROSSING NO. 3 v v v / // / �// I v I v ❑ __ _ v / / / / / v I I�am so v v v vv INCLUDES UPSTREAM DA'S � � vv vv /❑ �11111I v `-- v vv `� ` / //j //I / I - I v I I v v / / v I / / I/ / / I I I I I I I TOTAL COMPOSITE CN 78 -- vv \\ �1 J' T T��1�\ � /� �/----\ I�'�.I I vvvv v� _-\ \ G�y v v -' O 1 1 �j1111I \i >> SEE 01CP-B008 v v \- v \ I/ /IIII11 / / / / /I ( I I 11 I � V I- I// �/ j I I I I �.� vvv _ TOC: 27.7 MIN v v v l v , I III ( / ) / I I I I v v I I ,� / ,- / v v vv v v v O O 11 r V, �^ / I / / �860 � I/111111 i t ii �/ / I I j l -v - / // / I I I I I I I I 00_ `P9 / / //I/ / I _ v ( a� // SB-207 / I I // / / / / / I I I I I 1 1 DA4T0 STREAM CROSSING NO. 4 \ / V / / , \ < / / v �`��-_ vvv- ` `�'.\\� / f_/ / l III I I l/ / / / 1 / 1 I ( / / l/ 1 ( I I I I I \ \v / A /� / -��v �� `., vv vv V'vv � w�yv� v vvvv v� v v �y V A\1 V �11 v I I / 838 _ 11 l lI I / / I I I I / / \ SOILGROUP COVER TYPE ACRES /o CN /oofDA \ - / i i / , - J \ � \\ \\ \\ \ \\ \ \\\ i\ \\ \ \ \ \ \ \\ /// \\ \ 1 / I • \ ` cOo i/ Ill/ / / / / / / \ 1 / I ) I I I l 1 ff o 0 / I \ / / / / / - 'I v ': v vv vv v v vvv vvv vv vvvvv v 1 v " \vAv V / / //l %/// 1 / / / / x \ 1 I IIII I I \ \\ \\ \ \ \ </ I 1 / , I I __ / � / --, ,, vv vvvvv v v vvV �� icevvvvvvvvv v�5-1 vvv v v V Al / �-� � ///„/i/ / � 1 ( ( / I I I I / _ v / / / , _ v v v v wvv v / / v v _ , / /J/, // 1 / / / / / / I I I I ( I I v g Pvmt/Sidewalk/Equipment pads 14.74 0.10 98 0.96 / v �/ / , / v �. v V A V A vv \ VA \v vv vv" vvv vQ y V v V A 1 1 / /,- �\ �- /)l (i / i / / / / / / , , 1 I I I I I I / I I I V v , / / / V I - / ��,, I V V �A �\ vvvv vvvv v �A v ////I/ /ll A v \ / 1' / `� Aa -- //////ll/ i / / / / / I I I I - / / / / / A I / - ,I V I A I A \ VA V A \ I\ I I�\> vvvvvvcP�vvv VA a 1 // oo V A 1 �I I / a /// / / / / / �_. x` / 1 I V ` Woods 55.09 0.38 66 \ ------- / / / //' / / / v V A J /i = ., A 1 V A \ 11 I vv-� vvvvv vvv v` /////�/11 l�v VA\ vAI1/ / / / , // // ) -.-./ 1 I I I I N o0 V v _ I 1 \ v vvv vv // I - ace' I I / ❑ V A v ,//// i/ I A \ \ I '-\-",/ / / / A v / /i/--- yam; - V A v eA \ V l \\ v vvvv vv v v a v /I/� �\1 /I/I // 11 V1� -'�>/,///// / / V A � V A B _ -----" y / /� i / // v v v_�J//❑-,- �y �`,.,A v vvv VA \\ VA \vv` v v -v v�wv�v`v�� - 111 vv ))/I/ I 1 / \ mM ,-,i////l/( / I I V A \ \ V A v - Grass 75.95 0.52 79 / - / _ vv v ��.; e vv v v v v v ` vvv `v ''. v D Woods 3.87 0.96 83 0.04 \ / /// // / / / / / // / III I I A \ V A A V v v � / / v _ // /�--� vv 7Y / / �`- V II / / / I I V A \ \ v / / / \ \ a\ \ \ \ \ \ \ \ \ \\ \ � / / /// / / / I / / / / / \ \ \ \ \ �\ ---- I / / / -- / - \ \ r .\ \ \ \ \ \\ \\\ \\ \ \ '+y. 8 , / /l/ I I l / 1 / I I \ \ \ \ \ \ \ \ - 1 ` I I ! // - --\ / \\ \ \ \\\% '\ \ \ \ \\\Q \\\\\ \ \ \ ` \\\\ \\\\ y / �� 40 / / // / / I I I I / / / ( I \ \ \ \ \\ , \ � /' / \ \\ \\\ \Y� cP� \ �11 \ \\ \ \ \\\\ (\\\ \ \ " \ `y/ �,� 86e/ / I // Il / / I I / 1 \\ \ \ \ \ \ \ \ \ \ \ \ Grass 0.16 0.04 89 \ / 1 1 \I 1, / / I ) \ \\ ' \ \\\ \ \ \ \\ 1\ ` \\ -``'✓ /� /Iy $ °/. 1 I'°° /° �1 ., / / /( I I ( I I n \ \ \ \ \ \ 11 _-- \ _�\ , / \ - -- / \ `\ `\ \ \\ <i �\ \ \ \ \\\ ` \ \\\�\\ \\ z \\�❑ \ J/ �� .I / //ll I Ca \ I I I \ ////// �- /// /J \ I \ I I \ \ \ \ \ \ \\ \ \\\\\\\` `-- 1 �S" / \ \ ` I �x-x-x - \ 1\ \ \ \ \`\ \ \ \ \ \\\ \ ` \ \\ \ �/\ \\ \\\\\ / a,F / 1 / I \� I I \ . 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I I \ \ \ - �8 -% /`�., A I / I / l) I I 1 V A; / cat �\ A I b \ / // / /i- - I 1 I 1 I I I \ \ \ v v / 1 A V A v v Vv v _ f -� 1 1 i I I v / 111 I \ V � V I ', 1 SB-202 I 1■ \ / / ///// / - 4 70 I ■ I I I \ AVA - -, , _ --__ _ IAA `- V A / / ///�_ V I I I \ \ \ , A -- / v \ A v A VA %'�, I / / /It / I \ v 1 A� A A ■A v / / ////l l ---v I I I I 0 I / v ■ I II I / / / / II A\ \ Vvv �V�v��-= �-- 1, ) I/ AV I V / // 1 - __ A�, A SV \ V � \\ \ � \ v -- / / // I / IIII _ \V / IIII I 1 A V v� � v� n o / vV A I I ■ 111 1 1 1 III A A \ V A _�,� vv v v \ -�_�v v_ - _ =_,"-= � �`�+ / "�*_�\ v I 1 o A \ \ v v v_- / / I I I I I I 1 I� / I I ■ I � l � � 1 1 1 A Q\ V AvK vv`�v I -- _ -- -� -*�''' II I111 - 1 1 A A \� \ V AVA\ E\\\\\ / / / / I l I 1 I 1 I I1 ) II 1 1 I 111V I I �A vim-- - v I \ v A v v v - - --- - v \, 11 !rd _� � \ I ) \ v vv i // / I 1 I l I I III _ 1 6-- v /�0' ■ I / I I \ vv _- AO A ■ ) I l i , � v �` ` SB-206 '/� -�-'a� --_ -__ 82p AVv / A�r,. 1 I A V AVAVv \ vVA \\ ■ A V A / I I I I I I / 1 A I _-_ v v 1 ■ I \ \ _ s \ ( 822 \ \ \ * \\ \ \ \ \■ / III / I l l / I I I - \ \ J / -, � I ) 30 STREAM BUFFER TYP vv v v v v v 1 1 / I v -- �(� _ \ - I \ , \ \" 1\ \ / Ill I/III / / l I \ � \ IV A \ I I ■ I ( 1v A -� --;___,- _v? _� 1 V A V 1 I \0 \ ( \AV ■ I I I //I v `- \ / \ M 111 v A \ - _ - �� -� � I A \ ® \ v �1� vAAVAVA \ 1 \ / I l I III/l/ I I lull 11 II l I ----- v \ , -_� / v - - - STREAM CROSSING N0. 4 - \ �` v v v / / / v - \ 1 I _ v�\vwv A V v / / / I 1////// 11 I I I I I I Sl v v / - v R vvvv v / II I v v v \ / / V -� _ v o V A I I 7 '� �� vvv\\VA V / / ------�v v v B v v v / /■ I 1 vv vv1 ; v / v v v - - SEE SHEET 01 CP-0010 v �-__ -' v v v v I I IIIIII Il I( I l/ I I v \\ \ \ --'- I /) I\IA\VAI / / vv vv v_ *-*-x _ v < v �v vVA ��( L �=�,_*_�� v 0 A A I / _ 1--1 \A VA 111A* V / / I Ill% lIIII/ // I A-------- ` - - - �, A \ \ - / �11 ��yvA �- - / / v_/ / _\ _ - \ \ \ \ \ \ \ � 111 I \ � _ - \ 1 I /\ \\,\ / / I I II / v vvv >� A u / / \ \ V / / 1 I I 1 - / \ - - \\ \ 7 \ / / I I / I \ -1 \ / ■// 11�1 1 \ I\ \ - �� - \ \ \ I / I \\ \ - _ // I / I I I \ _ \ --� ��--� � `�� ,vvvv\VA VAS\lamv / \ I \ * ` I / �- - �--� \ III 11 II\ 1\11 � \ v v // �/ ///I// Ill I v x*"��* � 1 v/ -- v v v / �l _ I I 1 \ / \ \ - / /// I _ - 1 \ \ I \ I \ \ \ / / - \ \_ \� \ /\ \ v � / i ■ / I / 1 A vvvv v `� � � ` v \ AAV AA \VAAvV A 1A\ 11 I V1\ / ,rl II °l l / -� A I II L � \ i // � ---- 1\ \ 'V A \ - i ,/ / ■ it // l A\vv �- v v� �� v V A VAVA \ \ \ 7 V / r�� A�__v / \ \ v v / ■ / / V A v v ` v v ` _�O ` v V A \ V A V AA ',A A V A 1 1 _\ *.�_��*" / - I _I V v v / // / ( / \ - vA �/ \ V v i / ■/ v v ` V AA I I I Vv ) I 1 I I l // / -� / l/ l _ '---' ////,,/ -JI/ 11\\ VA�-�- - \\ \ - �` \ I iA V A v v v v I A 1 f1 \ 111�1 11 , \_ 1 r I' l / ��/ � \ v A v --- v --B -- I \ vv A -----_ A \ 1 / / --- /OJ/ / IIII _ /�-i% v v \ / vv `v ` v - v 1 v WETLAND AREA 5 ` I 00 YEAR FLOOD ZONE '� I / \v 1 v v o ) \ v _---'__--- / / I v v V v A A ----- A I �1 // / 1U11 , I I 1 , / / / / I Il\V A\ 1V `� �_ -i%/' / / / I --- vvv v A 1 \ \ v - ■ v v A v_- _ I I I I 110.11 ACRES I I /// ' I / / / / I vvvvv ///////� /� vA -==vvvv , v A `� v /, V v \ v o / --- ■ / I A v V \------- ---- ( / _L / / / I I1\V // vvvv -// / / v -_-_v - l A\ v \ / /` v - ` A I I I I 111 I / 1 l I, / / I ( \ // / / �I_ v �v v v- v A \ v p / / V I l / / / A v�- / i �- __ vV A\ _ A n / -■ 1 v _ - ___--- v 1 1 / I I v ` vim_ �/ //// I - v. -� v A\ \� V / �_- , v / / 1111 1 V 1 / I v /, v - vv _ A 3 \ 1 I j11 III rl �� _L I° I v / / / / / / I I vv- - / /y // - v \ 1 v v /� \\ V v- - / / ■ / \ v V v -- // / I l I I 1 1 II III l SB-204 /> I I / / III v -- /// // A./ _ v vv �l \ v v 1 , \\ vv_ v\ /� / _� //A _ \ v v_. -- // /�/ /l/ / /lj 1 I I / / / / /11 l ll l ll I V 1\\ ��`\� lJ I I I I I o�l a / l / / /// \\ �� v� //j/i// - �v`v vv 1 V ` v�/ -v ,� l / l / / l I \ 11 / / //// I v,� v � �/ /i v 1\ vvv \\\ / V 1 I / _ / / l I I cd 11 1 \ v I / / / / v v v � w v, / / I v v \ v v A I \ / / vv v, / // � v v A v v / -- I 1 / l l I I I A l � vI / / / / / v v v v /// / �,- vv V A\ \ v_� A V v v / I / - -�� _ / / / / / I l/ "� \ \ \ / / / - /-/ / / / / / ; AA ,,,,,I" /l A `v v v v v / �-� I ---�----- V I / / / / / A�'\ C,� I / I / / / / / I I I \ \ \ I I / Av l� °� / A _ A �/i i i i/�/ x \ _A0��vv v�// / V �v \ \\\A A v v _ � '\ 1 \\\ 11 %' 0 i i " / / / / \ \VAv I, v / \ V� \ / / / / / I � / I / �/ / / / / I I I v ll v Il ) \ / II \ I v v A \ _ / I I / / I 1° - I I / / i i i i i v l\ VA\\VAVA \ / 1 V ' o IV v v ---- v_� I A r-----1 �v / / / / / / / I I I I // / / / / / / // / / I / �V A I v,. {ZJ,{. \ / / - ,- ,- ,- i v V A -c / v � ( �_� vv '---' > > _ \ / \ / Ill/ //// / / / / #k II� l � / i ,- i i K \�\\\\\ L " ) 1 -�\ \\ c \ \\ \\ - \ / / i / i ■\ \ ) \� \ l - , \-_- --- --- / /il %// / / / / l �/ / l / \\ \ 1 kd\ 1,1. a == / // / / " --_ ■ \ \\ \\\\) l /1 I � I 1\\--� -- \ / I ■ _ / // / - v P �k e- V A - 1 -� -�� I A ■ / C6 / / /,' /// /// // /// // // \\\\\ 1\VA\ v - - 1 1 \V A V f v-� I v v / I \ I / / / I / I / / l l/ / / / // /I //I/ // v _ - h- � �3 - vvvv\ EXISTING CEMETERY SITE / / /// / / cv v vv v v v � ')) � Q I A v II l vV 1 ��v � ��- \ ■ __ l I l /// //l I l / / / \ __ _-' ' - _ - �-� / h )1 /l//( ) I V A V / I -_ vv \ I / 1 / / / // / / / / I \VAV\ / I 1 J \ � vv`� I, /� /---�� ) I / I ro - // / / / I I I / / / / /// / / // 1 1 I ( l I I // II I i^� A _ _ �" - - f--��/�//j� �I l I I I I AA\�- AI \- vv 1 I \ �I v�� v v --;�/ / / /11 /- A 62 /_87a // // / / ) I I / / /lI 1 1I I I I A I I I I / - v1A \ \ IVA\VA -- �_t -I- s -��//i/�lr� /v�) I I v v e r I V A __ i / / - i / / / / l l / l l l I v v I A 1 1 1 1 _ _ - // - WETLAND AREA 7 v I 1 \\v � - / / A ` ` I - � -0 \ // / // / / / /// / / / I 1 I , \ \\ 1 / \ \,z _ \ _ -� - / l I \ \ ■ 10 METER CEMETERY SITE BUFFER, / // / // / / �/// / /// I III 1 v vv v I I I vv 1 1 v v `- �- o v v v ` v v v 11 ) / I V I �— ■ ` V �—" /� �V / / / / /- / / c /// / / / / I / I I 1 \ 1 \ \VA_ I V\ \ 1V A - �V — —'- — --- -k - �� --"-------- \ V A \� V `\V 1.53ACRES ��_v \ \ / — � / / / / / / / I 1 A — / / � v v \ \ �-- — vv v V \ v ■ / / // / / / / / I I \ v A \111 I \ v �—� �,. / -- / _vA / I v v� v \ / \` \ ,\ ( \ __� SUBJECT PROPERTY LINE TYP / / / // / / / / // / / / / / ) I I \ \ \ v ) I I `� \ - '"`_' _ _ -- _ ' \ \ _ / / / / / / / 1 --- / / / / / / / / / // // /i//l/ - ,v 1 --_ ' ___ =''� / v 1� ) I ) �, ■ __- / 100 YEAR FLOOD ZONE / `* / vv / / 1 I ( ■ \V A // / / ///// // //�/ / / / / / / / ///// 1 v ---- Oi �,�_ �� / / �� v I I 1 A -- / / // / / ,/ ///// // �v �i / II// //� ` ` vvv ` � -) A I I I \ \ / ■-_ A A - --- l I / / / /// �� Q0 ./ ,/,/,/ �/ / /// /////// \,-� -/ /�__,�� / ■ l/ �v \ vvv-- - \v 1 I \ \, V / / ) // , // WETLAND AREA 6 / /_ / // / --� �/ ■ /l /// � v v� �� v - v ■ \ / 0 / / / / / /I / / 1.13ACRES // // % ;__-_ -% ■ _ i/i/// // \\ \\\\\\ \ \ s / / / / / / / // - - - � - - _ / / \� � _ - ■ / // / / I I I I / / / / J / IIII / / /i/-i __-�- %= == % =_� ` __�----_�-_- /i/ -\ - / ) \lll \ 1 \ \ / / I 1 - / / / - - -- :: - / %-,\I )1111 %, \ ( - A ■ / // / / I 1 I I I /— � / / / //// / / _/////ii =--, /i—= —=;�_\ \ \ --- � \ / \ \ \ ■ _ / I I I I / / �� — / //// / / /// // AAA `// ��— _ -- v ��` v - —_-�::— v v III 111 IIA\\ ■ -s=*_ l / I I / / / ---, / / / �/ /I� l ( / \ �—\�` ,j11 l� ` --\ \ \\ — _ — --- �\ �,—\ \\111 ,, \\ \ \ \ \ // \ \ \`\ a// 1 ;- _ - \ \\ ■ -- // - IIII / / / / i // / \ // , - \ \ _ \ /l 1 \ - \ \ \ \ \ �r� --i --%_ _____ ` �// \ \1 \ \ \ C _ \ / / \ �p I \ \ l - _ __ \ \\ \ \ \\\\ \ - , \ / / _/ / I+_� I / / i��i///// l AVA / � ��VA V A LW \ \ v�v�,Av1, �A�y/ / ) l �\ \ IAA\1 \ - - ��/i ______, vA //i-A \VAS\VAVAVAVA I A� v�� /� - i --- __ \ - / \ \ / / A AA / i- \---- ---■ v/ i�A, S �_ A \ ■ / / / / -- / /// A \ \A \V A4 \ V _wv/�v�/ 3�(�//// / v 1 I _-_-T-ii%�_---__- vAv / l AVAVAVAVA 1))I/%- v ) ) / \ / / \ \ \\ - \ / - \ \\ \\\ I / 1\\\\\IIII V/i = \\_ `\ \ / / ) A VA \ V I / v - - � / � - AV A ■ 7_ / / I A v A \ \ V A A /�` �_/ - A \V1 V / -_-- --v A A VAA \ v I //////// /-�___----_vvv ---- - \\\ \ I r �I l/ / A V v V - �d/ - A A v- � __; \ ll (� / --- v IIIIvv v ■ \\ V A A / _ A A /� ,, _ A A V V 1 i/i --- A \V \ \ _i do \I I/ / �� I v v A v V 1 / / A VA / // -, A v I I ( ///i vvv \V ■ / �v v \ \ \ I / -/ A //�--, vv II / / vvv Av ■ I / A� / A V I 1 1 I 1 / / /_ / _ v%V A\v /// //--- 0 _❑❑,--�v v vv vvv ///// /-- - __� 1 \VAVA�A\11\\ v-��- ■ A V I V _ / - �A\ � /// //� - --- v vv vA //�-_ -_� I \\ \\\11\ \\ -/ I / BEAVERDAMCR K 1 I / r// - _ --� \\\ \ \`` 11\I / _-I 11 \\ \ 1 \ ■ // � ) I I I / / / / CONVEYOR FROM MINE SITE i/ // __� ----'�� " v vvvvvl111 IZ / / //;---— I I I II v vvvvv vvvv - / /I' 114, 9 ■ //// / �> I ti % �) 1 I III I / / / / / ///// -- v'-yyv A Ill l) T /// -❑_ I 1 I V\ \VVA A / ■------ \ 1I / \ / SEE SHEET 02CO-DO02 // - r_—--- \ \ / IIII// -\\ III 1 1 \\ \ %\\,\"\ \\\\\\\ \ _' c / 1 I ��x //// �/ / \ ) I I I II (/ I I 1 I vv _- ////// ,/ --_ �v v vvv v\\ Ili II/l /// / -�\ VA\ \ v I �,-- \ II //ll/1 I 1 I I 1 \ \\ \ \\\\\ \ \ II O / // / I I � v / / // // / - ��- - vv v v 1 I ///I , A - /� �� ■ X1111 �/ III / / I I I / / / / \ I I I / ) l l ' l / /� -vv"�v -/ / I I/// // / � /_�- vv V AA II / / l�j / III 1 \ VA V 1A\Vvvv A ■ A l l / - / / / -� / � v A\\ VI11 IIII /iii// I �b1 1 II IVAI \ VAA 0(( ] \�_-�w v OI v I / / I / \vvv / VA1 III 1 1 / / / / / // / / / / vvvv / IIII/ / / � r v� 1 II \ / / I I l V ll v � v b) C'Q y■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■�i\�T■■■ra■■■■■■li ■�i■■■■yt■■■■�/ fi(■i!■r milmmmmmo* ■'■�M■■■■■ MM,mm-m-- ME - EwmG� �--, \\\\\ \ 1 1 1I ' )111111 ////// / I I / 1 1 1 1 \ \\ IIII\\\ �\ _ _- 11 I 1 � V / / / / / / I 1 1 , l / / l / / �/ / / / /-��✓ �I0 I / /- v VA A \ 1111l.111111111A/ /// / I I 1 / \\ V A I IA VA _-v`v�� /.�.�/ PROJECT MANAGER V. HAYNES, PE IIfill,, PIEDMONT LITHIUM CAROLINAS INC. �_ C__ LITHIUM HYDROXIDE ,_� :••F�SS/0 ... = CONVERSION PLANT- PLAN VIEW r SEAL � ' 4 1/23/2023 REVISED PER DEMLR COMMENTS `f G 3�6, - LITHIUM HYDROXIDE CONVERSION PLANT KEY MAP PIEDPAONT3 5/31/2022 REVISED PER DEMLR COMMENTS , �yf (�I ....,eaty `%� GASTON COUNTY NORTH CAROLINA HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ��1'� FR/E•K••HP��.�`11 ' FILENAME - 01 CP-007 SHEET 440 S.Church Street,Suite 1200 '//,,�� ` 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� - +� // / / V� 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 / / .♦y I \ \ \ \ \ \ \ \ \� - \ . / Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl 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 ��► � / \ ml �X 1 / vi❑3 ❑ � v♦ i I I � \ \ \ 1 I i i \� vv vvvvv� vvv vv ,� v \� 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 _x x I x 1 �\ \ / I 1 �► \\ \ ✓ \\ \ J -x � 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 �oF�ss; . ;- CAROLINA LITHIUM PROJECT SEAL = CONVERSION PLANT - EROSION 4 1/23/2023 REVISED PER DEMLR COMMENTS [�L'i�'l6�/Gt �IC'i LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 1 - INSET A rrV s(Jan 3 ST1 PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS % 9 '• �I N� .:' ••...........• � .` GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '��Fri'/E K HP ��`� FILENAME - 01 CP-AO01 L H 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT ��''��iiiii��``�� Charlotte, NC28202-2075 SCALE - 1" - 100' 01 CP-A001 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 - / 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 �,X PtN 360079i�82 \ V I } �� A \ I / \ I I 100 0 100 200 cb`b� / - _ / / - - - / / / V / / / / �`f / v /v v w \ 41 v vp �, Z�NED�-1 (c�As or� \ \ 1 I I I SCALE IN FEET G > A\\ \ GENERAL NOTES: C-1 0 \ \ \ \ \ \ 1 I I \\\ \ 1. CULVERTS INSTALLED IN PHASE 1 TO REMAIN AS PERMANENT RECLAIMED STAGING AREA / / -- + \ \ \ 1 I I \ \\\ STORMWATER CONVEYANCE AFTER INSTALLATION OF ROAD AND f +/ �+ I � \ � SEE SHEET 01 CP-002 \ I ST-220 f \ \ \ \ \ \ I I \\ RAIL. INLET AND OUTLET PROTECTION SHALL BE PROVIDED PER f f \ \ \ \ DETAILS ON SHEET OOG-010. SEE ENERAL NOTE#1 /�4- ` �`� : \ \ \ �� w I\ �t� C-1 02 \ I I I \ 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 SHEET 01CP-002 I I I I I I /� I I I 3. SEE SHEETS OOG-005 FOR SEDIMENT BASIN, SKIMMER BASIN, AND �0� �/ / d' �� \ / /� I I \ \ \ SEDIMENT TRAP SUMMARY TABLES. 7177 \ \ / 4. SEE SHEET OOCP-005 FOR SEDIMENT TRAP AND SKIMMER BASIN I \ SIZING. SEE SHEET OOG-007 FOR SEDIMENT TRAP AND SKIMMER \ \ \ \ ' EXISTING CSX RAIL / / _ / / / �P/ / / / \\\\ \ \ i� / / +Z ° \� \ \ - / / +� 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 , f �, �; A \I I 5. NO IMPACTS TO DELINEATED STREAMS WILL BE ALLOWED WITHIN x �/ �� \ � � �w \ I \ \ V A \\\�� THE STREAM "HIGH WATER MARK." - I ST-221 \ �x + / \ \ \ \ V A i \\\\I \ ST 222 � � k / �' � 1 \ � 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 \ / \ \ \ \\\ INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15-FT WIDTH \ \ v �_ i j / / // ♦- v v //`+ / / / OUTLET PROTECTION, / � �► + J� / v \ \ V \ TYP. �\\\\ OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSED FENCE LINE. pk 7. SEE SHEET OOG-002 FOR LEGEND X' ` x�k / �1 v �f�\ SK-240 V PROPOSED RAIL SPUR DELINEATED WETLAND / / / \ A V A +� G� / / \ / PERMITTED BY OTHERS ' / - �' $g6 y \I - / \ +� V \�` / ��' x �� A I � SEDIMENT TRAP AND SKIMMER BASIN / � / \ V A ♦ / �' x \ \ X �// STAGE STORAGE DATA �� `r, � ; X I h \ >��j STREAM BUFFER 30 FT I I fN ° ° cP� / PROPOSED UNDERGROUND ST-220 \ \ RECLAIMED STAGING AREA / �/ / - - _ \ +/� s, II v v - - A I +�+ a�° ELECTRIC Y FROM TOP OF BANK \ 1 I \ x Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl _AA\ _� v� \ b f ° w P R OPOSED WATER \ C �0G -+ vv 1� Lv� \VA ' �� = n� / V +�\ � �� ( � 889.00 0.00 852 0 + gwvA\��\�� A /� �1S'/ l 890.00 1.00 1,091 969 �� \I I 891.00 2.00 1,355 2,190 �. VA / / �I + �� + INLET PROTECTION, TYP. � � � � � \ I �� -X ff +� \ A\\ \ /� V\ _ / I I 1 \ \ - V�++ ♦ ++. A \ \� \ �� / III 892.00 3.00 1,645 3,687 i PARCEL /, \ \ / � NUMBER � .� � � I � � .� �� 1 � � �\�� <� � � \ \\\\\\\ �\\\✓/��\\\� �� / � \l I \ \ \ ��cP� \�� ' ! I I 893.00 4.00 1,960 5,488 _ 158033 I / I W _ TAX PIN / CO A \\ V \V \� I I xl \ I ST-221 ARCELNUMBER 3600 84543 ♦ �� \ \\\ \\ \\\\\\\\ f \\ \\ \\ \ \ \ - - ` f� \ I 198234 3600 SK-241 TAX PIN 3600583511 ST-223 + + \ \ \ \ Elev. msl Depth ft Area Cumulative Volume c FORGE c ' I w v + \v w +�- +�� \ \ V A V AA \\� ��\ \ VA - - � - + + v � I )e� V I I I 0.62 % / 1 +� +� \ \ \ \\\ \ �\ \\ \ _-_- - _ _ , _ _x !` f� I \ \ \\, \ 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 \ \ \ \ - _ - - _ _ \ ` I V A. A � � ��/ �# ♦ f I �� V V V A V V \ V 1 I // s +` \ \\\\ \� _ _ - / �*. . \ \ � ` I � 1 \ 885.00 1.00 1,032 902 G 055 3201 PG.0109 Z NED i `+ + SEE SHEET 01CP-002 \ \ \ �� \ \ \ xl I 886.00 2.00 1,317 2,074 (CHERRYVIL 1) ♦+ \ \ \ - `+` ` I � \ \ \ \ \\\1 \ \ \ 887.00 3.00 1,632 3,545 GRAVEL SIDE ROAD (TYP) / \ \ \ \ \ \ \ \\ \ \ / \ � SEE GENERAL NOTE#1 \ I f \ +�, \ x x,\ \� / +� �+ \� \ \ \ \ \ \ \\\ ✓/1 �� \ \ I ` \/ \ x- x 888.00 4.00 1,978 5,348 ROCK CHECK RAIL SPUR \�\ \ \ \ \ \ \ \ I I I \ \� \\ I 1 I` \�\ DAMS, TYP. \ / I \ I 1 ST-222 PROPOSED SANITARY SEWER I I �° �� r ( \ \ I Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl � � � �/ � / + FORCEMAIN \ �• \ _ / + 876.00 0.00 1,348 0 -x� - - - - , `+ 877.00 1.00 1,640 1,492 � �--� --�. � � / �+ A � � - � �\ ° \ \ \ \ � / 878.00 2.00 1,957 3,288 879.00 3.00 2,300 5,414 x ` \ 880.00 4.00 2,675 7,899 \ LIMITS OF DISTURBANCE - - + \ \ PROPOSED RAIL, A� - _ \\ \ � \ �\ - - � � \ � ST-223 - Phase 2 X' \ I I I I / / / / / ✓ /♦ \ � +` \ \ \ LEAD TRACK \ / Elev. msl Depth ft Area Cumulative Volume c \ \ SEE SHEET 01 CP 004 \\ \ \ \ \ \�. \ + 882.00 0.00 1,219 0 / / v \ ♦` vV \ \ \� \ \\ \VA\\ �A\ V A \ \\ v \ \ \ f \\ 883.00 1.00 1,501 1,358 ♦ � \ \ �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 / �`♦+, X V A / / 8 - - f •+ 1 \ \ \ 1 1 \\ I I I ��? x� 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 \ LINE, SEE NOTE 6 878.00 0.00 1,853 0 +\ \ \ \ \��+ z �+\ ��\ � \ \ \\\� \\ \ \�\ \ \ \\ \\ 879.00 1.00 2,203 2,025 SK-243 \1�\ ♦.+ \\ \ \ \ \ ` \ \\ \ \ 880.00 2.00 2,579 4,414 88) \ I\\\ \ 881.00 3.00 2,979 7,191 \ EL 880.29 ♦`I I 1 \ \ \ \\ \\ \ \ \ \ ✓ \\\ \\\\ \ \ 882.00 4.00 3,405 10,380 z O ♦+. U \ SEE GENERAL NOTE #2 \ \ xJ x / \ �x 1 \ \ \\ \ \+ ♦+ \ \ \ \ �� \ \ \ \\\ \ SK-241 - Phase 2 LL Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl EL 879.95 \ ♦+ `\ \ \ \ \ \ \ \\ \ 1 \ \ \ \ ZONING SETBACK (TYP) \ \ \ \ \ \ \ \ \ �� \ \ \\ �\ \\ \\ _ \\ \ \ \\\ \ \ \\- m 874.00 0.00 2,483 0 �x- v �°� -- I I I EL 880.05 ` \ \ \ _ \� \ V , x \ Pam`T"`-- - \ \ \ \ I I 1 1 \\ \ \ \ ♦•+ \ \ \ \ \ \\ \ \ \ \ \ \ \ \ \ \ \\ \ U 875.00 1.00 2,382 2,432 _ I PROPOSED RAIL YARD � \ '�+ \ \ \ \ PARc =BJER t59-1aa- PROPERTY LINE TYP A \ \ 1 I �� A \ \♦+ V \ \ \ \ VA\\ V A \ �V A �� V A \ \ VA \A 876.00 2.00 2,792 5,017 / \\3 ( ) 1x1 \ I STORAGE, SEE SHEETS f ` \ \ \ \ TAX PIN (3 687 0 x \ \ \ I 01 CP-005 f ` o +� \ \ �\ \ \ W A \ V / IAX FIN uuu5ne24 -�1 "I CIA LES" � PLANTING BUFFER TYP I I I I I �V A � �` o �� \ \ VAV \VVAA\ A\ \\ \ \\\vV A \ VA Z 877.00 3.00 3,228 8,024 D.B.a9 ( ) I I �\ \ V A V A �� \ ♦+ \ \�\ \ \ A V A \V A \ \ \ \ \ \ - 878.00 4.00 3,688 11,479 o. 7 AC zom€D�RESIU n 1 I I I I AT TOP OF SLOPE 10-FT 1 \ \ \ \ \\ \ \ \ v PARCEL NUMB E 15 23 I D. .25 PG 0696- - \ I \ ```��l EL 879.69 � \ \ \ \ \ \ \ \ \\ \ \ \ W LLI TAX PIN 3600 746 0� + cHER vvI�E) \ \ v x I I I TALL OR GREATER, INSTALL SK-243 - Phase 2 \ D.B.3207 \ \ FENCE OR GUARDRAIL FOR \ �' \ zoNE :R� \ \ A - _ V \ 1 ( ) f EL880.o3 ��+ \ \ \ V A \ V \ \ \ \ \ Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl _ 1.11 A� V A (CHER _VI / / SAFETY TYP. \ � \ \ V A V A \ \ V A \ / / _ _ __ 1 \ \ 874.00 0.00 2,483 0 D.B.4951 PG.aa,467 \ i _ / i' - \ I \\ I I I / / I � � \ \ f ♦+` I \ i ZONED:R-ab V A C �_�� __ % \ \ I / /// A A \ �� `� ♦ \ \VA V�\ V �\ V \ a 875.00 1.00 2 877 2 678 I CHERRYVILL A - �! �� AV A ��\ \ V \ EL 879.67 �. J I V \ \\ ` \ \\ \ \\\\ \ \ \ 876.00 2.00 3,296 5,762 / 877.00 3.00 3,740 9,277 ------------------- VAA - - 1 \ \ \ \ \ 878.00 4.00 4,210 13,250 F- \ \ SEE SHEET 01CP-CO02 FOR CONTINUATION PROJECT MANAGER V. HAYNES, PE ""'r�rrr, PIEDMONT LITHIUM CAROLINAS INC. �N .CAR0/ LITHIUM HYDROXIDE ,` o�:••FEss,o••..%-, CAROLINA LITHIUM PROJECT ° � CONVERSION PLANT - EROSION = sEAL = 4 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 ; 9�� I N'��:$� HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '%� R�e•K••NPI��` GASTON COUNTY, NORTH CAROLINA FILENAME - 01CP-AO02 SHEET 440 S.Church Street,Suite 1200 ��iiiii�� Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT SCALE - 1,, = 100, 01 C P-AO02 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 \ \\\ / 1 — — PARC15 NNBER 00 \ \ I I / I \ \ MX PtN 36 07 382 / / I L / / / , / - - / / � / � 3�G.\25\3N RCN) \ I \\\ \ \ \ \ \ \ \ 111 \ \\\ 4 o / / / Imo \ TOREMAIN � \ \ I 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 I \1 TO BE GRADED TO DRAIN AND VEGETATED. ROADS AND A RAIL TO REMAIN. SITE TO BE FOR FUTURE INDUSTRIAL \ / USE. \I�� 2. SEE SHEET OOCO-002 FOR LEGEND X-x-x' _ _ \ A \ / / / / / ' / / / ( I( \ v DELINEATED WETLAND / — _ A \, A \ �� / / / / —\ \ \ \ X \ I I / �/ / / 896 / SEE GENERAL NOTE#1 V A V / V A x I �� / I9ps \ \ \ / / / I / I l �❑ _ \ � �� / � I v v \ / X \ � � I I II I /III — - - ` � ❑// ❑ ��ti❑_�� ' — // ��j��7 \ \ / � 1 \ \ � / I I I I `1 1 � � �—, `/� / — �c�vv��❑ �❑- ❑ `A A X X F _ I x ARCEL \\\ \ V OO�Hn I O TAX PIN 36005 ALLEN ' x I \ \ / / / \ \ VA\ ❑ �� \\ \ VA / / \ V \ — Ib4 FG!EORG) 1 _ _ \\\ \ \ \� — — _ - / j — \ \\ 1 \ \ \ 1 ENNE7 R�Q9 7 \3201 . 0.52 ° I \ � J \ � — // / \ \ \ \ TO REMAIN \ \ 1 \\\\ � I \ ❑ - - - - - � /� ' \ \ - II "�H�`,i , I I I al I \ \ \ \ \ // / � _ \ \ 1 \ \ \ \ \ \ \ \ \❑\�`\❑� �❑ - - - __—_—_—;- - \ 1 1 I \ � � , ��\ � \ � ✓ l / III \ x'x,x, STREAM BUFFER 30 FT — x x, FROM TOP OF BANK I \ I�� — — — � ` ) I \ — — \ \ \ , I I I 1 x -- - x, xxx — / � \ \ \ I I \ �\❑� \� ❑� — o x x G x \ ` \ I I I I \ \ \" — — / i '880 \ z �h' ❑ v�v v v v vvv vv v v v � _ / ////// � v v ,� \ \ \ V A A V A \ \ \ VA \ \ vvv v \\ v❑ � DELINEATED WETLAND PROPOSED FENCE V LINE, SEE NOTE 8 v — — ///// vvv V v \ \ \\ \ \\ \ VA \ VA \ ❑�v VvVAv ❑ vvv v — Wiz , — � , -- -- - - � ///I �� vvv v \ \ \ v v , V A �� \ VA\\ ❑ \ \ VA � V � � A vvv``❑❑ vvvv � _ o, �I � I � _ _x_x, / // I vv vv ❑ A vv v v 1 A I I \ V AVA ❑ \ \ VA I \vv A V ❑ v``�vv ❑ � v - -- '� � X — _ x \ 1 1 _X-x-x_x x � � I x-x_x",x-x \\ \\ \ \ \ \ \ \ I \ \ \\ \ \ \\ \ \\ \ \ � � Z \\\ \ � _ z x _x \ \ \ �\ \ \ \ o 1 / 1 -- ; / _XLx-x-x- - v \ \ \ \ v V A V A \ v v \ o 'x — v \ \ \ \ \ \ vv v v \ \ V A V A � v vvv LL I x' x x rt _ -- ` \ \❑ \ \❑ \ VA \ \ I I �❑ r, 1\\\ A �x-x- x-/x-x" A I 6 / I — VA � - � I xx \A\�\\\ \\\\V 1\1V\ A\1 I II\I l I\lA I I I I�I(�\II�❑AII\V\V\\\A A\\`A\\\V\�A\V\\\\A\\\\\\\v\�\ v A A V``\\\\A\\V V V`\A VA`\\V\\�A'\\\\\\\\\\\❑\V\V\❑A\\\A\\VV\A\\A�V V\�\\\\`\\��w�V��\��V A\A\\\v`\\\`\\\`V\V\AA CDZONING SETBACK(TYP) L�)X_ P PROPERTY LINE (TYP)ARC�P�NM�159-12- _ wPA MBER15 TAX 69957 687 o 2, BU CHARLES— w� RD PLANTING BUFFER (TYP)RA EL A \ — w HO Vj SIN GROUP, D. .25 7Pcse696- — — _zc��U�CJIUrviI@L I I I I \ \ \ I\ \ \ \ \ \ \\ \ \ C / I I I 1 � � \ \ \ VA \ 1 1 V A \ VA \ \ A A \ \ v w LINDA B \ \ :R-4o D.B.3207 PG. 250 (CHER YVILLE) \ x NE R-4 AND RSTDI� V \ I /13TRA 1 \ \ (CHOER YVILLE) / ` \ \ \ i > t, ID.B.ZONED:951PR 4�467 I (CHERRYVILL A � � ��❑ — � � � I / �// � I � v v v _ � V A \ V v v v > � / ❑❑=___ 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 " - PIEDMONT LITHIUM CAROLINAS INC. LITHIUM HYDROXIDE o` CAR o�Ss%o CAROLINA LITHIUM PROJECT — _*�'Z SEAL 7 - CONVERSION PLANT - 4 1/23/2023 REVISED PER DEMLR COMMENTS �G�i (i 6 � �j�i LITHIUM HYDROXIDE CONVERSION PLANT RECLAMATION PLAN - INSET A ne}i s(Jan 3 A'3�SZ1 P I E DPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS ';9� '' �GIN��°'� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ,,F/? ***"'* P' ' FILENAME - 01CP-AO03 440 S.Church Street,Suite 1200 '1�1i E K' N�� ` �I 1 8/27/2021 MINING PERMIT �"""""��1 ' 01 CP-A003 L I � 1—I � U Charlotte,NC 28202-2075 SCALE - 1" — 1001 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 - N.C.B.E.L.S. License Number: F-0116 50 0 _ 50 CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES TOP OF BERM. ELEV 879.00 \ \ \ � 20'WIDTH 4 \ \ V/ SCAL IN FEET 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT 1/2 \//\\//\\//\� 4 /\\//\\// y y / NIMMEDIATELY. ( \ /\ 1 /\/\ Cumulative Storage \ \ INCH OR GREATER RAINFALL EVENT AND REPAIR /\\/\\/\\i `i `i O O ri `i `ice\/\\/\\/> \/j\/j\/j\/jam/jam/j� 0 0 0. ��/\//\//\//\//\/W \\j\\j\\j\\j\\j\\j\\j\\j�� ELEV 877.50 ��j\\/\\/\\/\\/\\/\\/\\/> i / / / / / / / / % // // // // 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��i `/\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\% TOP OF BERM .y \ \ \\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\ \ \\�\\�\\�\\�\��\� //\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\/ 879.00 79.00 AREA WITH SEDIMENT CONTROLS. \/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/� CONSTRUCTION STAGING AREA \ 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�\\`\� 878.00 EMERGENCY SPILLWAY 878.00 VVA/AAAVAVAVA ��// �AVAVAVAVAVA �� 77.50 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 V76.50 PRINCIPAL SPILLWAYAREA. 0 876.00 76.00+J 12" CLASS 1 RIP-RAP > 875.00 .00 875.25 CLEANOUT ELEV.w / \ POROUS BAFFLES 874.00 874.00 SEE DETAIL SHEET OOG-011 NON-WOVEN GEOTEXTILE FABRIC ELEV. 877.5 •>I BETWEEN ALL SOIL AND RIP-RAP. COMPACTED FILL ON TOP OF 873.00 ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL / / \ ALONG FACE OF SPREADER LIP TO REMOVED. TOP OF FOOTER. o O o VIRGIN GROUND 872.00 72" OUTLET STRUCTURE WITH /VA/VA/VA/VA/VA/VA/VAVA/VA/VA�VA�VA�VA�VA/V�/V�/V�/V�/V�/V� 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: 876 ± SKIMMER AND 50 L F OF 24" DOUBLE o O // /VA�jjVAjjAAAjjAAAjjAAAjjAAAjjAAAjjAAAjjAAAjjAAAjjAAAjjAAAjjAAAjjAAAjjAAjjA�AjjA�jjA�jjA�jjANj/N�jA�jj 871.00 POND BOTTOM / / / /V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/�/�/�/�/�/� /�/�/� BARREL H D PE / /AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/�A/�A/�A/�A/�A/�A/�A/�A/�A /�A/�A/�A/A 0.00 0.21 0.28 0.44 0.60 0.78 0.96 1.36 SEE DETAILS THIS SHEET �'� ELEV: 874.00 /N�//N� VA/VA/VA/VA/VA//A//A//��//��//��//��//��//��//��//��//��//��//��/�� / IL �C / ! O / / v/v/v/v/v/v/v/v/v/viv/ /�/�/�/�/�/�/�/�/�/�/�/�/viv � /vv//v//v//v//v//v//v/x'v/x' iv�iv�iv�iv�ivM//,�iv� /v Axiv/iv//v//v//v//v//v//v//v//v//v//v//v//v//v/v Cumulative Storage (a c-ft) vvvv vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv � � �Xvv � � � � � � ��//��//��//��//v///v//�//� /v f vvvvvvvvv � � � � vv� vvvvvvvvvvvvvvvvvvvvvvvvvvvvvv TOP OF BERM ELEV. 879.00 X� \ SB CULVERT C-102 MAY BE INSTALLED -208 IN PHASE 1 TO FACILITATE \ �' ` KEY IN RIP-RAP SECTION A KEY IN RIP-RAP CONSTRUCTION OF ROAD *'� EMERGENCY SPILLWAY - X ® Basin Size / \ NOT TO SCALE Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft) cP� 874.00 0.00 9,033 0.00 BOTTOM OF PONDy / '\ \ ELEV. 874.00 875.00 1.00 10,632 0.23 j 875.25 1.25 11,034 0.29 \ \ P 876.00 2.00 12,665 0.49 ARM ASSEMBLY 876.50 2.50 13155 0.64 SEE SUMMARY SHEOET OOG 005 \ ��N OP-208 � \ , RIPRAP SLOPE -� \ ^o5 PROTECTION TYP. 114 L 877.00 3.00 14,061 0.80 SEE DETAIL SHEET OOG-009 ` 877.50 3.50 14,964 0.96 C \ \ 1 "C" ENCLOSURE 878.00 4.00 15,868 1.14 \ o 0 0 879.00 5.00 17,718 1.52 SILT FENCE SEE DETAIL SHEET OOG-008 +1 Lj Ll ""- WATER ENTRY UNIT PERSPECTIVE VIEW \ _ EMERGENCY SPILLWAY ELEV. 877.50 LIMIT OF DISTURBANCE ' y SEE DETAIL THIS SHEET \ N f \ PVC VENT SEDIMENT BASIN 208 PRINCIPLE SPILLWAY I 1 � SCHEDULE 40 Skimmer Outlet I \ PVC ELBOW PIPE PVC PIPE DESIGN INFORMATION I f PVC END CAP 5" PIPE DIAMETER Desired Skimmer Drawdown Time (td)6 " hrs Desired Skimmer Drawdown Rate (Od) 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 8.0 in Riser Length: 6.0 ft PL /\ N \ /I E`n/ o Head on Orifice (H)5 0.500 ft Weir C efficiie t: 3.1 /1 V V V °° °° PVC END CAP SCHEDULE 40 SCALE: 1" - 50' 8" PVC PIPE � Culvert Length: 50.00 ft SEE TABLE FOR Calculated Orifice Diameter 1.441 in Culvert Diameter: 24.00 in PVC PIPE a Culvert Invert In: 873.50 ft PIPE DIAMETER Actual Orifice Diameter 1.500 in 1/2" HOLES IN Culvert Friction Coefficient: 0.01 INSTALL COLLAR WITH CORRUGATIONS Actual Skimmer Drawdown Time 66 hrs VERTICAL. COLLAR TO BE OF SAME GAGE CUTOFF TRENCH ALIGNS PVC TEE UNDERSIDE 225" ORIFICE P-;=.T- Culvert Entrance Loss Coefficient: 0.90 AS THE PIPE WITH WHICH IT IS USED. WITH EMBANKMENT PVC TEE Discharge: 42.13 cfs I III Required Discharge: 42.13 cfs BAND EXISTING GROUND NOTES: 1/2" X 2" SLOTTED FLEXIBLE HOLES @ 8" C.C. FILL MATERIAL HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS 2 i � i � i � i � i � � i i � i � i 2' MINIMUM IF NOT FOR 3/8"O BOLTS OTHERWISE NOTED. �q 10 �O1 + d of p CUT TO BEDROCK 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE RISER BUOYANCY CALCULATION B 2"� �� OD OF PIPE - 1 SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED NOT BE WATER-TIGHT. DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD ,d o� 10 a �0 b� i i i i i i i i 1 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO FORCE IS A MINIMUM OF 1.25 TIMES THE UPWARD FORCE. i i THE PIPE BARREL STRUCTURE WITH WATER-TIGHT END VIEW FRONT VIEW CONNECTIONS. DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE ONE PIECE CONNECTING 2L ( BUOYANCY) BAND WELDED TO PIPE; SUITABLE EARTHEN MATERIAL FAI RCLOTH SKIMMER W: 4' MIN. CONTINUOUS WELD BOTH COMPACTED TO 95% OF 72" CONCRETE RISER SIDES OF BAND CUT-OFF TRENCH STANDARD PROCTOR MAX. NOT TO SCALE WEIGHT = 15,220 lb NOTE: 'L'AND 'W' MUST BE AT LEAST 2-TIMES THE PIPE DIAMETER. NOT TO SCALE DRY DENSITY WITHIN ±2% 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 6'x6' (INSIDE SEDIMENT 72" CONCRETE THE SLOPE 1' FREEBOARD x UNIT WEIGHT OF CONCRETE DIMENSION) RISER CLEANOUT RISER STRUCTURE 1' FREEBOARD TOP OF BERM. ELEV 879.00 WEIGHT OF CONCRETE BASE = (7.5 ft x 7.5 ft x 2.0 ft) x 150 lb/ft' = STRUCTURE GAGE 16,875 lb z � ---- ------ - 0.5' DEPTH OF FLOW STRUCTURE WEIGHT = 15,220 lb + 16,875 lb = 32,095 lb CONCRETE - --- BASE a SEDIMENT CLEANOUT 0❑ ❑00❑❑ 00❑❑❑❑0 // / // // // // // // // // // // // // EMERGENCY SPILLWAY ELEV 877.50 p❑❑ pp❑❑ pp❑❑❑❑p \ \ /\/\/�\/��/��/��/\\/\\/\\/\\/\\/\/\ BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 lb/ft' MARK, ELEV 875.25 0❑❑❑ 00❑❑❑ 00❑❑❑❑0 RISER CREST ELEV. 876.50 //\�j� ��r/� SKIMMER, EMBANKMENT STABILIZED BUOYANCY = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb WITH VEGETATION SEE DETAIL Z " 3 CUT OFF TRENCH 3 DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE THIS SHEET 2 24 DIA. CMP (BUOYANCY) ° ° OUTLET APRON <.o 32,095 lb > 13,478.4 lb x 1.25 A BOTTOM OF POND INV. ELEV 873.50 24" DIA. CMP O00000C)0 32,095 lb > 16,848 lb II III III III \ \ \ II III III III � 24" DIA. CMP ELEV 874.00 ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR SEE DETAIL THIS SHEET THE INLET BASE SHALL HAVE A MINIMUM COMPRESSIVE z_ CONCRETE BASE ---- 20' EVERY STRENGTH OF 4,000 PSI. 75 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 I'/,-" PIEDMONT LITHIUM CAROLINAS INC. �N .CAR o SEDIMENT BASIN SB-208 =o�.•'F�SS/o�•.'�- CAROLINA LITHIUM PROJECT ' PLAN VIEW & PROFILE DETAIL 4 1/23/2023 REVISED PER DEMLR COMMENTS = q LITHIUM HYDROXIDE CONVERSION PLANT PIE NT 3 5/31/2022 REVISED PER DEMLR COMMENTS a�A'• (IaN �•'� v GASTON COUNTY NORTH CAROLINA HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ',�FR/E.K.•NP� FILENAME - 01 CP-AO04 SHEET r # r + + 440 S. Church Street,Suite 1200 1 8/27/2021 MINING PERMIT � II J 1 LJ I Charlotte,704.338.6700 2075 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 50' 01 C P-AO04 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 � .40 \� 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� / R 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: 883 ± � X i f - /V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V// � 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 � / / / / / / / /\/\ O 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/\\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 40010 jam/jam/jam/jam/jam/jam/jam/jam/jam/jam/jam/jam/jam/j Cumulative 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 EMERGENCY SPILLWAY /BOTTOM OF POND o� TOP OF BERM ELEV. 885.00 Elev. (msl) Depth (ft) Area (sf) Cumulative Volume(ac-ft) 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 o 884.00 4.00 28,211 2.21 C Ll SB-210 { `y \ 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 5" PIPE DIAMETER RIPRAP SLOPE PROTECTION TYP. R SEE DETAIL SHEET OOG-009 y WATER SURFACE SEDIMENT BASIN 210 PRINCIPLE SPILLWAY \ Skimmer Outlet DESIGN INFORMATION 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 8" PVC PIPE Riser Top Elev: 882.50 ft PLAN VIEW PVC PIPE SEE TABLE FOR Skimmer Size 8.0 in Riser Length: 6.0 ft PIPE DIAMETER s Orifice Coefficient: 0.60 SCALE: 1" - 50' 1 /2" HOLES IN Head on Orifice (H) 0.500 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 1.978 in Culvert Diameter: 24.00 in Culvert Invert In: 879.50 ft VERTICAL. COLLAR TO BE OF SAME GAGE WITH j EMBANKMENT Actual Orifice Diameter$ 2.000 in AS THE PIPE WITH WHICH IT IS USED. Culvert Friction Coefficient: 0.01 NOTES: 1 1 1 1 1 FLEHOSE Actual Skimmer Drawdown Time 70 hrs Culvert Entrance Loss Coefficient: 0.90 1 I 1 I 1 I 11 I 1 I 1 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS 1 1 1 1 1 BAND EXISTING GROUND 1/2" X 2" SLOTTED OTHERWISE NOTED. 1 1 1 1 1 Discharge: 47.52 cfs 2„ 1 I I 1 1 I 1 1 I I 1 11 1 i 11 1 I HOLES @ 8" C.C. FILL MATERIAL 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE 1 1 1 1 1 1 1 i 1 1 FOR 3/8"O BOLTS 2' MINIMUM IF NOT Required Discharge: 47.52 cfs z_ 1 1 1 1 CUT TO BEDROCK SOLVENT WELDED. JOINTS OF SKIMMER SECTION Q 10 01 + d 1 Oi p - NEED NOT BE WATER-TIGHT. 2 OD OF PIPE i 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO '� 1 lo END VIEW THE PIPE BARREL STRUCTURE WITH WATER-TIGHT B d 101 l01 Q 1 l bl 1 FRONT VIEW CONNECTIONS. IIII � IIII � I II � IIII � I 11I11111I111 11111I 1111 1 1 1 1 1 1 2' FAIRCLOTH SKIMMER I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ONE PIECE CONNECTING 1 I 1 1 I 1 I 1 I 1 I 11 I NOT TO SCALE RISER BUOYANCY CALCULATION BAND WELDED TO PIPE- SUITABLE EARTHEN MATERIAL 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 ANTI-SEEP COLLAR ( ) 0 4 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 CONCRETE BASE --- 20' 20' 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL a 7.5' x 7.5' x 2.0' 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. LO 2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE. RISER PLAN VIEW CD NOT TO SCALE SEDIMENT RISER BASIN NOT TO SCALE PROJECT MANAGER V. HAYNES, PE CD CAR PIEDMONT LITHIUM CAROLINAS INC. SEDIMENT BASIN SB-210 o�:••F�SS,o .'� CAROLINA LITHIUM PROJECT ' PLAN VIEW & PROFILE DETAIL - - M ' � SEAL � N = LITHIUM HYDROXIDE CONVERSION PLANT 4 1/23/2023 REVISED PER DEMLR COMMENTS PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS 'vr 1e• air 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-AO05 ,111111,`` SCALE - 1" = 50' 01 CP-AO05 Y 440 S. Church Street,Suite 1200 3 L ! T H I U i> Charlotte, INC 28202-2075 1 8/27/2021 MINING PERMIT a 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 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 COH" 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. ZONED:R-1 I 1 1111\ 1 \ 1 P R��L \ \ V (GASTON CO.) / // I I I \ / / IIII 1�I� N M�R 15 0� I/ 7. SEE SHEET OOG-002 FOR LEGEND ix i 111 I I 1 T PiN\ x CCCbbbb I I III �r \ 1 �6�'0880(�95\ vDIVAr� � � I I I I I . l A 1 � � I I I IIIIII II III 11 \DB\5056%. \� ZON D 4T 4CO I I I \ \� / 1111111 ,� PROPERTY BOUNDARY (TYP) � a- - ' � - -_� � - - LLB - ,--X--X_K� _X-X-x X-X- Xx-,x-X-x- _X- -x-x -X X-X X-X X-X / vv I 1 I I \ - XWATTLES INSTALLED X-x-X-x _X X-X- =X =X-x-X-x-X-N_X ALONG SLOPE - 1 \ � 8C4— i , -- DELINEATED / / \ -- DELINEATED DRAIN \ / AGE AREA WETLAND /� I / / / V A 4e — — - \ 1 1 I DELINEATION / \ �� \ \ 1 I SEE �� - �) GENERAL I A \ / 1 \ I I I I / �� I I \ PLANTING BUFFER (TYP) NOTE#2 LIMITS OF r X DISTURBANCE I A Ix — — -858- EXISTING 1 EXI TING CEMETERY ITE � CONSTRUCTION STAGING AREA 3 1 I��" \� — SEE SEE NOTE 6 APPROX.2 ACRES X LINE,PROPOSED FENCE � i x, SEE NOTE 5 10 METER CEMETERY SITE BUFFER �� CO o ZONING SETBACK (TYP) CO s6-2o7 ' Xl SEE SEDIMENT BASIN SHEET 01CP-B006 o i I I I I I I I II I I I I I I I I I I I I I / B v � � 00 STREAM BUFFER ! 30 FT FROM TOP �;x OF BANK x � � ♦ \\ \ \ \ I / / — �, i / Jl � � � / /i �i l l/ l_ _ A V� / �/ , �� I \ / �_ _X-— x x X-'�/I I \ I �5V�� \VA 1 / I / / / / /� \ \ / _ — /////�// X_X- -x- � I I I I 1 N \ COO�;� \ I I I / V A I / i / 1 1 \ V A LII � I �/ / / / / I I � 1 � I / � \ � � / � � , � � / /// l�� I , / / / / III I I A 1 � \ \ \ � A \ v v / � — // 40p ♦ / r X / ct — k,X �� jII I / ��_ _ // �/ ,�„ � l � � ♦ / / / l I I I III \ � 1 \ V A \ v v v — / CD IPA CEL NU(�BER I I \ V A A \ � III I � I� \ I _ \ \ � — � � � � / \ TAkPINIIIII / / - - / I II I I I I I I I 1 � A / / T / x� / 3600 7676�1 �, _ . STREAM CROSSING N0.3 _ I \ \ \ \ m / III I �xv \ SEE SHEET 01CP-B007 / I / �I ooAc / I I I I I //� 1 ( I I +�* >4 I I/� \ D.BI 5182 F G.CD 0801 \ 1 1 \ \ \ \Z IED R \ I A \ PARC LN\U BIER 0920\0 O RR3 � �E ��coN SE SEDIMENT BASIN SHEET 01CP-B004 NICAV B NJAMI N V \A \ \ \ LV�''WIS D UNIUA\v \ A A 0 1 1111 i I l A � I l \ V A TR'A CIE \ E ED \ \ _ _ 1 1 �^ SB-205 I \ 3.3AC A \ v O ` 1 11 IIII ' 1 SEE SEDIMENT BASIN SHEET 01CP-B005 /�� / I I I 1 \ D.B.4964 .011?1 \ \ \ I I ' I I / \ ZON 1 ( STON CO) \ ��R- � � �� vI o��\ � zv I I �1 I T ` \ 1 / x� I \ \ / / I I 1 PA El NUf�BER 2215 \ \ \ \ I AX PIN 361 070426 / \ ,�A�,R�A �aRF,t, \ \ \ \ \ / SEE SHEET 01CP-0001 FOR CON � � � � � ♦� TINUATION �� d\ / i x PROJECT MANAGER V. HAYNES, PE -,, PIEDMONT LITHIUM CAROLINAS INC. LITHIUM HYDROXIDE CAROLINA LITHIUM PROJECT CON�/ERSION PLANT - EROSION SEAS _= CONTROL PHASE 1 - INSET B 4 1/23/2023 REVISED PER DEMLR COMMENTS V G� W6Mn he ff LITHIUM HYDROXIDE CONVERSION PLANT PIED)ftAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS ',<' * Y JIaN �•' k GASTON COUNTY, NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''�',F1y/E•K••\A y� ��` FILENAME - 01 CP-B001 440 S.Church Street,Suite 1200 ''�'11111111,11��` 01 C P-6001 U 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 -880 o v \ \\ V I I I I v / \ \ I \ V ❑ / / / �( )� \ \ — \ HEPHZIBAH CHURCH ROAD D 60' RIW \ \vv ❑ v / / / \ \ I / V / / I I I I I I / — \ \ \ \ \ I 1 I I V A \ I I V A — _ _ — ❑� 100 0 100 200 SCALE IN FEET Z III \ \ v v 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 \ I❑ �� v \ \ � \ \ v v v �� _ � ,/ / / II I I I � v \ I I l / \ 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 ��" / / �s8o76 I I I / I I / / I 1 1 I I I I I I I I / / III \ I I \ 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 K1 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 \\\\\\\\A\V A \ I (�A�T NN O.) l v v v _ i III I \ / / 1 I I I \ \ v V \ \ ❑ BASIN INFORMATION. / 3.33A I I I / A V / / / / / / I I I I I / / I I I I \ \ \ \ V A �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 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 x '� ////////// A\\ �\ \ \ \❑ / // / 1 IIII 36009 / / / / / / / / / / I I I I \ / / I I I I 6. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING RL�� RU X �///// //I///(//I/❑I///I/I//I///I/�/��/�II\\\\��v\v❑v A\V\\ \❑\v\\\\\\ � \ � \\ ¢ / �/ /�//////// �I [1� \I I I I I IIIIIIIII I THE DEVELOPMENT, BREAKS IN THE FENCE LINE OCCUR WHE RE IT LLC7Rl INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15-FT ML'M (lop", WIDTH OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSED 12.28AC CFENCE LINE.D.B. 1892 0852 (GONEDr:co> / / 7. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN j III IIIIAI \VA \ �R�1�1L V V I I I1I I\I IIc�IlI III I II I I II I I II I II \ V \\\ /\ / DURINGUNDISTURBED. IF, CONSTRUCTION, N MN HUMAN REMAINS ARE FOUND OUTSIDEOF THE BUFFER LIMITS,A00695 CONSTRUCTION SHALL BE HALTED UNTIL FURTHER6T INVESTIGATION CAN TAKE PLACE. �A \ \ \I1\\V��\�X�`X\�I ❑I (1I III II III II III II I II I I I I II I I III I II II1 II II\\V I I1\\I I�\\I\\I❑\\V�\I\I\❑❑�\\\\\\\\D4\\1'A\ \. III\I� \��/ ♦ —_ —��- _ / i i/i/ — - ///-��/�i///❑///�/�/////////l�///1/////////////// / \ 8. SEE SHEET OOG-002 FOR LEGEND A 4 % ZON� b D:R- G4T�4cc� PROPERTY BOUNDARY TYP)/ SKIMMER BASI N RECLAIMED STAGE STORAGE DAT A I STAGING AREA S K-242 - Phase 2 + I _ //�/I�\� I V\\/\I 1\I,A\II I II I vv I �, I� �l \❑\ __,—_-_- --/_ � -X T/ /1 I x-x-x-x f\ \ \♦ _ --— _ ) Depth (ft) Area (sfl Cumulative Vo lume (cfl - x-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 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 X GENERALI I I 837.00 1 3.00 2,877 6,913 NOTE 3 10 X PLANTING BUFFER (TYP) 838.00 4.00 3,296 9,997 X EXISTING CEMETERY SITE, WATTLES INSTALLED SEE NOTE 7 x�1� \` PROPOSED OPOSED F-ENCE LINE, 41 v ALONG SLOPE X SEE NOTE 8 — — II I I I I / , xG WALL CEMETERY SITE BUFFER ETAININ SEE GENERAL NOTE 2CO — / / I I Go X� � o � 11\ � � ( � ♦ / I I V A I / / / / I I ;� ZONING SETBACK(TYP) / / / I I I I I I I SB-207 / PROPOSED V♦ / / I I I / // I � \ / \\ \ SEE SEDIMENT BASIN SHEET 01CP-B006 / UNDERGROUND / / / / III I I / / / / / X / o 8 ELECTRICAL %\ �,o ♦ / // / / // / / / � / / / ,� / / I I I I I ° A ° 00 //' TREAM BUFFER. 30-FTLIMITS OFW ER DISTURBANCE/ STREAM CROSSING NO. 3 PROPOSED / - FROM TOP OF BANKS SEE SHEET 01CP-B008 / / ♦ d — � � / "/i /i// / / j" i I I I I I I I I I I I I I ( I \ / / / �� PROPOSED LABORATORY AND �i RETAINING WALL V/ ° A ° / ' ADMINISTRATIVE /TR ATIVE BUILDINGS -x-xfx�/-x X -�x PROPOSED SANITARY —x� %-x- -x�- SEWER FORCE MAIN 00 / / \ a IIII 1 , � / / /// /�� / / I \ \ \ x A V �� / ll I / l IIII I I A \ \ \ \ \ \ - °�° l Boa// ♦ ° PARCEL �` J- BER - ' \ / � / / 20 854cl) — m CONCRETE / / — / ) x� \ / 36oa7s'7s m / I I I I I I I I I WASHOUT o / / x I I I \ \ \ \ - - - � SK-242 \ I / I\ I I I � � m / I / / / I /" / ° _ ° ° w / SB-201 \ I I I \ \ \ / / III /, r I I I �� SEE SEDIMENT BASIN SHEET 01CP-13004 D.B 5182FG. o WATER TREATMENT \ d I / / / /� 0801 \ \ \ I I / \ \PARCPLA Z(� \ L NU BER 09200 STO ❑TIACX N 00979810 M0 N�1 p I I 1\\ A V\1\ \ \ CO.) � AO3�NJAMI N NSEE GENERAL NOTEA 1 CO TWS\DtjWIVA\V T ACI LD 3.3 `AC,n PROPOSED j A-N 496PGCONVERSION 01� 1 ° ° PLAIT 1 B-N ZON�p: - ( TON C C:) ° co \\\\\\ \\\V\\ � — \ \— _ A z \ \ \ \ 5B-N I I ( \ \ I I o \ °ao `� / J / SEE GENERAL NOTE 1 \ \ \ \ S 05 I I % \TRA�ERL4 L�4RLOS \ »L \ SEE SEDIMENT BASIN \ ° V \ SHEET 01CP-B005 / / IIII � \ SEE SHEET 01CP-CO02 FOR CONTINUATION /% ; *�% / I // V _ V — / ❑� / l l/ III I I I 1 A V A � ��\ PROJECT MANAGER V. HAYNES, PE I - PIEDMONT LITHIUM CAROLINAS INC. �N •�ARo LITHIUM HYDROXIDE F�SS�o .'�' CAROLINA LITHIUM PROJECT CONVERSION PLANT - EROSION SEAL 4 1/23/2023 REVISED PER DEMLR COMMENTS 03�062, = LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 2 - INSET B 3 5/31/2022 REVISED PER DEMLR COMMENTS ;,v "�' �ro 00 �� GASTON COUNTY, NORTH CAROLINA SHEET F PIE NT HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �. R/E....... FILENAME - 01 CP-B002 # I + + 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT J L� 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 \ \ \\\I I 1 ------- \ 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 ��M C�,t� , / /11 IIII1111/��I \ \ \\\ \� \ \ \ \ V \ / / / ) [� I I III I 12852C /� j �- / D.B. 1892 II I \ , \ \ v I I — — — ZONED:R-1 (GASTONCO.) I I \ \ P�R)C�L II 11 I11A\I�II� I\ I \ N�M AR N07 �600 80 95 \ avA I X 11 I I I I I I I I I \ �4.�1 AG� III I I I \ D.g 54 566 G. ZOND:R-� p \x III \ \\\ \\ G�sT\�co� PROPERTY BOUNDARY (TYP) — I I _x - x-x-;x-x-X . x-x M \ ; �-x-x-X_�-x-x x>x-x- DELINEATED -_ �'� \' I / I I / -, / \ I WETLAND %� � \ xax �-x=x-x-x-x-x-x-x-x-x-x-x-x-x-x-x-x�x-x-x�-x�� \ / / J I x �/ X 8C4— \x STREAM BUFFER, 30 FT \ � � v I PLANTING BUFFER—(TYP) FROM TOP OF BANKS STREAM BUFFER' 30 FT �-8 58 � / A/ \k v \t FROM TOP OF BANKS � EXISTING CEMETERY SITE, I \ ,� A , � � � �\ � � . � � � / ��// � I I I � � I V � I / I IIIIII I I I � A� �� v ` PROPOSED FENCE LINE, SEE NOTE 5 METER 60� SITE BUFFER CO ZONING SETBACK (TYP) CO cu A I I � B SEE SEDIMENT BASIN SHEET 01CP-B006 \ SEE GENERAL NOTE #3 � 0 - - i / / � � � / I �� I � � � � �� ; � '� I \ I � I / / I I I I I I I I I I I � x / A I I I I I I I \ 'X X �llllllllll \ VA�� RETAINING WALL //// \ / �x- XzX_ x�x-x-/x_x_x I I II I I I\ \\ \ \ 00 I v to IIII CAI I / IIII III % \ � a as �84 / � / // l SEE GENERAL NOTE #1 � — C� I� h— — �� _ - - � a I P AICEL NU(�BER I J \ / I r �/ / TA PIN / I \ \ I I \ / I \ 360,77676�1 a / I x� _ / I I \.d' ,� SB-201oo Ac I I \ \ \ \ \ w \ I I I I IM STREAM CROSSING NO. 3 �� ( III\I \I a \ V I / \ ` / I SEE SEDIMENT BASIN SHEET 01 CP-B004 D.B o801 �G. \ I I I A A V A A\ \ \ V A\ \ V A \ \ g6g- o TO REMAIN FOR ACCESS, A / SEE GENERAL NOTE#3 \ \\ \ � \ / / I Z NED:R 1 \ \ V A \ \PARAC L N 3 009 08100 \ C) SEE SHEET 01CP-B009 I \ 1 \ \ / I / M03 / �( 1 \ \ \ I \ \ \\ RR � \ \ D \\ I \� \ \\\ d / C M I /I I I ( CO.) I \ \ \\ \ \ \ \ \ \ \ DUNICA�V B NJ/AMIN \ \ \ A CD I \ \ \ V A / I / / / / I i / \ \\ \ \ V A \ W I \ 11\1 \II III I ( I p \ II I I I II I I I VA\AV 1\ V A A\ T �wcrrsE\D N IVA\\V CD EA�VED5A- 1A-N 34AC x B.496�PG.01 1 A V I \ZON R-1 (�ST CO.) 0 M M / B-N co SB-205 \v\A \ v\ — \ v z \ SEE SEDIMENT BASIN I \I \ I c SHEET 01CP-B005 II I \ III �`\ I \ — I Cb SEE GENERAL NOTE #3 o I \ I I �� 0 o \ \ M AVA \ / / I I Z V I I I I I I00 4 , / / 00 / \ V A PA CEL NU BER 221 5 \ I o 6 \ \ a AX PIN 361 070426 IIL 11M / I /l � 11 v v v \ I I v / A \ v I _ _ / j / / IIII I I I I A \��,�a ,��aa u��,t, \ I J) \ \ \ SEE SHEET 01CP-CO03 FOR CONTINUATION PROJECT MANAGER V. HAYNES, PE " - PIEDMONT LITHIUM CAROLINAS INC. N .�AR0 LITHIUM HYDROXIDE =off:of Es s/off.,% CAROLINA LITHIUM PROJECT SEAS = CONVERSION PLANT - °32°62 =4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT RECLAMATION PLAN - INSET B e ' PIE NT 3 5/31/2022 REVISED PER DEMLR COMMENTS %;a' F+�n cdaFJ ```Es) 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 ' """"" iiiii `` ` J H 1 L� Charlotte,NC 28202-2075 SCALE - 1" - 100� 01 C P-B 0 0 3 704.338.6700 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 0 0 100 CONSTRUCTION MAINTENANCE AND INSPECTION NOTES a 5 TOP OF BERM. ELEV 838.00 a a DRAINAGE AREA I a \ \ /DELINEATION SCL IF T 4 ( \ \ \ \ C C \ \ \ 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. r�j� \j\\j\\j\\j\\j\\j\\j\\j� ELEV 836.50 ��%\\/\\/\\/\\/\\/\\/\\/` 839.00 DISTURBANCE )I I I // // // // // // // // \//\//\//\//\//\//\//\//\// 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT � \/\/\/\/\/\/ a S B-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\\j/\��^��^�� ^��^�� i/`%/\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//` TOP OF BERM \ j J \\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\ 838.00 38.00 AREA WITH SEDIMENT CONTROLS. //\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\ \ \ \ \//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\/� / X \\\/\\/\\/\\/\\/\\/\\/\\j\\/\\j\\j\\j\\j\\j\\j\\j\\j \ / 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT 837.00 837.00 \ \ T CHAINLINK FENCE X J I THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS `\ \\ \\ \\ \\ \�`\�`\�`\�`\�`\�`\�`\�`\ \\ \\ \\ \\ \\�``/ EMERGENCY SPILLWAY 36.50 / / SEE DETAIL SHEET OOG-011 I / IMMEDIATELY.EA REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL SECTION B 836.00 36.00 011111 35.50 PRINCIPAL SPILLWAY PROPOSED SITE x ACCESS ROAD a C P � 835.00 35.00 D __�� CLASS 1 RIP-RAP •}, CM J ' > 834.00 .00 834.25 CLEANOUT ELEV. EMERGENCY SPILLWAY w NON-WOVEN GEOTEXTILE FABRIC COMPACTED FILL ON TOP OF / ELEV. 836.50 19', ELEV. 836.5 833.00 833.00 POROUS BAFFLES / P. SE DETAIL THIS SHEET, j BETWEEN ALL SOIL AND RIP-RAP. SEE DETAIL SHEET OOG-011 I , ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL SILT FENCE ALONG FACE OF SPREADER LIP TO O REMOVED. SEE DETAIL SHEET OOG-008 TOP OF FOOTER. o o VIRGIN GROUND 832.00 M 3:1 / j AjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjA�jA 3:1 ELEV: 836 ± a / I POND BOTTOM o /////////j//j//j//j//j//j//j//j//j//j//j//j//j//j//j//j//j//j//j//j//j// //j//j / 831.00 1 A-N ) I ELEV: 832.00 \/\/\/\/ o /\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\ 0 830.00 I � � I � \\i\\i\\i\\i\ / /\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\\i\ PIPE 1 A-N ( SEE CULVERT ° / / I I / \\//\\//\\//\\//\\ /\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\/\\ \ \ 0.00 0.49 0.61 1.01 1.30 1.5 9 1.90 2.21 2.89 SUMMARY TABLE ON SHEET OOG-005 OUT ROTECTION OP-201, Cumulative Storage (ac-ft) Imo- \ \ E SUMMARY SHEET OOG-005 / KEY IN RIP-RAP - KEY IN RIP-RAP N-12 ST HDPE PIPES, co BOTTOM OF POND SECTION A M I JOINTS SHALL BE SOIL TIGHT \ m ELEV. I DOUBLE INLETS AT EMERGENCY SPILLWAY Basin Size I LOW POINT, PROVIDE x NOT TO SCALE Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft) INLET PROTECTION 1 DURING CONSTRUCTION a % I ARM ASSEMBLY El833.00 0.00 20,173 0.00 72" OUTLET STRUCTURE WITH ° 834.00 1.00 22,098 0.49 SKIMMER AND 50 LF OF 30" G HP STORM ° DUAL WALL PIPE, ADS OR EQUIVALENT. 834.25 1.25 22,588 0.61 1 B-N `b / '4 / SEE DETAILS THIS SHEET 835.00 2.00 24,079 1.01 a M ' !� / x "C" ENCLOSURE 835.50 2.50 25,091 1.30 PIPE 1 B-N SEE CULVERT °0 �. � � � ° ° 836.00 3.00 26,116 1.59 SUMMARY TABLE ON \ \ ° 836.50 3.50 27,157 1.90 C SHEET OOG-005) ' � OUTLET PROTECTION OP-201, � a � SEE SUMMARY SHEET OG-005 ° "'� WATER ENTRY UNIT 837.00 4.00 28,211 2.21 ROPOSEDLDING / ' ' I , � PERSPECTIVE VIEW 838.00 5.00 30,362 2.89 PLANT OUTLET PROTECTION OP-201A, AND EQUIPMENT � / SEE SUMMARY SHEET OOG-005 PVC VENT SCHEDULE 40 ' / /a ip TOP OF BERM ELEV. 838.00 � \ PVC END CAP PVC ELBOW PIPE PVC PIPE TOP OF BANK 5" PIPE DIAMETER BASIN ACCESS ROAD WATER SURFACE I I ( 30' STREAM BUFFER SEDIMENT BASIN 201 PRINCIPLE SPILLWAY Skimmer Outlet DESIGN INFORMATION t t >5< I PVC END CAP 77- Desired Skimmer Drawdown Time (td)6 72 hrs �1 \ x 3 Outlet: Sediment Basin 201 Principle Spillway, Drop Pipe SCHEDULE 40 Desired Skimmer Drawdown Rate A) 6,696 ft /day 5" PVC PIPE Riser Top Elev: 835.50 ft PLAN VIEW PVC PIPE PIPE DIAMETER Skimmer Size 5.0 in Riser Length: 6.0 ft SCALE 1" = 50' 112" HOLES IN 6 Orifice Coefficient: 0.60 PVC TEE 2.25" UNDERSIDE DIA. F'L-- Head on Orifice (H) 0.333 ft Weir Coefficient: 3.1 E . INSTALL COLLAR WITH CORRUGATIONS CLCUTOFF TRENCH ALIGNS PVC TEE ORIFICE_ - Culvert Length: 70.00 ft VERTICAL. COLLAR TO BE OF SAME GAGE WITH � EMBANKMENT FLEXIBLE Calculated Orifice Diameter 72.241 in Culvert Diameter: 30.00 in AS THE PIPE WITH WHICH IT IS USED. COUPLING WITH Culvert Invert In: 832.50 ft 11 TRANSITION TO NOTES: Actual Orifice Diameter$ 2.250 in Culvert Friction Coefficient: 0.01 1 1 1 1 1 1 1 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS 7 Culvert Entrance Loss Coefficient: 0.90 BAND EXISTING GROUND SKIMMER PIPE Actual Skimmer Drawdown Time 71 hrs ilililil ilil �, l i l i i l i l i l i l i 1/2" X 2" SLOTTED � OTHERWISE NOTED. FILL MATERIAL 2�� 1 1 1 1 HOLES @ 8" C.C. 2' MINIMUM IF NOT = 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE Discharge: 62.37 cfs l i l i i i l l s 1 " STAINLESS 1 1 i 1 1 FOR 3/8"0 BOLTS CUT TO BEDROCK STEEL STRAP SOLVENT WELDED. JOINTS OF SKIMMER SECTION Required Discharge: 62.00 cfs Q 10 1 01 id 1 Oi 10 NEED NOT BE WATER-TIGHT. > 2"� j OD OF PIPE 1 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE PIPE BARREL STRUCTURE WITH WATER-TIGHT Id 1 101 01 Q 1 10' 1 10i 1 END V1 EW I " STAINLESS STEEL STRAP B ill l ill CONNECTIONS. I � ill � ili 1 i 1 Il � lli 2, SADDLE BRANCH CMP CONNECTION l l ill ill l ill ONE PIECE CONNECTING (EXTEND ADEQUATE DISTANCE FROM RISER) l u l l N MATERIAL SUITABLE EARTHEN BAND WELDED TO PIPE; ° RISER BUOYANCY CALCULATION W: 4' M N. CONTINUOUS WELD BOTH COMPACTED TO 95/o OF STANDARD FRONT VIEW SIDES OF BAND PROCTOR MAX. DRY DENSITY WITHIN ±2% OPTIMUM MOISTURE CONTENT FAI RCLOTH SKIMMER DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A CUT-OFF TRENCH MINIMUM OF 1.25 TIMES THE UPWARD FORCE. ANTI-SEEP COLLARS 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 1O' TOP OF WEIGHT = 15,220 lb RETRIEVAL ROPE EMERGENCY SPILLWAY, SEE DETAIL THIS THIS SHEET BERM WIDTH SHEET o_ 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 WEIGHT OF CONCRETE CONCRETE co ____ ___-- ------- 0.5' DEPTH OF FLOW BASE a a a d a a SEDIMENT CLEANOUT o❑ ❑oo❑❑ RIF] IF 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 lb MARK, ELEV 834.25 0❑❑❑ oo❑❑❑ oo❑❑❑❑o RISER CREST ELEV. 835.50 SKIMMER, 1 1 EMBANKMENT STABILIZED STRUCTURE WEIGHT = 15,220 lb + 19,200 lb = 34,420 lb SEE a WITH VEGETATION NOTES THIS EIT a 3 -CUT OFF TRENCH 3 BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3 OUTLET APRON BUOYANCY = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb io 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 a \\\\\\\\ III III III Oo�0 34,420 lb > 13,478.4 lb x 1.25 a 34,420 lb > 16,848 lb a a a° ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE 11 RECOMMENDED) FOR THE INLET BASE CONCRETE BASE - J 20' EVERY SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI. 7.0' x 7.0' x 1.0' 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 NOT TO SCALE SEDIMENT RISER BASIN NOT TO SCALE PROJECT MANAGER V. HAYNES, PE PIEDMONT LITHIUM CAROLINAS INC. .��''�N CARO SEDIMENT BASIN SB-201 , =�:••F�ss/o�;Z-; CAROLINA LITHIUM PROJECT PLAN VIEW & PROFILE DETAIL r SEAL ' 4 1/23/2023 REVISED PER DEMLR COMMENTS ��/q ff , ej LITHIUM HYDROXIDE CONVERSION PLANT PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS : �a' •" �5 ``�,:zST� -,,�F •... ,.....• ,,.� GASTON COUNTY, NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS -, R/E•K HP .� FILENAME - 01 CP-B004 440 S.Church Street,Suite 1200 L I T H I U M Charlotte,NC 28202-2075 1 8/27/2021 MINING PERMIT ., _ 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 VAVAAVAA�� 4 20'WIDTH 4VAVAAVAA� 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 ET a INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. \/\\/\\/\\i i i 'v0 O ri i i\\j\\j\\j Cumulative Storage �V/jV//V//V0//v/ 0 0 0" �/ // // // // // // g RIP RAP INFLOW PROTECTION I / // // // // // // // // ELEV 830.80 0//\//\//\//\//\//\//\// I I a 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT 833.00 SEE SHEET OOG-009 I � ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN � \ /�//�//�//�//�/ \ OUTLET PROTECTION OP-205A ( cn a AREA WITH SEDIMENT CONTROLS. AAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjA/A/A/A/A/A/A/A/A�jA�jA�jA�jA�jAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjA�jAA> TOP OF BERM SEE SUMMARY SHEET OOG-005 ° �A%/�A%/��%iA�A�`AA��// / 832.00 832.00 I 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT `\ VAAAiVAj�\jjVj\Yj\ THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS \,\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 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 \ a SHEET OOG-005) c 830.00 830.00 SILT FENCE 12" CLASS 1 RIP-RAP 80 D PIPE 5B-N PRINCIPAL SPILLWAY SEE DETAIL SHEET OOG-008 \ > I I 1 \ \ w 829.00 829.00 \ 1 I I 1 1 a NON-WOVEN GEOTEXTILE FABRIC 1 7.2', ELEV. 830.8 CLEANOUT ELEV. \ BETWEEN ALL SOIL AND RIP-RAP. COMPACTED FILL ON TOP OF 1 I I� 1\ t I I ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL 828.00 828.00 \ I ALONG FACE OF SPREADER LIP TO REMOVED. o VIRGIN GROUND I I TOP OF FOOTER. o 0 I \ Ico I :1 3:1 ELEV: 830 ± 827.00 BOTTOM OF POND I ° 3 TOP OF BERM ELEV. 832.00 ' A ELEV. 828.00 POND BOTTOM o o/ /A VA//% I V V ELEV: 828.00 % %%%%%%%��/��/��/%�/%�/%�/%�/%//�/%/%/%/%V/\ PROPOSED O // //AA//AA//AA//AA//AA//AA//AA//AA//AA//A//A//��//��//��//��//��//��//��//��//��//��//��//��//��//A//A�//AA//AA//AA//AA//AA//AA//A O 826.00 N ��/VA/ o /VA/VA/VA/VA/VA/VA/VA/VA/VA/VA/VA/VAVA��A��A��A��A��A��A��A��A��A/A/A/A/A/�A/�A/VA/VA/VA/VA/VA/VA/VA/VA 0 0.00 0.20 0.22 0.42 0.48 0.71 0.77 1.11 o PLANT BUILDING � AND EQUIPMENT \ AAAAAAAA AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA Cumulative Storage (a c-ft) X EMERGENCY SPILLWAY A � KEY IN RIP-RAP '- KEY IN RIP-RAP ELEV. 830.80 SEE DETAIL THIS SHEET A PROPOSED SITE SECTION A \ � BI� w ACCESS ROAD° EMERGENCY SPILLWAY Basin Size I \ Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft) 48" OUTLET S Io rJB-N NOT TO SCALE STRUCTURE WITH � � 1 � a SKIMMER AND 50 LF OF 24" HDPE 828.00 0.00 8,809 0.00 SEE DETAILS THIS SHEET co \ 24" HDPE PIPE ARM ASSEMBLY 828.90 0.90 10,182 0.20 @ 1% SLOPE I 0 829.00 1.00 10,387 0.22 1 � a 829.80 1.80 11,661 0.42 OUTLET PROTECTION OP-205 1 00 830.00 2.00 12,048 0.48 " ENCLOSURE SEE SUMMARY SHEET OOG-005 "C \ 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 \ \ BASINACCESSROAD PERSPECTIVE VIEW \ DRAINAGE AREA \ \I ° DELINEATION \ \ ` \ \ I I \ 1\ � a I -/�J \ \ ' a PVC VENT SCHEDULE 40 30' STREAM BUFFER/ C� PVC END CAP PVC ELBOW PIPE PVC PIPE I \ \ 0 5" PIPE DIAMETER 00 LIMIT OF DISTURBANCE WATER SURFACE a a SEDIMENT BASIN 205 PRINCIPLE SPILLWAY °° �� PVC END CAP SCHEDULE 40 � Skimmer Outlet � ° � PLAN VIEW Desired Skimmer Drawdown Time (td)s 72 hrs DESIGN INFORMATION 8" PVC PIPE SEE TABLE FOR Desired Skimmer Drawdown Rate A) 2,700 ft3/day Outlet: Sediment Basin 205 Principle Spillway, Drop Pipe SCALE 1" - 50' PVC PIPE PIPE DIAMETER Riser Top Elev: 829.80 ft 1/2" HOLES IN Skimmer Size 5.0 in Riser Length: 4.0 ft UNDERSIDE s Orifice Coefficient: 0.60 �INSTALL COLLAR WITH CORRUGATIONS PVC TEE 2.25" ORIFICE PLATE Head on Orifice (H) 0.333 ft 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 CUTOFF TRENCH ALIGNS Calculated Orifice Diameter' 1.423 in Culvert Diameter: 24.00 in NOTES: Culvert Invert In: 826.80 ft BAND FLEXIBLE a WITH 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 2" HOLES @ 8" C.C. OTHERWISE NOTED. Actual Skimmer Drawdown Time? 65 hrs Culvert Entrance Loss Coefficient: 0.90 i � i I i I i FOR 3/8"0 BOLTS EXISTING GROUND 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE IQ 101 1 101 d �Oi p SOLVENT WELDED. JOINTS OF SKIMMER SECTION Discharge: 21.07 cfs 2' MINIMUM IF NOT z � FILL MATERIAL NEED NOT BE WATER-TIGHT. 2"� �� OD OF PIPE CUT TO BEDROCK 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO Required Discharge: 21.07 cfs i0i i0i Q i0i bi END VIEW THE PIPE BARREL STRUCTURE WITH WATER-TIGHT B � i � i � i � i � i � i � i FRONT VIE'i''' CONNECTIONS. ONE PIECE CONNECTING FAI RCLOTH SKIMMER BAND WELDED TO PIPE; W: 4' MIN. CONTINUOUS WELD BOTH 2' NOT TO SCALE 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 V FREEBOARD RISER WEIGHT = 10147 lb STRUCTURE CLEANOUT RISER STRUCTURE MIN. 1' 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 - WEIGHT OF CONCRETE BASE = 5.5 ft x 5.5 ft x 1.5 ft x 150 Ib/ft3 = 6806 Ib a d SEDIMENT CLEANOUT ]11 ❑0000 0000000 //��/��/��/��/� /\ /\ /\ /\ / / � /�� EMERGENCY SPILLWAY ELEV 830.80 ( ) MARK, ELEV 828.90 0❑❑❑ oo❑❑❑ oo❑❑❑❑a RISER CREST ELEV. 829.80 STRUCTURE WEIGHT = 10147 lb + 6806 lb = 16,953 lb SKIMMER, 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 � � � � � � � � � � � \\�\\�\\ � � � � � � � � � � � 0 00 '00 16.953 lb > 5,990.4 lb x 1.25 ELEV 828.00 a - - - - - 16.953 lb > 7,488 lb a 4 a a 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. \A • AR� ''''- SEDIMENT BASIN SB-205, CAROLINA LITHIUM PROJECT :Q� PLAN VIEW & PROFILE DETAIL of SEAL 4 1/23/2023 REVISED PER DEMLR COMMENTS = 042062 LITHIUM HYDROXIDE CONVERSION PLANT klk 2 h�. PIE NT 3 5/31/2022 REVISED PER DEMLR COMMENTS '�%' �"'"" 4"�8�S� 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-B005 i H rr + + 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT ' ` 4 T 1--1 1 + Charlotte,NC28202-2075 SCALE - 1" = 50' 01 CP-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 - CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES 50 0 SDI 100 TOP OF BERM. ELEV 848.00 \ \ \ � 20WIDTH 4 \ \ Vi J LIMITS OF DISTURBANCE VAjAAjAAjA; C 4 CVAjAAjAAj� \ 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 i // / / 1 /\//\//\// / � � I I ' � �/ � 1\ \ SCALE IN FEET \\\\ � � \\ \\ \\ � Cumulative Storage INCH OR GREATER RAINFALL EVENT AND REPAIR IMMEDIATELY. / / / r r r O WATTLES INSTALLED \ / ) i // // // // // //'�, / // // // // // /\/\/\/\/\/\/\/ ELEV 846.50 ��%\/\ ALONG SLOPE \ i\//\//\//\//\//\//\//\//� \//\//\//\//\//\//\//\//\/, 849.00 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT \/\\/\\/\\/\ %\\/\\/\\/\\/\\/\\/\\/\\/ DRAINAGE AREA / i // // // / / // // // // // ��0 O O O O O O O O�� // // // // // // // // // \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \� 1�� \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ POROUS BAFFLES \ / ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. P LACED REMOVED SEDIMENT I N AN /\/\/\/\/\/\/\/\/\/\/\/\ /\/\/\/\/\/ TOP O F BERM DELINEATION �� SEE DETAIL SHEET OOG-011 \ \ AREA WITH SEDIMENT CONTROLS. \\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j�\\j�\\j�\\jam\\j�\\j�\\j�\\j�\\j:\l jN\Y\\j�\\j�\\j0y\\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�/ //�//�//�//�/ //�//�//�//�//�/ //�/ 847.00 847.00 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 AREA. SECTION B 846.00 46.00 45.5 PRINCIPAL SPILLWAY >\ 0 C 12" CLASS 1 RIP-RAP o 845.00 45.00 p / \ 844.25 CLEANOUT ELEV.844.00 .50 EMERGENCY SPILLWAY ( NON-WOVEN GEOTEXTILE FABRIC 1 ELEV. 846.50 \/ 1 9 , ELEV. 846.5 cry SEE DETAIL THIS SHEET BETWEEN ALL SOIL AND RIP RAP. COMPACTED FILL ON TOP OF/ cb / I ( ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL 843.00 ✓e843.00 / \ \ / \ ALONG FACE OF SPREADER LIP TO REMOVED. \ // O VIRGIN GROUND_ TOP OF FOOTER. o 0 842.00 0 P` \ 3.1 3:1 V: 845 / /\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\j\ ELE ± 48" OUTLET STRUCTURE WITH \ ` �i X \ I POND BOTTOM / SKIMMER AND 50 LF OF 24" DOUBLE / - \ \ I I / /\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\%\\ /\\%\\%\\%\ 841.00 BARREL H D P E / p. \ ELEV. 843.00 /\\ \\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\/\\ u \ S B-207 1 O /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\ O SEE DETAILS THIS SHEET / / 6 �� I \\\\\\\\\\\\ \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ 840.00 �//N//N// \ \ 0.00 0.25 0.32 0.54 0.70 0.87 1.04 1.23 1.64 \\\ OUTLET PROTECTION OP-207 /\/ /\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/ ` ,� \ I/ ❑ \\ SEE SUMMARY SHEET OOCP-005 J KEY IN RIP-RAP KEY IN RIP-RAP Cumulative Storage (ac-ft) I 1 SECTION A \\\\ WETLAND 1 ' I EMERGENCY SPILLWAY Basin Size \ \ 30 FT STREAM NOT TO SCALE Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft) ` TOP OF BERM ELEV. 848.00 I ' BUFFER Q �� / / / BOTTOM OF POND00 843.00 0.00 10,116 0.00 RAP INFLOW PROTECTIONI ELEV. 843.00 \ ` RIP O I 844.00 1.00 11,727 0.25 SEE SHEET OOG-009 I 00-10 \ \ TOP OF BANK / 844.25 1 1.25 12,139 0.32 N I / ARM ASSEMBLY o 845.00 2.00 13,395 0.54 ` 00 1 \ \ 845.50 2.50 14,250 0.70 0 / ' 100 846.00 3.00 15,119 0.87 X- X �� I � °° 846.50 3.50 16,003 1.04 C ENCLOSURE C 847.00 4.00 16,900 1.23 ° 0 848.00 5.00 18.737 El 1.64 \ `+♦ ` a o \ I a aftft now a a '-- WATER ENTRY UNIT A y a °� / �°° ° / PERSPECTIVE VIEW BASIN ACCESS ROAD 838 a1 PVC VENT SILT FENCE I SCHEDULE 40 SEE DETAIL SHEET OOG-008 / ® STREAM CROSSING NO. 3 PVC END CAP PVC ELBOW PIPE PVC PIPE /X SK-242 / SEE SHEET 01CP-B007 5" PIPE DIAMETER Skimmer Outlet SEDIMENT BASIN 207 PRINCIPLE SPILLWAY b< WATER SURFACE wn Time (td)6 72 hrs DESIGN INFORMATION � I I �X Desired Skimmer Drawdo PLAN VIEW °°° °° PVC END CAP SCHEDULE 40 Desired Skimmer Drawdown Rate A) 3,474 ft3/day Outlet: Sediment Basin 207 Principle Spillway, Drop Pipe SCALE 1" - 50' 8"PVC PIPE Riser Length: 80 ft Skimmer Size 8.0 in L Riser Len the: 4. ft PVC PIPE SEE TABLE FOR Head on Orifice (H)5 0.500 ft Orifice Coefficient: 0.60 INSTALL COLLAR WITH CORRUGATIONS PIPE DIAMETER Weir Coefficient: 3.1 VERTICAL. COLLAR TO BE OF SAME GAGE 1 ND HOLES IN UNDERSIDE Culvert Length: 50.00 ft AS THE PIPE WITH WHICH IT IS USED. PVC TEE 2,25" ORIFICE PLATE PVC TEE Calculated Orifice Diameter 1.458 in Culvert Diameter: 24.00 in CUTOFF TRENCH ALIGNS a Culvert Invert In: 841.20 ft BAND WITH EMBANKMENT Actual Orifice Diameter 1.500 in - 1/2" X 2" SLOTTED Culvert Friction Coefficient: 0.01 Actual Skimmer Drawdown Time 68 hrs 2" i i i 1 i 1 i i i 1 i i i i i i i HOLES @ 8" C.C. FLEXIBLE NOTES: Culvert Entrance Loss Coefficient: 0.90 FOR 3/8"0 BOLTS EXISTING GROUND HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS iQ i0� Oi d �Oi i0 OTHERWISE NOTED. Discharge: 25.22 cfs z FILL MATERIAL > 2" �-� ►- OD OF PIPE 2' MINIMUM IF NOT 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE Required Discharge: 25.22 cfs i i CUT TO BEDROCK SOLVENT WELDED. JOINTS OF SKIMMER SECTION �d �01 1 �a 10 I 1 o� 01 NEED NOT BE WATER-TIGHT. B J 1 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO 1 ONE PI THE PIPE BARREL STRUCTURE WITH WATER-TIGHT ECE CONNECTING EN VIEW FRO NT VIEW CONNECTIONS. BAND WELDED TO PIPE- RISER BUOYANCY CALCULATION W: 4' MIN. CONTINUOUS WELD BOTH 2' FAIRCLOTH SKIMMER SIDES OF BAND SUITABLE EARTHEN MATERIAL 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 V 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❑ ❑oo❑❑ oo❑❑❑❑o // / // // // // // // // // // // // // 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 Ib MARK, ELEV 844.25 1111 oo❑❑❑ U E1111. 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 3 CUT OFF TRENCH 3 24" DIA. CMP - OUTLET APRON BUOYANCY = 96 ft3 x 62.4 Ib/ft3 = 5990.4 lb I I DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) BOTTOM OF POND INN. ELEV 841.20 24" DIA. CMP o �Oo oC) A ELEV 843.00 III III III \\ \\ \\ III III III 000°00 18,247 lb > 5990.4 lb x 1.25 \ \ 18,247 lb > 7488 lb a a a° 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 "fill,, PIEDMONT LITHIUM CAROLINAS INC. �N•....... CAR0/' ,� o�:••F�SS,o•...% : CAROLINA LITHIUM PROJECT SEDIMENT BASIN SB-207, _ to ��'.� SEAL � � = PLAN VIEW & PROFILE DETAIL 4 1/23/2023 REVISED PER DEMLR COMMENTS .�.(ILIaiGl 'IG LITHIUM HYDROXIDE CONVERSION PLANT PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS ',9�•• �0INEF •�� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�,,�FR/ .......... •K•• �.`� FILENAME - 01 CP-B006 440 S.Church Street,Suite 1200 ��,,1�� L I T H I U Charlotte,NC 28202-2075 1 8/27/2021 MINING PERMIT ., _ 01 C P-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 Eh Ex Ex Ex \ \ 1 \ \ \ \ I I .xox\\xox4 '� SB-207OUTLET f ♦ V A \ I II \ \ STRUCTURE \\ �OIL SB-207, SEE SHEET 01CP-B006 \ ♦% \ \ \ \ \ \ \ \ \ I �t► i \ �;'�� \ V A A V A A V A I I 20 0 20 40 D } A SCALE IN FEET V A \\ V A WETLAND AREA 4 / SEE SHEET 1 I ♦k'k•k� k.k.k♦� NOTES: \ an '\ \ \ I \ \ \\ \ \ \ \ \ / / 1. STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM. • SILT FENCE (TYP) \ \\\ \ \ \ \ \ I // // / 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." 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 \ ; ' 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. DELINEATED STREAM TOPS OF BANK /� I I \ \ \\ ' I I I 4. SEE SHEET 01 CP-B008 FOR PHASE 2 EROSION CONTROL MEASURES. I \ \ \ \ I /♦ 5. SEE SHEET OOG-002 FOR LEGEND C ' 00 } 49I' I I 1 \ I I 1 00 I 4r �!} / TEMPORARY SPAN .}♦}�• TIMBER MAT �} 41 PROVIDE BREAKS IN SILT FENCE AS .x■x■x■x■x■x■x■x■x♦} � / / / / NEEDED FOR SITE ACCESS ■x■x■x■x■x■x■x■x■xr� / I TEMPORARY STREAM CROSSING, / / SEE NOTES THIS SHEET, / NO IMPACTS ALLOWED TO STREAM, / SEE DETAIL SHEET OOG-010 / 0x0x0x0X0XEXExMxMxMxwxT / / / ♦+�♦+♦ .x■x■x■x■x■x■x■x+4 A-• / / ♦+♦++♦+ ♦ + ♦ / I / I / / / / / � +♦++♦+ + ! / / / / / ♦+ ♦+ �.1,' / i / / / / .+♦+.'+ l + + 10, k�k�k41k�kl ♦�•��•�� / ♦+♦♦+♦+ .k.k♦k♦k♦�k♦k♦x♦ l♦�•* ♦�•�♦� / / I / / /� / / / SEE NOTE 3 I I / / ♦+♦1 41 ♦k♦ Ark +♦* / ' / / / / / / THIS SHEET I I + 41 + I� / / / / /I 1 / I I I I ♦�♦+ + + #4r 1 A� ''+wo ♦� ♦+' +♦ +♦� � \ � LIMITS OF DISTURBANCE 1 / / / \ I \ / I I I I I I I 41 I ♦+ ♦+ \ A 41 I I I I I I PROJECT MANAGER V. HAYNES, PE " PIEDMONT LITHIUM CAROLINAS- INC. STREAM CROSSING NO. 3 o` CAR o ..........%o CAROLINA LITHIUM PROJECT - _`'Z SEAL - PHASE 1 4 1/23/2023 REVISED PER DEMLR COMMENTS G:I�G�� . LITHIUM HYDROXIDE CONVERSION PLANT ROAD TO PLANT AREA i 31�i nes 19 EST) P I E DPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS '',�9� �IN •''� .` GASTON COUNTY, NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�,F�'/ Py �•` FILENAME - 01CP-B007 440 S.Church Street,Suite 1200 i E K' N ` 1 8/27/2021 MINING PERMIT T I"-I U Charlotte, 704.338.6700 2075 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 20' 01 CP-13007 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�ix.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 �N••CAR C"",,��' PIEDMONT LITHIUM CAROLINAS INC. =QoFESs,0 CAROLINA LITHIUM PROJECT STREAM CROSSING NO. 3, r - SEAL PHASE 2 • ® `� '� LITHIUM HYDROXIDE CONVERSION PLANT ROAD TO PLANT AREA 4 1/23/2023 REVISED PER DEMLR COMMENTS Lva'krieHaynes(Jan3o�o• ) PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS ',9�••••.��. N�,:•�•��•` 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 ��,,��i�� 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 / 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 O 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 I / / / __- -- / •.• / 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. '�— _/ / 836 / •••%•• j / 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 834 1 ' Q MATERIALS. DELIVER AND PLACE THE STONE FOR THE PLUNGE POOL IN A MANNER THAT WILL ENSURE B 832 I / / / Q THAT IT IS REASONABLY N THE LARGER STONES. PILO US T SMALLERITH THE STONES L IN VOIDS SPALLS FILLING THE ACE SONE FOR THEPL NGEPOOA MAN ER TO PREVENT BETWEEN DAMAGE 830 / / / / 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 / / j / / REPAIRS IMMEDIATELY. SEE NOTE 3 a DITCH OUTLET PLUNGE POOL DETAIL / 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 //j / 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 PIEDMONT LITHIUM CAROLINAS INC. STREAM CROSSING NO. 3 o` CAR �_:Ss/0�.' ' CAROLINA LITHIUM PROJECT RECLAMATION - SEAL - 4 1/23/2023 REVISED PER DEMLR COMMENTS ; �� D � � LITHIUM HYDROXIDE CONVERSION PLANT ROAD TO PLANT AREA P I E DPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS �' � �ai N •y�`.``� GASTON COUNTY, NORTH CAROLINA SHEET 30 HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �� R/E'K'•NP � FILENAME - 01CP-B007 440 S.Church Street,Suite 1200 ' ��i ` ` �I 1 8/27/2021 MINING PERMIT ��""""�� 01 CP-B009 L I � 1—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 � � . v X, ii � , ♦ / , l �� '� v - � A � � �\\\ Aso�- - - 1 � � / � ♦ \ \ \ \ \ I v v / -- ,S K-2/�1/I/4 4 845 V/l\1/�I1-I/V/I./�//1�II//\//rA////�I//iI.1�/'///I\/I/1 I��/�\II///\/\I k I 8l I�I•I�l�mo 1�`I/�2„//\�I/�i/1I-///\0/I'/\/I/1�1�=//I II\V��Ivl I-/v=/�I/I/\\I A\//X\I\I\�I I/��//_�/\/I�nII/\'�1\\w/♦I/1 I�\I`I/\/\/I/1I\\N-/\��I�J�/XA\�/V/_\A�/)1'\-\I\//�/\II I\\)/\/\/!/xIi l\�\\\/\I/I IIi/\\�(/1x\/\/\-/\\aV\��\I�/\+/�_xI\-�I�I//-+v��\/�,-t`I/�,�,I AI�V�/II\ I/��I I/x I��x1 I��l�\)�/-\�//I//�X\-\I+I I\/I/II II/�/./II/II/I I�I1/xI�II I�I�/�_I�I I♦1�I///�////�I\II X�/I�V°-I�`I\v\�I/-7�A��\\x�II�X/\\�'I`�/\I V�I��I�/�/iI x�-A�III��/I�I\��/III/;dI\�/X/\/�\I\vA/'}I/II\E/I�X/\ l/�Ii A I�\��II\�V=�J\V-1�I/y\�``I�`A�v/\I/\/I,/��,V�I,�`��1\/,\/V��I'//��I\/\��'//V/��AA��\/��\\\-/\//��I\oI\I//\/IFA\��1�I\Iv�\/�\i l/'�\/v��i�"/A//��.°�V"!\�1;%I\�1 I�V//\�/I/III�/A�III A/�I�/��\�4�V\v/\��1//�I-♦A I�II I V/`��\\�\\/\///1�♦-/i\/AA\I/�1 I I=/I\I-\\,V\,I\1'�1%I\\/��,I\I\1AI\-�,I//v�/\1\\I\I#\I♦V\I-I--l�A V I V=\\ii�_�I\/`\\_\I\III��\l,\l/,\\\/=/I�\�II\/I-Ii�V I\\\\\_V��I\_�I\-II,��I II/��I\I��A�//�-_I\/Iv/\/,\+��\/A-�1-I�/I\��I_,I I V/,I�A i//\-\/-}�_�,/I�/��I/\\I/-I,��/_+�}�_��I�/X T•I�-�_%IT I-/�"��♦-n/�_/��\-��//-/I.-I♦/I�1I�i�/ k�\//x/\\v\-/_1/�/`I�`�!///-�\,��\/vv/_-�lA�-\��v//�_-/�v VIA//-\-/8�v�AA/�\I�-'I�I l k/�/\A/��/\\I/v��I-�/A��/\1�//V/I/\I/-�\v��/-�A�/�`�\♦�\��y//II��\/v�-v/v///��,�\V/��♦�-�//\-A\-�A/�/_j-V��A\/V�/��fi_I�\/V,I�I y-V��A��\-\,v_''��%-�T`\�\-�-/�/� I A�\I�/�l/-�gVI\A_/-�_I--��/-,�A�l/�/_/\-/��l/-��\-/A-//\-_--/--_�\��I//I/i/-I�\_\_��/-♦1�//I\-__-�\i-/,��/�\-\-�/\,/\�__/�--\I-/�_\--j'v//��I�-/-�-A__�//�//_�,_�i \/��/=��/��\-\♦_/�/v�-\V/1/��a\\\A////�\62��I\-\\A,\/v\\\V_/ A v\1\\\�j V�_�\�V/\\vr��A\I�I/�\A\v�I�i-\Av►-\\Vv\1\V/\/�_vA�I*,��\-_�-/�\�\\�\A Iv I / I II- A� I I\ 1\\I \V \I v s2s.00 100 0 - 100 20 0 84e SCALE IN FEET t -ago-- � GENERAL NOTES: 844 STREAM CROSSING NO. 4 / 1. CULVERT TO BE INSTALLED FIRST IN PHASE 1 TO PRO V I D E FOR fl CL EA N \ SB-202SEE SHEET 01CP-0009 WATER BYPASS ACROSS SITE.SK-245 SEE SEDIMENT BASIN SHEET 01CP-CO04 ST-226 2. ALL SLOPES 3:1 AND STEEPER SHALL BE STABILIZED WITH NORTH AMERICAN GREEN S150. SEE DETAIL ON SHEET OOCP-011. 3. SEE SHEETS 01 CP-CO04 01 CP-CO05 01 CP-CO06 01 CP-CO07 AND �ST-224 01CP-CO08 FOR SEDIMENT BASIN DETAILS AND STAGE-STORAGE DATA / � ST-227 4. SEE SHEET OOG-005 FOR SEDIMENT TRAP AND SKIMMER BASIN SIZING. -007 FOR SEDIMENT TRAP AND SKIMMER BASIN DETAIL S .J � 9 SEE SHEET OOG SEE THIS SHEET FOR STAGE-STORAGE DATA.y \ \I 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 INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15 WIDTH OF\ SEE SEDIMENT BASIN SHEET 01CP-008 -X-X-XX- -X-X-XX- - - XX X-x - XxX- ftft 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. 82 A- 7 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. ST-225 8. SEE SHEET OOG-002 FOR LEGEND. \ \ V DELINEATED WETLAND I1 SEDIMENT TRAP AND SKIMMER BASIN STAGE-STORAGE DATA ST-224 4 DRAINAGE AREA Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl DELINEATION 820.00 0.00 1,081 0 PROPERTY BOUNDARY 10 METER CEMETERY 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 EXSTG CEMETERY SITE, 822.00 2.00 1,957 3,288 SEE NOTE 7 823.00 3.00 2,300 5,414 ST-225 w Elev. msl Depth ft Area s Cumulative Volume c 1,287 . . 0 STREAM BUFFER 30 FT C SEE SEDIMENT BASIN SHEET01CP CO05 813.00 1.00 1>575 1429FROM TOP OF BANK 4-I 814.00 2.00 1,889 3,158 815.00 3.00 2,228 5,214 PROPOSED FENCE LINE, 816.00 4.00 2,592 7,622 SEE NOTE 5 ST-226 SEE Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cflGENERALj 100-YR FLOOD PLAIN 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 4,5006 4- 4.00 2,300 6,62 DELINEATED WETLAND Soo ST-227 Elev. (msl) Depth (ft) Area (sfl Cumulative Volume fl 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 Depth ft Area (Sfl Cumulative Volume (cflElev. (msl) 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��a- AND SOUTH OF BEAVERDAM CREEK i ARE SHOWN ON PLANS BY MARSHALL SK-245 - Phase 1MILLER &ASSOCIATES A Elev. (msl) Depth (ft) Area (sfl Cumulative Volume ZONING SETBACK 840.00 0.00 3,964 0 841.00 1.00 4,470 4,214 PLANTING BUFFER 842.00 2.00 5,001 8,947 �8 843.00 3.00 5,558 14,225 844.00 4.00 6,139 20,071 Phase 1S K-249 Elev. (msl) Depth (ft) Area (sfl Cumulative Volume} (cfl 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 11,186I Rom / 81 15,919P PROJECT MANAGER V. HAYNES, PE PIEDMONT LITHIUM CAROLINAS INC. 0 ....- . o LITHIUM HYDROXIDE �SS7 - CAROLINA LITHIUM PROJECT SEAL ; CONVERSION PLANT EROSION o-8s0 4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 1 INSET C_ Va, ll akedf 3 5/31/2022 REVISED PER DEMLR COMMENTS %��I id I(Ja 03 3;GZT) HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS %� ��E•K••NPI��`PIEDPAONTGASTON COUNTY, NORTH CAROLINA FILENAME - 01CP-CO01 SHEET L � � � � � 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMITChart SCALE 100' 01 C P-0001 7 2075 - 1" -04 338 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-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 E . CD \ \ vA �� = vV \ \ \ � A ♦� L 88001 �I \\ AT TOP OF SLOPE 10-FT TALL \VA X 1� \ \ II o III I ' I {XX� 2A-N \ \ 100 0 1 00OR GREATER, INSTALL FENCE 200- EL84ROR GUARDRAIL FOR SAFETY \ C��I I PROPOSED a I \ \r \ \ V II I 1 / o , , I v 000 / 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 /o � � 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. JX ST-224�\ I I 11 / I II 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 2 - - - +� `X a \ 1 a \ d' o \ SEDIMENT BASIN DETAILS AND STAGE-STORAGE DATA. � `� A �� vv \ \ \ v WATTLES INSTALLED ALONG \ - - 0 20 �� \ // °�'2 \ ``sa I I I \ �� \ \\\ \ \ \ \ � - -� \ - - 82, a � \ \ \ \ \ \ 4. SEE SHEET OOG-005 FOR SEDIMENT TRAP AND SKIMMER BASIN SIZING. I I 1 I 1 \ I \ SLOPE _ + o r_x \ � � �+� � �x; 1i ' 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 \\ �� \\�� 1 \ \ - \\\\ \ \ \ DISTURBANCES HAVE BEEN MINIMIZED AND NO IMPACTS WILL BE ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK." RETAINING WALL 6. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING THE AT TOP OF SLOPE 10-FT TALL A\V �\ �x y �6, \\ \ °\ _ ��' -- ' \ \ \\ � \� ) x_� I I / ,, � -__- 1 „ \ � \\�I I � DEVELOPMENT. BREAKS IN THE FENCE LINE OCCUR WHERE IT OR GREATER, INSTALL FENCE \� ��\ d �X� \\\� % SEE GENERAL NOTE 5 x + \ \ INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15' WIDTH OF OR GUARDRAIL FOR SAFETY �A\ \� I I\\ ),_ '/ \ DISTURBANCE ACCOUNTED FOR ALONG PROPOSED FENCE LINE. ST-227 - 7. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN ST-225 UNDISTURBED. IF, DURING CONSTRUCTION, ANY UNANTICIPATED HUMAN REMAINS ARE FOUND OUTSIDE OF THE BUFFER LIMITS, CONSTRUCTION 1DELINEATED WETLAND SHALL BE HALTED UNTIL FURTHER INVESTIGATION CAN TAKE PLACE. �� j,x� -R 8. ALL UNDERGROUND UTILITIES TO BE INSTALLED VIA HORIZONTAL DIRECTIONAL DRILL OR CONVENTIONAL BORE IN A MANNER THAT DOES C \ NOT IMPACT THE DELINEATED STREAM. TSB-204 // VA 00 � I I / I) 1I I I / C �� SEE SEDIMENT BASIN I I a I ( co ♦ / I \ �� 9. SEE SHEET OOG-002 FOR LEGEND. PROPERTY BOUNDARY- }� I I I I 1 1 l / / I I I I I I I I SHEET 01 CP-CO06 I I I II 1I I �T10 METER CEMETERY ao ♦ / / / l / I I MI ENIT\ VI \V SEDIMENT TRAP AND SKIMMER BASINPROPOSED PLANT EQUIP\ A \ I SITE BUFFER � 1 1 _ CY) ♦ / / / I ' I I I STAGE-STORAGE DATA A-EXISTING CEMETERY SITE SEE NOTE 7 o ° ♦/� / / / / / / / I I� \ ST-224 I00 / ��/mil / / �� 1 \ Elev. (msl) Depth (ft) Area (s� Cumulative Volume (cfl I / / ♦ / / / \ \ \\ 820.00 0.00 1,081 0 00 �- 820.00 0.00 1,348 0 CO \ SB-203 ♦� / / XI STREAM BUFFER 30 FT I I I I I \ y Co1 - � / 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-0005 % � 823.00 3.00 2,300 5,414 S I N# L OTE 1 x MPROPOSED FENCE LINE, \PROPOSED ST-225SEENOTE6 UNDERGROUND Elev. (msl) Depth (ft) Area (sfl Cumulative Volum/ e (cfl ELECTRICAL \ 812.00 0.00 1,287 0 808 813.00 1.00 1,575 1,42 9SEE GENERAL NOTE 2 \ +?100-YR FLOOD PLAIN c V 814.00 2.00 1,889 3,158 WATTLES INSTALLED ALONG SLOPE \ o - \ a ` , �� x - 815.00 3.00 Z228 5,214 816.00 4.00 2,592 7,622 4 o ocov / - 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 �� 823.00 1.00 1,348 1,212 SILT FENCE / i 824.00 2.00 1,640 2,704 WATTLES INSTALLED /// + 825.00 3.00 1,957 4,500 A) 826.00 4.00 2,300 6,626 ALONG SLOPE AT TOP OF SLOPE 10-FT TALL I ST-227 OR GREATER, INSTALL FENCE Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl OR GUARDRAIL FOR SAFETY / PROPOSED SANITARY _ _ _ _ - _ SEWER FORCE MAIN - �� - _ __ - 820.00 0.00 300 0 CONVEYOR FROM MINE SITE 821.00 1.00 446 371 i SEE SHEET 02C0-D002 822.00 2.00 621 902 - / 823.00 3.00 821 1,620 RETAINING WALL \ \ \ 1 824.00 4.00 1,046 2,552 V, ALL SITE IMPROVEMENTS CROSSING - x AND SOUTH OF BEAVERDAM CREEK \\ / / / \ - - SK-244 ARE SHOWN ON PLANS BY MARSHALL \ - � MILLER &ASSOCIATES / / \ Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl x- x; / / x- x_k,x_� V/ / // // 1 841.00 0.00 2,726 0 ZONING SETBACK i i `x-x- i // � , ` � .i � i � / \\ \ ` / \\\ � , / i I - 842.00 1.00 3,147 2,934 i / / A - � 843.00 2.00 3,594 6,302 PLANTING BUFFER / / I // / `-_� I \ +� I / \ 8 I / \ V A \ / / i - - 844.00 3.00 4,066 10,130 \ I I / / ��✓j \\ I I \ \ \ k� \ / / - - _ // / '_ / / /, _ - / 845.00 4.00 4,563 14,442 SK-245 - Phase 2 Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl 840.00 0.00 1,263 0 i 841.00 1.00 1,577 1,417 842.00 2.00 1,946 3,175 �A I I I 11 II I I I l } / A \\ \� I I l i 843.00 3.00 2,321 5,306 I / / }/ / / \VA I I I // 844.00 4.00 2,721 7,824 \ I P RCEL NUMBER 15912� l I l \ \ \ I PROJECT MANAGER V. HAYNES, PE " - PIEDMONT LITHIUM CAROLINAS INC. ...�''�N CAR = �0 LITHIUM HYDROXIDE o�.•'��SS�o CAROLINA LITHIUM PROJECT - • �° -�'�� = CONVERSION PLANT - EROSION ' ;�/�/ SEAL 4 1/23/2023 REVISED PER DEMLR COMMENTS ,�' LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 2 - INSET C �[aleYie nes(Jan 3 �0�, �`Sr) PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS ',9�•' �I N��•• �� ` GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�",F�i'/E•K••NP .�` FILENAME - 01 CP-CO02 Suite L I T H I U 440 S.Church Street,Su 1200 " 01 C P-000� Charlotte, 28202ite 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 / co IIMCID / I EL 880.01 � 1 \ \\ \ \ \ \ \ ° � � � , / v vA V A \ \ \ vvv I I I \ \ \ I I �,— \ \ \ \ \ \ \ \ IIIII � 11 1 11I II EL8' / I I I B-N o0 00 I I � I \ � �6ti ��0 840 84z �4 — � ° _ SITE DACCESS E MAIN \ v \ v II I I �� `v\,A II \ SB-- 202 SEE SEDIMENT BASIN SHEET 01CP-CO04 SEE GENERAL NOTE 2 100 0 100 200 - ___�' — — — — — — _ I STREAM CROSSING NO. 4 1 I 'I_TO REMAIN FOR ACCESS. \��I / / I a I � \ \ \ \ I \ \ SCALE IN FEET — ✓ — I SEE SHEET 01 CP-0011 I I I I I \ \ \\ A VA \ 834 / � 00 � A/ GENERAL NOTES- � \ v v 1. ALL BUILDINGS AND EQUIPMENT TO BE REMOVED. AREA I I A 1 A I \ SB-206 - _ �� \ y —� —® I \ V / V \ A ° V V AVA\ \ \A \\ \ TO BE GRADED TO DRAIN AND VEGETATED. ROADS AND SEE SEDIMENT BASIN SHEET 01CP-007 — — \� RAIL AND RAIL ACCESS 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 \ 1 � \ \ "�� \ � � \ \ \ \ 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 Iv — __ — — \ \ �\�� \\� � \ \ \ \ \ _ ��\ 1 \\\� \\ \\ \ 2. BASIN TO REMAIN AS A MEANS TO SATISFY ANY FUTURE I NEEDS FOR STORMWATER COLLECTION. I x_ A \ \\\ \ \�\ 8 a RETAINING WALL� \ V A \� \ — _� a 3. SEE SHEET OOG 002 FOR LEGEND. ® �o \ _ 11 IA I ELINEATED WETLAND \ \ / I I 1 I � � / � / �/ �� 1 1 1 1 1 I I I I I I I Ilea \\\ 4D-N SEE GENERAL NOTE 1 �' 10 METER CEMETERY SITE BUFFER (� / PROPERTY BOUNDARY SB-204 oLO I I I SEE SEDIMENT BASIN SHEET 01CP-CO06 SEE GENERAL NOTE 2 \ �-�EXISTING CEMETERY SITE �� I / % / ) / STREAM BUFFER 30 FT / — x A_ M/ / I / I / FROM TOP OF BANK / / 11 \ I / / SB-203 / \ \ A SEE SEDIMENT BASIN SHEET 01CP-CO05 / co SEE GENERAL NOTE 2 I -- - X — — — PROPOSED FENCE LINE, �_ i \ SEE NOTE 3 — — — x —820- ; I I I A \ \ \ VA \ \ \ \ \ w 8 8 100-YR FLOOD PLAIN I / A I� \ \ I VA \\ \ —�— — �� _ cn"'_ �� — � �y �� g DELINEATED WETLAND RETAINING WALL // , \ — / ALL SITE IMPROVEMENTS CROSSING -- / AND SOUTH OF BEAVERDAM CREEK — _ ARE SHOWN ON PLANS BY MARSHALL — MILLER&ASSOCIATES / ZONING SETBACK /� / I k'k — i PLANTING BUFFER —8 4b ,4 - - ;��Il }/ I I/ / / / // /// 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 P RCEL NUMBER 15912 i PROJECT MANAGER V. HAYNES, PE " - PIEDMONT LITHIUM CAROLINAS INC. ..`�''�N CAR0 LITHIUM HYDROXIDE =o .•'��SS/o CAROLINA LITHIUM PROJECT - • �° - ' = CONVERSION PLANT- ON ' I: / SEAL 4 1/23/2023 REVISED PER DEMLR COMMENTS : V Ge6g LITHIUM HYDROXIDE CONVERSION PLANT RECLAMATION PLAN - INSET C nLH s(Jan30 P: S� GASTON COUNTY, NORTH CAROLINA SHEET PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS % 9 •••.� I NEB. HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ',F�i'/E•K••NPy FILENAME - 01 CP-CO03 L I T H I U t 440 S.Church Street,Suite 1200 " 01 C P-C 0 0 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 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/ / / / / / / 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/\/\//%\/% / 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 O P-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 \ ,� �� 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 NIT PERSPECTIVE VIEW WATER ENTRY U - -- PROPOSED ROAD i/ \ \ \ Skimmer Outlet I SEDIMENT BASIN 202 PRINCIPLE SPILLWAY I ( � a � 30' STREAM BUFFER � \� \ DESIGN INFORMATION I 1 I I I I PVC VENT SCHEDULE 40 Desired Skimmer Drawdown Time (td)6 hrs PVC ELBOW PIPE a Outlet: Sediment Basin 202 Principle S I PVC PIPE Desired Skimmer Drawdown Rate (Qd) 3,390 ft Spillway,/day p p� y, Drop Pipe PVC END CAP / LIMIT OF DISTURBANCE I I I 1 5" 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 0.500 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' 1.441 in Culvert Diameter: 24.00 in f 8" a PVC PIPE Actual Orifice Diameter 1.500 in Culvert Invert In: 824.50 t SCALE IN FEET PVC PIPE Actual Skimmer Drawdown Time SEE TABLE FOR 66 hrs Culvert Friction Coefficient: 0.01 CUTOFF TRENCH ALIGNS PIPE DIAMETER INSTALL COLLAR WITH CORRUGATIONS 112" HOLES IN Culvert Entrance Loss Coefficient: 0.90 VERTICAL. COLLAR TO BE OF SAME GAGE WITH q EMBANKMENT PVC TEE UNDERSIDE 2 25" 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 NOTES: FILL MATERIAL FLEXIBLE 2" HOLES @ 8" C.C. 2' MINIMUM IF NOT HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS i i 1 i BOLTS FOR 3/8"1 Q1 OTHERWISE NOTED. �q I i0i i 11Oi + id i �O1 1 10 �CUT TO BEDROCK z 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE B iE 2"� �� ►� OD OF PIPE 1 SOLVENT WELDED. JOINTS OF SKIMMER SECTION 3. HDPDE FLEXIBLE DRAIN TPIPE IS TO BE ATTACHED TO I- 1 of i0 0 10 Oi 1 THE PIPE BARREL STRUCTURE WITH WATER-TIGHT 2' L END VIEW FRONT VIEW CONNECTIONS. RISER BUOYANCY CALCULATION ONE PIECE CONNECTING BAND WELDED TO PIPE; SUITABLE EARTHEN DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A W: 4' MIN. CONTINUOUS WELD BOTH MATERIAL COMPACTED TO FAI RCLOTH SKIMMER MINIMUM OF 1.25 TIMES THE UPWARD FORCE. SIDES OF BAND 95% OF STANDARD PROCTOR MAX. DRY NOT TO SCALE 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 s 1 1 WITH VEGETATION 3 ° 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. .0 SEDIMENT BASIN SB-202 ,` o�:•FEss,o•..%-, CAROLINA LITHIUM PROJECT ' PLAN VIEW & PROFILE DETAIL SEAL 4 1/23/2023 REVISED PER DEMLR COMMENTS : LITHIUM HYDROXIDE CONVERSION PLANT i U ngH es(Jan 30, 0S: S PIE NT 3 5/31/2022 REVISED PER DEMLR COMMENTS %�9�'' �i N��•�•� �� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�,,%... ••NP��.`N FILENAME - 01CP-CO04 L I T H I U 440 S.Church Street,Suite 1200 ��11iiii11%0%�� 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 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 5 PIPE DIAMETER SILT FENCE ROCK OUTLET �� Skimmer Outlet SEDIMENT BASIN 203 PRINCIPLE SPILLWAY \ WATER SURFACE s DESIGN INFORMATION Desired Skimmer Drawdown Time (td) - hrs PLAN VIEW °°° ��° PVC END CAP Desired Skimmer Drawdown Rate A) 2,358 ft3/day Outlet: Sediment Basin 203 Principle Spillway, Drop Pipe SCHEDULE 40 Riser Top Elev: 810.50 ft 8" PVC PIPE Skimmer Size 6.0 in SCALE: 1"=50' \_ PVC Riser Length: 4.0 ft 50 0 50 100 PIPE SEE TABLE FOR Head on Orifice (H)5 0.417 ft Orifice Coefficient: 0.60 PIPE DIAMETER eirCoefficient: 3.1 SCALE IN FEET - CUTOFF TRENCH ALIGNS 1 /2" HOLES IN WITH j EMBANKMENT UNDERSIDE Culvert Length: 50.00 ft INSTALL COLLAR WITH CORRUGATIONS PVC TEE PVC TEE 2,25" ORIFICE PLATE Calculated Orifice Diameter 1.257 in Culvert Diameter: 24.00 in VERTICAL. COLLAR TO BE OF SAME GAGE - EXISTING GROUND Actual Orifice Diameter$ 1.250 in Culvert Invert In: 807.80 ft AS THE PIPE WITH WHICH IT IS USED. Culvert Friction Coefficient: 0.01 FILL MATERIAL 2' MINIMUM IF NOT FLEXIBLE NOTES: Actual Skimmer Drawdown Time 73 hrs Culvert Entrance Loss Coefficient: 0.90 CUT TO BEDROCK HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS BAND - OTHERWISE NOTED. Discharge: 24.86 cfs 1/2" X 2" SLOTTED 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE Required Discharge: 19.99 cfs 2 HOLES @ 8 C.C. L SOLVENT WELDED. JOINTS OF SKIMMER SECTION i 1 i 1 , i � FOR 3/8"0 BOLTS 1 NEED NOT BE WATER-TIGHT. B IQ i00i + id 0i i0 � 2"� �-• �� OD OF PIPE 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO END VIEW THE PIPE BARREL STRUCTURE WITH WATER-TIGHT Id 1I I I + I I I i 2� � LIf FRONT VIEW CONNECTIONS. 1 SUITABLE EARTHEN J iiiiiiiliii � RISER BUOYANCY CALCULATION i MATERIAL COMPACTED TO 95% OF STANDARD DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A PROCTOR MAX. DRY ONE PIECE CONNECTING FAI RCLOTH SKIMMER MINIMUM OF I I i i i i i i i i i i i i . 5 TIMES THE UPWARD FORCE. BAND WELDED TO PIPE; CUT-OFF TRENCH 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 FIE ME] oo❑❑❑❑o a MARK, ELEV 809.25 ❑❑❑ oo❑❑❑ oo❑❑❑❑o RISER CREST ELEV. 810.50 // //� , STRUCTURE WEIGHT = 10,147 lb + 8100 lb = 18,247 lb ° I �� 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�110000 oO 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' 20' 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. SEDIMENT BASIN SB-203, \�:••F�_sS,o•...% : CAROLINA LITHIUM PROJECT PLAN VIEW & PROFILE DETAIL SEAL =_ 4 1/23/2023 REVISED PER DEMLR COMMENTS = l�.�G� 2 � •� LITHIUM HYDROXIDE CONVERSION PLANT i&ie aNnes(Jan- GASTON COUNTY NORTH CAROLINA SHEET PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS 9\F,••G•I NE•,..\��`; HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �'�� R/E K NP ��` FILENAME - 01 CP-CO05 L ! T H F U 440 S.Church Street,Suite 1200 '�''��iiiiii�� Charlotte, INC 28202-2075 1 8/27/2021 MINING PERMIT SCALE - 1" - 50' 01 CP-0005 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 JX CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES RIPRAP INFLOW PROTECTION ` $� 1�I I OUTLET PROTECTION OP-2005 \ -� � SEE SUMMARY SHEET OOG-005 TOP OF BERM. ELEV. 818.00 ��/�/�/� 20'WIDTH 4 SEE DETAIL SHEET OOG-009 - 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 \/j\\/j\\/j\% 4 Cumulative Storage � �� I I it I I I► I g I \ i PROPOSED INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. 1 j� ELEV 816.50 j\\j\\j\\j\\j\\j\\j\\j 819.00 DRAINAGE AREA DELINEATION / PLANT BUILDING i\\/j\\/j\\/j\\/j\\/j\\/j\\/j\\/j\� �\ \\/j\\/j\\/j\\/j\\/j\\/j\\/j\\/j\\/\ I I //\AND EQUIPMENT 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT //\//\//\//\//\//\//\//\//\// ,�0 O O O O O O O O� /`//\//\ , \\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\� /\\/\\/ \\ TOP OF BERM ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \/\/\/\/\/\/\/\/\/\/\/ \/ o iV//V//V//V//V// / // 818.00 18.00 II co a AREA WITH SEDIMENT CONTROLS. A/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/�A, TOP OF BERM ELEV. 818.00 \ °° °I %< \\��\\�/\\//\\//\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\//\\//\ ` 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT \/� `/`\//\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\ \\ \\ \\ \\ \\ \\ \\/\\/ 817.00 EMERGENCY 817.00 ' / /\ \ \/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\��/ SPILLWAY 16.50 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 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 / 4B_N 12" CLASS 1 RIP-RAP M CLEANOUT ELEV. SEE DETAIL SHEET OOG-008 / o > 814.25 I I oNo I ° I °J 814.00 .00 I I w 1 m 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 00OOG-005) TOP OF FOOTER. o O o VIRGIN GROUND 812.00 / / / \ 'SEE DETAIL THIS SHEET ;/ m► I I i I �� // //\\j\\j/\\j\\j\/ 3:1 3:1 ELEV: 812 \j\\j\\j\\j\\j/\\j/\\j/\\j/\\j/\\j/\\j\\/\\/\\j/\j/\j\ ± O / /AjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAj//AAjA O 811.00 BOTTOM O F POND POND BOTTOM o V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//� /V//V/V ELEV. 813.00 // //A\X,vA/ AAAAAAAAAAAAAAAAAAA/ AAA >d ELEV: 813.00AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA�AA�AA�AA�AA�AA�AA�AA�AA�AA�A u SB-204 INLET AT LOW POINT, PROVIDE \ V/V/V/ o O / // // // // // // // // // // // // // // // // // // // // // // // // //�//�//�//�//�//�//�/////�//V/V O 810.00 /A\\A,A\\/INLET PROTECTION A\\ A\\ \\ \\ 0.00 0.32 0.40 0.67 0.86 1.07 1.28 1.51 1.99 \ \ \ DURING CO N T R U CT I O N Cumulative Storage (ac-ft) 00 KEY IN RIP-RAP SECTION A KEY IN RIP-RAP \ I C13 ° EMERGENCY SPILLWAY 48" OUTLET STRUCTURE WITH 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 T° Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft) I \I , (�, 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 BASIN ACCESS ROAD \ a "C" ENCLOSURE 815.50 2.50 17,279 0.86 C C0 00 0 0 0 816.00 3.00 18,198 1.07 \ \ 100 YEAR FLOODIP y� \ _ 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 WETLAND LIMIT OF DISTURBANCE 1 5" - - ,� >y PROPOSED SITE PVC VENT a ACCESS ROAD PVC ELBOW PIPE SCHEDULE 40 \ \ \ `y PVC END CAP PVC PIPE SEDIMENT BASIN 204 PRINCIPLE SPILLWAY �\ 30-FT STREAM BUFFER �< a PIPE DIAMETER Skimmer Outlet DESIGN INFORMATION i >A Desired Skimmer Drawdown Time (td)6 72 hrs I I \ WATER SURFACE ft3/da Outlet: Sediment Basin 204 Principle Spillway, Drop Pipe Desired Skimmer Drawdown Rate (Qd) 4,800 Y � � Riser Top Elev: 815.50 ft PLAN VIEW °°° °° PVC END CAP Skimmer Size 6.0 in Riser Length: 4.0 ft °° °O° SCHEDULE 40 Head on Orifice (H)5 0.417 ft Orifice Coefficient: 0.60 8" PVC PIPE Weir Coefficient: 3.1 SCALE: 1" - 50' SEE TABLE FOR 50 0 50 100 PVC PIPE PIPE DIAMETER 2.25" 7 Culvert Length: 50.00 ft 1 /2" HOLES IN Calculated Orifice Diameter 1.794 in Culvert Diameter: 24.00 in UNDERSIDE Culvert Invert In: 8012.50 ft CUTOFF TRENCH ALIGNS PVC TEE ' SCALE IN FEET PVC TEE ORIFICE PLATE Actual Orifice Diameter 1 Actual Skimmer Drawdown Time .750 in 76 hrs Culvert Friction Coefficient: 0.01 INSTALL COLLAR WITH CORRUGATIONS WITH q EMBANKMENT 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 Re uired Dischar e: 37.20 cfs 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS q g i i i i i i i i i I i i I BAND 1/2"X2" SLOTTED 2' MINIMUMIFNOT FILL MATERIAL OTHERWISE NOTED. HOLES @ 8" C.C. CUT TO BEDROCK 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE 2 i � lll�� SOLVENT WELDED. JOINTS OF SKIMMER SECTION FOR 3/8"0 BOLTS i0� i poi id i poi � p+ - NEED NOT BE WATER-TIGHT. B z 1 L 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO 2"� �� OD OF PIPE 1 THE PIPE BARREL STRUCTURE WITH WATER-TIGHT END VIEW FRONT VIEW CONNECTIONS. J 2' (i RISER BUOYANCY CALCULATION ONE PIECE CONNECTING SUITABLE EARTHEN FAIRCLOTH SKIMMER � 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/o 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 o❑ ❑NEID ME0111 (7.0 ft x 7.0 ft x 1.5 ft) x 150 Ib/ft3 = 11,025 Ib CONCRETE MARK, ELEV 814.25 ❑❑❑ j 717❑❑uuC❑1111 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 Ib/ft3 SKIMMER, ° SEE DETAIL - OUTLET APRON BUOYANCY = 96 ft3 x 62.4 Ib/ft3 = 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 T 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.•CARO SEDIMENT BASIN SB-204, �o�:••F�SS '%- CAROLINA LITHIUM PROJECT PLAN VIEW & PROFILE DETAIL SEAL 4 1/23/2023 REVISED PER DEMLR COMMENTS rzry 03206 , z LITHIUM HYDROXIDE CONVERSION PLANT P I E DPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS �v J�+' ,.•� GASTON COUNTY, NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '��FR/E.......NP FILENAME - 01 CP-CO06 r t ` + Y 440 S.Church Street, Suite 1200 1 8/27/2021 MINING PERMIT """'��iiiii��``�� "''1 F �J Charlotte, NC 28202-2075 SCALE - 1" - 50' 01 C P-0006 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\\//\\//\\//` �� 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 �(O 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 /V/V/ // // // // // // // // // // // //x//x// // // // // //�//�//�//�//V//�//�//�//�//V/\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 0.00 0.25 0.28 0.53 0.59 0.88 0.95 1.35 //\\\\\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 loan ELEV. 833.00A 4 _ - 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 Outlet SEDIMENT BASIN 206 PRINCIPLE SPILLWAY DESIGN INFORMATION Desired Skimmer Drawdown Time (td)6 has \ \ PVC VENT SCHEDULE 40 (Qd PVC ELBOW PIPE PVC PIPE Desired Skimmer Drawdown Rate ) 3,300 ft /day Outlet: Sediment Basin 206 Principle Spillway, Drop Pipe Riser Top Elev: 834.80 ft PVC END CAP \ \ \ 5\' PIPE DIAMETER Skimmer Size inRiser Length: 6.0 s Orifice Coefficient: 0.60 ft Head on Orifice (H) 0.417 ft PLAN VIEW WATER SURFACE Weir Coefficient: 3.1 Culvert Length: 50.00 ft SCALE: 1" = 50' 00 00 0 Calculated Orifice Diameter 1.487 in Culvert Diameter: 36.00 in 50 0 50 100 SCHEDULE 40 000 000 PVC END CAP Actual Orifice Diameter$ 1.500 in Culvert Invert In: 831.00 ft 8" PVC PIPE Culvert Friction Coefficient: 0.01 SCALE IN FEET CUTOFF TRENCH ALIGNS SEE TABLE FOR Actual Skimmer Drawdown Time 71 hrs Culvert Entrance Loss Coefficient: 0.90 � WITH � EMBANKMENT PVC P 2" HOLES IN PIPE DIAMETER - INSTALL COLLAR WITH CORRUGATIONS Discharge: 56.41 cfs VERTICAL. COLLAR TO BE OF SAME GAGE PVC TEE UNDERSIDE 2.25" ORIFICE PLATE Required Discharge: 56.41 cfs AS THE PIPE WITH WHICH IT IS USED. EXISTING GROUND PVC TEE FILL MATERIAL-\ I i I i i i i i I i i i I BAND 2' MINIMUM IF NOT I i I i i i i i i I i i I 1/2" X 2" SLOTTED CUT TO BEDROCK FLEXIBLE NOTES: HOLES 8" C.C. - 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS 2�� iiiiiiiilil iiI i iIII @ HOSE 1 I i I Q OI I 1 11 �OI , , FOR 3/8"O BOLTS 1 \ OTHERWISE NOTED. I \ idi �OiIo 1 z 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE B 2"� ►� OD OF PIPE SOLVENT WELDED. JOINTS OF SKIMMER SECTION Id 1 oI 110 I I �0 1 I01 I oI 2' 3. HDPDE FLEXIBLE DRAIN PPEIS TO BE ATTACHED TO END VIEW I i I i I I i i i I i I I THE PIPE BARREL STRUCTURE WITH WATER-TIGHT SUITABLE EARTHEN FRONT V CONNECTIONS. RISER BUOYANCY CALCULATION MATERIAL COMPACTED TO ONE PIECE CONNECTING WELDED TO PIPE; 95% OF STANDARD DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A BAND CONTINUOUS WELD BOTH PROCTOR MAX. DRY FAI RCLOTH SKIMMER MINIMUM OF 1.25 TIMES THE UPWARD FORCE. W: 4' MIN. SIDES OF BAND CUT-OFF TRENCH DENSITY WITHIN ±2% 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 a MARK, ELEV 833.90 0°❑°❑❑ oo°❑°❑❑ ]T❑1111110 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 ° - OUTLET APRON BUOYANCY = 216 ft3 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 QQ OOo 00 DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) C�D0000 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 = 4 1/23/2023 REVISED PER DEMLR COMMENTS /0 2�2IL = LITHIUM HYDROXIDE CONVERSION PLANT PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS �iv`�;� Sico GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '��F\E•K••NP��`� FILENAME - 01 CP-CO07 L I T H P U 440 S.Church Street,Suite 1200 SCALE - 1" - 50' 01 C P-0007 Charlotte, INC 28202-2075 1 8/27/2021 MINING PERMIT 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 �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 \\ f 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 \\ / ItDOUBLE 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 \ � I PVC VENT SCHEDULE 40 SEDIMENT BASIN 209 PRINCIPLE SPILLWAY PVC ELBOW PIPE PVC END CAP PVC PIPE Skimmer Outlet DESIGN INFORMATION 5" PIPE DIAMETER s Desired Skimmer Drawdown Time (td) 72 hrs Desired Skimmer Drawdown Rate A) 3,840 ft /day a 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 Elev: 825.50 ft SB-209 MAY BE REMOVED. Skimmer Size in Riser Length: 4.0 ft PLAN VIEW °° °O PVC END CAP Head on Orifice (H)5 0.500 ft Orifice Coefficient: 0.60 ° SCHEDULE 40 Weir Coefficient: 3.1 SCALE: 1" = 50' 8" PVC PIPE Culvert Length: 50.00 ft 50 0 50 100 PVC PIPE SEE TABLE FOR Calculated Orifice Diameter? 1.533 in Culvert Diameter: 30.00 in - CUTOFF TRENCH ALIGNS 1/2" HOLES IN PIPE DIAMETER $ Culvert Invert In: 822.00 ft SCALE IN FEET WITH q EMBANKMENT Actual Orifice Diameter 1.500 in Culvert Friction Coefficient: 0.01 INSTALL COLLAR WITH CORRUGATIONS PV TEE 2.25 ' PVC TEE UNDERSIDE ORIFICE PLATE Actual Skimmer Drawdown Time 75 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 2' MINIMUM IF NOT NOTES: Required Discharge: 36.89 cfs I l l l l i l i l l i i � FLEXIBLE i BAND CUT TO BEDROCK 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS - 1/2" X 2" SLOTTED HOSE OTHERWISE NOTED. 2" l HOLES @ 8" C.C. B 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE FOR 3/8"0 BOLTS 1 �Q I lob I lol Id � �o, ' �0 1 SOLVENT WELDED. JOINTS OF SKIMMER SECTION z NEED NOT BE WATER-TIGHT. 2"� �� OD OF PIPE SUITABLE EARTHEN 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO d IOi IOI Q i0l of 2' MATERIAL COMPACTED TO THE PIPE BARREL STRUCTURE WITH WATER-TIGHT 95% OF STANDARD E N D VIEW FRONT VI EV'd CONNECTIONS. RISER BUOYANCY CALCULATION PROCTOR MAX. DRY 1 o DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A I I I I I I I I I I I I DENSITY WITHIN ±2/o III ONE PIECE CONNECTING OPTIMUM MOISTURE FAI RCLOTH SKIMMER MINIMUM OF 1.25 TIMES THE UPWARD FORCE. I I I I I I I I I I I I I I BAND WELDED TO PIPE; CUT-OFF TRENCH CONTENT NOT TO SCALE DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) W: 4' MIN. CONTINUOUS WELD BOTH SIDES OF BAND NOT TO SCALE TRASH RACK 48" CONCRETE RISER SKIMMER, SEE DETAIL 10'TOP OF EMERGENCY SPILLWAY, SEE DETAIL THIS WEIGHT = 10,147 lb ANCHORED IN ANTI-SEEP COLLARS THIS SHEET RETRIEVAL ROPE BERM WIDTH SHEET 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 P DIMENSION) RISER WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH) x UNIT STRUCTURE ------ ------ 0.5' DEPTH OF FLOW WEIGHT OF CONCRETE 1 J4 SEDIMENT CLEANOUT WEIGHT OF CONCRETE BASE = (6.0 ft x 6.0 ft x 1.5 ft) x 150 Ib/ft3 = 8100 lb CONCRETE MARK, ELEV 824.75 U11 Ll oo°❑°❑❑ ]UL1❑11]° RISER CREST ELEV. 825.50 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 Ib/ft3 = 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 � � � � � � � � � � \ \ \ � � � � � � ��0000 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 Ililt,,/ PIEDMONT LITHIUM CAROLINAS INC. CARO SEDIMENT BASIN SB-209, F�SS;o z: CAROLINA LITHIUM PROJECT _� PLAN VIEW & PROFILE DETAIL .1000 f f / SEAL 4 1/23/2023 REVISED PER DEMLR COMMENTS ; = LITHIUM HYDROXIDE CONVERSION PLANT V iv s(Jan 30, 0� PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS %��• �I N�- ••' � �•` GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''��FR/E'K'•N P��` FILENAME - 01 CP-CO08 440 S.Church Street, Suite 1200 1 8/27/2021 MINING PERMIT 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. X4Mw \ TRAP ST-224 I I V I / / ■ A + +•�+•+ I I I I _ �/�� I \ � � � I III ► I \ 1 I I ♦+♦♦+� � V I \ � I I � I � IIII I � I\ ;� NOTES: \ !x! \ / / \ I ► II I I I I I��I ; 1. STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM. 820 �\ / \1 I III I I I I ♦ 'Ex E�Ex 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-01 ■ . r / / /I I I I X♦ •�rx.x.x.x.x.x.x.x.x.x.x Ex�.x Ex Ex Ex Ex Ex Ex�.x Ex Ex Ex.x� / / I 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 ; \ \ y 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.X,` \ \ \ \ I I / / / I I / I ' I ! � . 40INDICATED BY THE GPS DATA OBTAINED IN THE FIELD. FOR STREAM CROSSING LOCATIONS, / •k. X•k. ♦ \ \\\ \ 11 I I k . THE STREAM WILL BE GROUND-SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON X•X•X'k•k•k;k'X•k.k,X 40 ACTUAL GROUND-SURVEYED TOPS OF BANKS. / •X•X•X•.k:k•X / \ low am I I I ' �:�� \ TRAP ST-226. . . TEMPORARY SEDIMENT 4. SEE SHEET 01 CP-0010 FOR PHASE 2 EROSION CONTROL MEASURES. / • ♦ / \\\ \ �► � I ♦ \ \ . y / ♦f♦fig♦ \\ \ I I I I I I *�♦ \ 5. SEE SHEET OOG-002 FOR LEGEND. C � � ♦�♦♦+♦ v� \ � � \11 I I // I III I � . / / +♦�.+'+. \ ♦♦�+♦� I / / \ \ I I V♦♦*j \ 4 +♦ TEMPORARY SP 10, F / +♦ AN \ \ I V !+♦ A T _ — \ F F + \ +♦�+♦+♦ ♦\\ \ \ \\ \ \ \ ♦♦♦+ \ \ \ L E +♦+♦ TIMBER MAT VA I A \ \ \ ♦*+♦i \ +♦ +♦ A \ \ \ \ \ \ ♦♦+♦ V A +++♦+ \ - \ \ \ \\ + ♦ \ \ + \ \ \ +! 1x■x.x■x■x�tr + V \ VA \ \\ \ ♦♦ � / �X■X■X■X■X■X■X NIX VAA \ \ V A \ +�♦rl X■X■X■X.X.X: \\ / \ \ \ \ ♦x■x■x■x■\X■x■X� 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 + � \ \ ♦ \ \ \ \ \ x�k♦\�Ik \ + + \ '' y ♦+ ♦+ \ \\\ V A \\ \ \ +♦ ♦+ y / B \ � y� y V ♦��+♦ A \\\ V A VA \\ \ V AV A+♦�+♦ \ IL ♦+♦��♦�♦I y y RIPRAP INFLOW \ ♦�♦+♦ A VA\ A \ \\ \ \ i \ �c ♦-'4W .k♦ y\ PROTECTION (TYP) y +♦+♦+i+ \ \\\ \\\ \ \\ \ \ ♦ ! y_ y `4�k1 k�•�•X•X�X,k y� y > +♦♦+♦ \ \\\ \\\ \ \\ \ \ \ \ � y F — � x ■ 91 + + ■ X.k•XI X■•�■:•k.X■k•k ` /16 ♦+..+♦ \ \ \\\ \\\ \\ \\ \\\ \ ■ ■ \ •k _ K. + \ x k■ ♦ \ \ \ ■ \ TEMPORARY DIVERSION(TP) MOW �X•x•x♦Xman y v +♦+♦♦+ VA \ \\\\ \ \ I \ l� X♦X♦X•x1 y\ �► ♦♦ +♦+♦♦+♦ �\ �� \ \ \ i 824 \ X�X�X,k•x �♦ +♦i+t A I I IMOW ir1w x \ LIMITS OF DISTURBANCE ` •X♦x♦x•x.x ♦♦ \ ♦♦ x ■' I I ► I I I ► \\ \ \ i\ // .+ ♦ i I I ► X \ y■X.X.X.X.X•X■X■;X■X. \ I ++♦ I ♦ ♦� \ . I I I I I 1 \\ \ ♦+♦k�k�♦\k•X.X.X X■X■X■X■X■X■X■X■x■X■X■■X■X■X■X■X■X■X■X +♦+ ` '♦'s`■X�■ ■X■X■X■X■X■X■X■X■X/X_ am♦+.♦ I � � IIII I I I \ \\V A � � � �� low � goo — I SILT FENCE (TYP ` ♦+ ;' IIII I I I \\ \ \ _ ) ♦ \x I I I ` \ \ TEMPORARY SEDIMENT � \ V � � �` I I ► ► I A A \ \ \ TRAP ST-227 / � � � II I / � .� . ,71 \ IIII ► � � A \ \ V � i / / / / I � +♦+ ♦�♦� \ J I I I ► \ \V A \ �� A X■X•X.X■X.X■X■X■ \ \ yv I � � \ \\ \ \\V V A I TEMPORARY SEDIMENT TRAP ST-225 V I \ \ DELINEATED STREAM TOPS OF BANK V ► I \ \VA\� A PROJECT MANAGER V. HAYNES, PE " PIEDMONT LITHIUM CAROLINAS INC. •CAR0 STREAM CROSSING NO. 4 ss o�••'�': CAROLINA LITHIUM PROJECT ' PHASE 1 SEAL 4 1/23/2023 REVISED PER DEMLR COMMENTS /�t �.•�t LITHIUM HYDROXIDE CONVERSION PLANT RAIL TO PLANT AREA 3 5/31/2022 REVISED PER DEMLR COMMENTS PIE NT ,9�'•••• �e�`N� �•�7 .� T' 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-CO09 440 S.Church Street,Suite 1200 '�i� ii 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 ` +•+ .� \ . ! 1 I I I 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 • \ N 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 / \ \ \, ` +•+,k� •�• •�•! \ _ � 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 . � CAR o PIEDMONT LITHIUM CAROLINAS INC. STREAM CROSSING NO. 4 :�'o�.•F�ss/0�..'2�: CAROLINA LITHIUM PROJECT ' ? ° PHASE 2 `•� SEAL � 032062 =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 GASTON COUNTY, NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS R� HP ��` FILENAME - 01 CP-CO09 L I T H I U 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT " - 01 C P-0010 Chartotte, NC 704.338.6700 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 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 \ \ \ F �F —� _� �� 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 A 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 1 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 �\ \ \ `� NOT TO SCALE \ \ R V / DITCH OUTLET PLUNGE POOL, \ SEE DETAIL THIS SHEET \ V I I I \ \\ \ DIVERSION DITCH \ \ �� I \\\\V A NOTES:1STREAM 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 / 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 1 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 \ �� \ V % /j A�\\`�\ / I � � I � � � \\�� A 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 1 1 \ PROJECT MANAGER V. HAYNES, PE " PIEDMONT LITHIUM CAROLINAS INC. \A •CARo� '�- STREAM CROSSING NO. 4 =o�.oF�ss/o�•.'�': CAROLINA LITHIUM PROJECT ' �~ = rr�� SEAL RECLAMATION 4 1/23/2023 REVISED PER DEMLR COMMENTS va/ �') LITHIUM HYDROXIDE CONVERSION PLANT RAIL TO PLANT AREA lefie a es(Jan3 Eel GASTON COUNTY, NORTH CAROLINA SHEET 3 5/31/2022 REVISED PER DEMLR COMMENTS -97•••. 01 NEB .� \••••••••••••••• FILENAME - 01 CP-CO09 PIE NT HD 40 SglChurlcgSt Street,Suite 1200 the as 2 12/08/2021 REVISED PER DEMLR COMMENTS �, R;;'i"1 L 13 H I U Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT SCALE 01 C P C011 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 - 1" = 20' N.C.B.E.L.S. License Number: F-0116