The URL can be used to link to this page

Home My WebLink About2024.03.13 - ES&C Detailed Drawings Vol 1 -"'00� LITHIUM SHEET INDEX Series Sheet Number Sheet Name Scale 00-General OOG-001* Cover Sheet 1"=10,000' OOG-002 Legend Sheet NTS OOG-003* Site/Mine Map 1"=600' OOG-004* Reclamation Map 1"=600' OOG-005* Lithium Hydroxide Conversion Plant-Construction Sequence and Drainage Summary Details NTS OOG-006* Concentrate Operations-Construction Sequence and Drainage Summary Details NTS OOG-007 Erosion Control Details NTS OOG-008 Erosion Control Details NTS OOG-009 Erosion Control Details NTS PROJECT NARRATIVE OOG-010 Erosion Control Details NTS OOG-011 Erosion Control Details NTS OOG-012 JErosion Control Details NTS OOG-013 lErosion Control Details NTS THE PROPOSED PIEDMONT LITHIUM CAROLINAS,INC.PROJECT IS LOCATED IN GASTON COUNTY,NORTH CAROLINA 01-Lithium H roxide Conversion Plant JUST EAST OF CHERRYVILLE.THE PROJECT SITE ENCOMPASSES APPROXIMATELY 1,548 ACRES AND IS BOUNDED BY 01CP-001* Lithium Hydroxide Conversion Plant Erosion Control and Drainage Areas Phase 1-Overall Map 1"=200' HEPHZIBAH CHURCH ROAD TO THE WEST,DALLAS-CHERRYVILLE HIGHWAY TO THE SOUTH,AND LONG SHOALS ROAD 01CP-002* Lithium Hydroxide Conversion Plant Erosion Control and Drainage Areas Phase 2-Overall Map 1"=200' TO THE EAST.THE DEVELOPMENT CONSISTS OF VARIOUS COMPONENTS,INCLUDING THE CONCENTRATE OPERATIONS 01CP-003* Lithium Hydroxide Conversion Plant-Road Profile 1"=100' (PIEDMONT LITHIUM CAROLINAS MINE#1,CONCENTRATE PLANT,AND INDUSTRIAL MINERALS PLANT)AND LITHIUM 01CP-004* Lithium Hydroxide Conversion Plant-Rail Profile 1 1"=100' HYDROXIDE CONVERSION PLANT. 01CP-005 Lithium Hydroxide Conversion Plant-Rail Profile 2 1"=100' 01CP-006* LithiumHydroxideConversionPlant-Culvert Drainage Area Map 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 1"=100' 01CP-A002* Lithium Hydroxide Conversion Plant Erosion Control Phase 2-Inset A 1"=100' 01CP-AO03 Lithium Hydroxide Conversion Plant Reclamation Plan-Inset A 1"=100' 01CP A004 Lithium Hydroxide Conversion Plant Sediment Basin SB 208 Plan View and Pro ile Detail 1 50 .. \ .-_�;x._, -. - ,.• „_,.. - - -- :.- - -- - ,- - Lithium Hydroxide Conversion Plant-Sediment Basin SB-210-Plan View and Profile Detail 1"=50' O1CP A005 01CP-6001* Lithium Hydroxide Conversion Plant Erosion Control Phase 1-InsetB 1"=100' 01CP-B002* Lithium Hydroxide Conversion Plant Erosion Control Phase 2-InsetB 1"=100' !,; - Yam_ - • _: ;..:�,:. _ _ - - - - z I� --- t\: -. " 01CP-B003 Lithium Hydroxide Conversion Plant Reclamation Plan-Inset B 1"=100' -- \ < -; :`. �.,k:.« .�' _ ��__� ,• _. I I� � 01CP-6004 Lithium Hydroxide Conversion Plant-Sediment Basin 56-201-Plan View and Profile Detail 1"=50' • `. - - ".`•'_ :: --:. - '• \. �\ - 01CP-BOOS* Lithium Hydroxide Conversion Plant-Sediment Basin SB-205-Plan View and Profile Detail 1"=50' 01CP-B006 Lithium Hydroxide Conversion Plant-Sediment Basin SB-207-Plan View and Profile Detail 1"=50' 01CP B007 Lithium Hydroxide Conversion Plant Stream Crossing No.3,Phase 1,Road to Plant Area 1 20 01CP-BO08* Lithium Hydroxide Conversion Plant-Stream Crossing No.3,Phase 2,Road to Plant Area 1"=20' .. : - - \; � \ 01CP-B009* Lithium Hydroxide Conversion Plant-Stream Crossing No.3,Reclamation,Road to Plant Area 1"=20' Lithium Hydroxide Conversion Plant Erosion Control Phase 1-Inset C 1"=100' 01CP-CO02* Lithium Hydroxide Conversion Plant Erosion Control Phase 2-Inset C 1"=100' 11 I - * Lithium Hydroxide Conversion Plant Reclamation Plan-Inset C 1"=100' 01CP-0004 Lithium Hydroxide Conversion Plant-Sediment Basin SB-202-Plan View and Profile Detail 1"-50' < ---`— ''.__ ,' 'l- / m 01CP-COOS Lithium H droxide Conversion Plant-Sediment Basin SB-203-Plan View and Profile Detail 1"=50' • j f ' v 01CP-CO06 Lithium Hydroxide Conversion Plant-Sediment Basin SB-204-Plan View and Profile Detail 1"=50' - Lithium Hydroxide Conversion Plant-Sediment Basin SB-206-Plan View and Profile Detail 1"=50' 01CP-0008* Lithium Hydroxide Conversion Plant-Sediment Basin SB-209-Plan View and Profile Detail 1"=50' - Lithium Hydroxide Conversion Plant-Stream Crossing No.4 Phase 1 Rail to Plant Area 1"=20' - 01CP-0010* Lithium Hydroxide Conversion Plant-Stream Crossing No.4,Phase 2,Rail to Plant Area 1"=20' -- - - - SITE LOCATION - ,-- , - �� - �: .,. �p� 01CP-0011* Lithium Hydroxide Conversion Plant-Stream Crossing No.4,Reclamation,Rail to Plant Area 1"=20' r h; 02-Concentrate Operations - �� .,,,... - --:-...:: _._�' - - 02CO-001* Pre-Construction Drainage Analysis Map 1"=600' d _ / A,.,• 02CO-002 Concentrate Operations-Road and Conveyor Profiles 1"-100' \� -02C0 003 Concentrate Operations Road and Conveyor Profiles 1" 100' 02C0-004 Concentrate Operations-Road and Conveyor Profiles 1"=100' • ,;, ,',.;:�'�>.A - ,' ,�.' .. ,.. ;� _ 02C0-005 Concentrate Operations-Detail Sheet-Inset D,E,and F As Shown > v. 02C0-006 Concentrate Operations-Detail Sheet-Inset G and H As Shown 02CO-007 Concentrate Operations-Detail Sheet-Inset J and K As Shown 02CO-008 Concentrate Operations-Detail Sheet-Inset L,M,N,O,and P As Shown �.' •, -Cherr Ville ! - - _ : - r �'- - 'j _ 02CO-009 Concentrate Operations-Detail Sheet-Inset O,R,and S As Shown 02CO-D001 Pre-Construction Drainage Analysis-Inset D 1"=100' ',;itr 02C0-DO02 Waste Rock Pile Phase 1-Inset D 1"=100' • -' ;- , r •. .. _ .' . .. - : _ - Site/Mine Map-Inset D 1"=100' A �rti , , � _ 02C0-D004 Reclamation Map-Inset D 1"=100' : . - :, - __' `, 02CO-DOOS Sediment Basin No.10 Plan View and Profile Detail 1"=50' 02CO-DO06 Sediment Basin No.17 Plan View and Profile Detail 1"=50' -r 02C0-E001 Pre-Construction Drainage Analysis-InsetE 1"=100' 02C0-E002 Waste Rock Pile Phase 1-Inset E 1"=100' • _.. '>-- -. , , - _ ,. _ , ,' • � _ .,.': ,.,. -, �\, 02C0-E003 Site/Mine Map-Inset E 1"=100' ,,. "r. cur__;, •� ,\ �i�� - - :, ._ �- ,.%I - r .. -,.. ..' --- -.... '�:• - Map-Ins =02C0 E004 Reclamation et E 1" 100' r \ \ •�_,. iy ` 02C0-E005 Sediment Basin No.8 Plan View and Profile Detail 1"=50' 02C0-EO06 Sediment Basin No.9 Plan View and Profile Detail 1"=So, 02C0-1`001 Pre-Construction Drainage Analysis-InsetF 1"=100' .. - :._._. '� -- �• - Site/Mine Map-Inset F 1"=100' 02C0 F002 rt ;\ - - _ •, _, .,a - '� 02CO-F003 Reclamation Map-Inset F 1"=100' 02C0 G001* Pre-Construction Drainage Analysis Inset G 1"-100' \\ 02CO-GO02* Waste \ •' c 02C0--GO03* Site/Mine Maile et Inset I 1"=100' 02C0 G004* Reclamation Map Inset Gns G 1" 100' _- - ,, ,�;_, I ,�^ •:ti --. � `' - - \.\ ''� 4,' I ,:nT , 02C0-G005 Sediment Basin No.1 Plan View and Profile Detail 1"=50' 02C0-GO06 Sediment Basin No.2 Plan View and Profile Detail 1"=50' 02CO-GO07 Sediment Basin No.3 Plan View and Profile Detail 1"=50' r• 02C0 Go08 Sediment Basin No.4 Plan View and Profile Detail 1"-50' ' - _ - -;_- -• - - 02C0-GO09 Sediment Basin No.14 Plan View and Profile Detail 1"=50' - Stream Crossing No.1 Detail 1"=40' - _ - ,,,,r a. '• /e`' iw : �I =_- -' -'•�� - \\- i 02C0-G011* Stream Crossing No.1 Detail and Construction Notes NTS \( „ -- - $' . ,.; � " -' r -":--�,. "`T ': %-' - ,,• • _, ._\ `•-- .-. -' - -_ ' -. - . 02C0-H001 Pre-Construction Drainage Analysis-InsetB 1"=100' 02CO-H0o2 Waste Rock Pile Phase 1-Inset H 1"=100' - _ , _ ,` ,` \A •• - _ r-- - Site/Mine Map-Inset H 1"=100' -- •- 02C0 H003 02CO-HOO4 Reclamation '- y, - t .:. • - "• r.. .. .._ -- --- - ./ 02C0-BOOS Sediment Basin nallo.15 Plan View and Profile Detail 1"=50' Gastonia - S� i , 02C0-H006 Sediment Basin No.6 Plan View and Profile Detail 1"=50' -= :`. .-,-. - -. ^` - --_ • _�_. .. 02CO-H007 Sediment Basin No.7 Plan View and Profile Detail 1"=50' — .r 02C0-1001 Pre-Construction DrainageAnal is-Inset I 1"=100' ,.-; �-<. -- -- .',;: - -, _ . -„ .,`:. - - •-.... - '�-- -. ... � � 02C0-1002 Site Mine Ma -Inset I 1=100' ,. \-•�_ 02C0-1003 Reclamation Map-Insetl 1"=300' 4001,-' -- _ ::r - = _, -: _ � -., _� —`�\r.,•- � \�` �i � 02C0-J001 Pre-Construction Drainage Analysis-Insetl 1-"-100' 02C0-J002 C T)Otte Site/Mine 1"=100' .. �.� - {.� ;`"-- _ • - '� - "` 02C0-J003 Reclamation Map-Insetl 1"=100' 02CO-JO04 Sediment Basin No.16 Plan View and Profile Detail 1"=50' hh'� .!yF' 02CO-Ko01 Pre-Construction Drainage Analysis-InsetK 1"=100' - to/M =_ 02C0 KW2 Si ine Map-Inset K 1" 300' -` '•_ _° .. _ -- `\1,��V 02CO-KO03 Reclamation Map-Inset K 1"=100' 02CO-KO04 Whitesides Road Tunnel Crossing Detail 1"=40' 02CO-KOOS Whitesides Road Tunnel Crossing Construction Notes NTS 02CO-KO06 Sediment Basin No.18 Plan View and Profile Detail 1"=50' 02CO-1.001* Pre-Construction Drainage Analysis-InsetL 1"=100' Piedmont Lithium Carolinas Inc. Location Map 02CO-LO02* Site/MineMap-InsetL 1"=100' 02C -L003* Reclamation Map-InsetL 1"=100' 02CO-LO04* Stream Crossing No.2 Detail 1"=40' SCALE: 1 = 10,000' 02CO-LOOS* Stream Crossing No.2 Construction Notes NTS 02CO-M0o1 Pre-Construction Drainage Analysis-InsetM 1"=100' 02CO-MOO2 Site/Mine Map-Inset M 1"=100' 02CO-M003 Reclamation Map-Inset M 1"=300' 02CO-NO01 Pre-Construction Drainage Analysis-Inset N 1"=100' 02CO-NO02 Site/Mine Map-Inset N 1"=300' 02CO-NO03 Reclamation Map-Inset N 1"=100' 02CO-0001 Pre-Construction Drainage Analysis-Inset O 1"=100' 02CO-0002 Site/Mine Map-Inset O 1"=100' 02CO-0003 Reclamation Map-Inset O 1"=300' 02CO-Po01 Pre-Construction Drainage Analysis-InsetP 1"=100' 02CO-P002 Site/Mine Map-Inset P 1"=300' 02CO-P003 Reclamation Map-Inset P 1"=100' 02CO-P004 Sediment Basin No.11 Plan View and Profile Detail 1"=50' 02CO-POOS Sediment Basin No.12 Plan View and Profile Detail 1"=50' 02CO-QOD1 Pre-Construction Drainage Analysis-Inset Q 1"=100' 02CO-Q002 Site/Mine Map-Inset Q 1"=100' 02CO-QO03 Reclamation Map-Inset Q 1"=100' 02CO-RO01 Pre-Construction Drainage Analysis-InsetR 1"=100' 02CO-RO02 Site/Mine Map-Inset R 1"=100' 02CO-RO03 Reclamation Map-Inset R 1"=300' 02CO-S001 Pre-construction Drainage Analysis-Inset S 1"=100' 02CO-SO02 Site/Mine Map-Inset S 1"=300' P I E DPAON T 02CO-SO03 I Reclamation Map-inset S 1"=100' `Sheet Revised for ADI#4. SHEET NUMBER OOG-001 �=M :z PERMIT BOUNDARY LOCKING GATE EROSION CONTROL TYPICAL DETAIL INDEX Z = LITHIUM HYDROXIDE CONVERSION PLANT SETBACK WASTE ROCK PILE ACCESS ROAD / RAIL SPUR ACCESS ROAD Erosion Control Typical Detail Sheet Number LITHIUM HYDROXIDE CONVERSION PLANT 45 FT. BUFFER l.l.l.l.l.l.l.l.l.l.l.l.l.l HIGHWALL BERM Skimmer Basin OOG-007 Q CONCENTRATE OPERATIONS 40 FT. BUFFER Sediment Trap OOG-007 ® FILTER CLOTH / GEOTEXTILE LINING Sediment Basin OOG-007 DELINEATED WETLANDS Temporary Diversion OOG-007 HAUL ROAD CENTERLINE Permanent Diversion OOG-007 w 100 YR FLOOD PLAIN ❑ CONCRETE WASHOUT Slope Drain OOG-007 30 FT. TOP OF BANK STREAM BUFFER Screening Berm OOG-007 Highwall Berm OOG-007 DRAINAGE AREA LINES INSET MATCHLINE Screening (Sound) Wall OOG-007 - — — — — - W W— UTILITY - MUNICIPAL WATER LINE Level Spreader OOG-007 J DA-108 DRAINAGE AREA LABEL Flume OOG-007 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+oo ,+00 2+00 Culvert Inlet Protection OOG-010 E ® OUTLET PROTECTION CEMETERY BUFFER Skimmer Outlet Splash Pad/Plunge Pool OOG-011 Porous Baffles OOG-011 © LEVEL SPREADER ROCK CHECK DAM Security Fence OOG-011 O GRASS LINED EMERGENCY SPILLWAY �- EXISTING RAIL Trash Rack OOG-011 Temporary Stockpile OOG-011 SB-1 / SK20 / ST100 EROSION CONTROL STRUCTURE LABEL PROPOSED RAIL Rolled Erosion Control Products - Matting Slope Installation OOG-012 Rolled Erosion Control Products - Matting Channel Installation OOG-012 EXISTING TOPOGRAPHY CONTOURS PROPOSED BUILDING Pump Around Diversion / Dewatering OOG-012 PROPOSED OPERATIONAL CONTOURS 0 PROPOSED PAVEMENT Temporary and Permanent Non Lawn Seeding Measures OOG-013 Temporary and Permanent Lawn Seeding Measures OOG-013 PROPOSED TEMPORARY STRUCTURE CONTOURS J-HOOKS �- SURFACE FLOW DIRECTION ARROW - C SKIMMER C 1 CULVERT LABEL 0 0 u u CULVERT SEDIMENT BASIN OUTLET CULVERT J J W W SEDIMENT BASIN LINER SYSTEM (applies to SB-1 through SB-10) 0 a C.—.—.� HAUL ROAD BOX CULVERTS FOR CONVEYORS :� > > W W FLUME Of SB-1 / SK20 / MDO-01 NCG OUTFALL LABELSCq BEAVERDAM CREEK STREAM WATER INTAKE PIPE o POROUS BAFFLES LOCATION WATTLE Z N SLOPE DRAIN LOCATION Ts—Ts— TEMPORARY STOCKPILE w J Q FLUME / DIVERSION DITCH LOW WATER CROSSING DRIVE THRU = _ _ LITHIUM HYDROXIDE CONVERSION PLANT o o N SEDIMENT BASIN ACCESS ROAD Q Q N oLn WASTE ROCK CONVEYOR o RETAINING WALL ORE CONVEYOR o ARCH / ELLIPSE CULVERT SPAN w J o Fn Q w Q w CONCENTRATE PLANT / CONVERSION PLANT CONVEYOR W = Q SINGLE ARCH SPAN PIER CAP EXTENTS OF MINE PITS AND EXCAVATION —NEL—NEL— NON-ENCROACHMENT BOUNDARY LINE APPROVED 401/404 IMPACTS SCREENING (SOUND) WALL O GROUNDWATER WELL LOCATIONS V Z Z OBSERVATION WELL J Q � ROAD CLOSURE Z Q J V TEMPORARY CONSTRUCTION ENTRANCE 0 W OPC1 PERMIT CORNERS Q _ V Z � - x- x- x- x- 7 FT. ZONING FENCE LOCATION = 0 Z LU - x- x- x- x- SILT FENCE LOCATION (to be installed a min. of 10' off toe slope) 0 RECLAIMED/REVEGETATED O J V — RECLAIM LAKES O Z O 0 ElEXISTING BUILDING / STRUCTURE W Q ADJACENT PROPERTY LINE a C7 15 `11Ii1111 ,,' ADJACENT PROPERTY OWNER I hereby certify that this document was ;�.`��N•CA"Ro % prepared by me or under my direct personal supervision and is correct to the best of m p�' •��ss�0 •C� GASTON COUNTY PARCEL LINES knowledg and belief and that I am aduly y = =QQ�SEAL�9< '7 - 0.5% SLOPE GRADE license ofe io al gineer under the _ = _ SHEET NUMBER laws o �11 a e N h+ arolina. :� = 048820 ( Ignature � ••••• �Q �' OOG-002 Date: /13/2024 '�.,FGj/8 wN\ ',1111111110 N, N, i N -------- __-, I I ------- ", 1 11 11 A IN I 105 A�_--l'- I AN\ ,A V it I N Z��77- NI 624 - ----- - -4 fill '< "V '0 10 N PROP OSED WPMEN A-IS WE��il;WE�6W�R( f 7i\'\ N k 18 r AI N, I-- 1�1 I -- I I \I I\\\ _ I "" f I LU If 4 , 7 'If/j/p I.I I Y //1 , T, 1( ), WETLANE IN,\ I ------ 0.01 ACRES I I L /A' "SED 4, 4"1 ljj�j�l Nk I I, - §.?p / U ___/ , , ' ' CSX RAL RIGH-1 I KtL=A1V1 CROSSI NO.3 ream Imp WE _79 1- --------- C\I IM20\7 CD It =3 'WETLAND REAI' fPRO FN I NCENTRATE PLA C INT ANE lN ATERDITCH/ INDUSTRIAL MINERALS PLAN C 40 FRE WALLS LAN� II�EMEMRY SIM _AjNING �EA ENTRAN C53 > 01�40 23 CRUSHED ORE PAD IT iR IN I AKI=!,�, INZ3 �01 kLL E-E P 95 31 I CUPI, DWELLING 1,029 ft. -t izIB HURCH RD.' STREAM CROS �/fiWSED P (No Stream 11 STREAM ROSSINI NO.1- q ------ 'A (No Stream Irr PC7 NORTH PIT CONDITIONAL SE .,00- /Auur-03 M IfI-7 N HAUL ROAD T DA AN NVERSION PLAN fI 31 I )1/1,I!, z z tL C A CE M/YARD Lj Lj W Lj 50' �k�A�66�� 0 PC DA-62)CKIN ESID �ST OC O 1.1.1 1.1.1 1.1.1 1.1.1 1.1.1 S SK29 INIELL11' HAUL ROAD WASTE ROCK BERM#1 SU ECT PRO it 11 04 04 C� D' A-6�4' DA-74 C4 12'HIGH SCREENING (SOUND)WALL I C-7� C4 N N 04 ItDA-73 0 0 CN CONCENTRATE PLANTICONVERSION PLAN AGE PILE DA-10 CONVEYOR ACCESS ROAD NO.2 CATION 4.4 i0i PC75 1A EMULSION S I itAND BULK TRUCK PARK I'll AREA �74 t141,�IA(11' UTWPIT IN z-7 �D- ----- LE- 6� D�OOTH PIT 8tUL ROAD IGH SCREE ADJACENT PROPERTY OWNERS ROSSING fP 0 BOX 1578 LINDA C COTTINGHAM&DONALD DWIGHT 2331 CROYDON RD A n1a DR.KIM EAGLE,Ph.D.,COUNTY MAI GA IC 28053 60 159648 DICKER CHARLOTTE,NC 28207 160 WILL KISER RD 1 157871 REEVES&PATRICIA L BLACK 61 159U9 LINDA C COTTINGHAM&DONALD DWIGHT 2331 CROYDON RD NAD-83 GROUSE NC 20033 ROCKER CHARLOTTE,INIC 2a2O7 1527STMARK CHURCHIRD 150 WILL KISER RD 2 157872 DANNY R BLACK 62 159683 KIM&RICKEY 0 HENLEY FL,I ,E CROUSE,INC 28033 970 HEPHZIBAH CHURCH RD 607 ANTHONY GROVE RD (42 3 157876 STACEY L REEVES C/O ALISON REtvtS 63 159785 THOMAS L&IVA C BRADLEY CROUSE,NC 28033 CROUSE,NC 28033 1733 HEPHZIBAH CHURCH RD 210 WILL KISER RD CKING GATE L B 64 160752 TERRY SCOTT LINEBERGER CITY, 4 157877 BRUCE E&GARY S KISER CROUSE,NC 28033 BESSEMER INC 28016 104 HAV 6100 PINTAIL RD a_ 5 157917 CLAUDE H ADERHOLDT HEIRS 65 160763 BRIENDAHOPPER /SOUTH Pl. IOAK RIDGE INC 27310 BESSEMER CITY,NC 28016 'od 4117 MOUN 6 157933 DAVID P&ADA B CABANISS PO BO�361 66 160764 KAREN CARRINGER HAY LIFE EST CROUSE,NC 28033 ------ LLJ 207 HAY DR 7 157945 GAR-MAC DAIRY INC 3848 CROUSE SCHOOL RD 67 160765 BILLY D&DOROTHY SANSING BRADY Ld Ld ItCROUSE.NC 28033 BESSEMER CITY,NC 28016 C CD 2 U') KAREN H S RONCE&ROBERT 6 104 WILL KISER RD 68 160766 BRENDA H HOPPER + 8 157947 I/ 1< �HARDISON CROUSE,INC 28033 BESSEMER CITY,INC 28016 114 WILL KISER RD 9 157950 JEFFREY A OXIENDINE CROUSE,NC 28033 UNCOUITON,NC 28092 < a_ SANDRA H WRENN CIO SANDRA W 1408 LABORATORY RD 69 160767 Fk------ 00 10 157961 MICHAEL J HERRtN 3941 FALLSTON RD V, 825 IEPHZIBA CHURCH RD 70 160794 LYNDA H HUFFSTETLER CROUSE,NC 28033 0 6NEWY,NU 21,1151) PO Box 824 175ADERHOLDTRD 11 157962 DAVIDGHOWE 71 160800 JAMES EDWARD&DIANE WIGGINS GOINS 28660 175 ADERHOLDT RD ------ 12 157963 72 160802 JAMES EDWARD&DIANE WIGGINS GOINS 817 HEPHZIBAH CHURCH RD Iff r MICHAEL SHANE THOMPSON ISSEMER CITY,NC 28016 HtGid'Sp "qjS VANCE ALLEN KIRBY&DEBRA S 312 HEPHZIBAH CHURCH RD 0 BE WIDEN, BE A CROUSE,NC 28033 ALL LIJ 1210 WILL KISER RD 73 198233 CROUSE,NC 28033 KEMPSTON CROUSE,NC 28033 Lj LLJ Z BRUCE E&GARY S KISER 13 157985 25 2 LINCOLNTON HWY D ilk 74 198234 GEORGE BENNETT ALLEN 14 157989 HERMAN DENNIS&JANICE D KISLK 752 HEPHZIBAH CHURCH RD --- ------ I CROUSE,INC 28033 CH RRYVILLE,NC 28021 L - - - - - - - -PO BOX 325 III - --------- 0 0 0 1 a- 15 157990 MICHAEL CARL&GAJL COOK BRACKETT 1835 ST MARKS CH RD 75 199245 GROVER BRADFORD HAY CROUSE,NC 28033 KINGS MOUNTAIN,NC 28086 7F t II1 1 OAKLEY LN 16 157993 JOHN B HOLLAND 1843 ST MARKS CH RD 76 200341 LEIGH ANN CARPENTER PRUITT CROUSE,NC 28033 CHE RYVILLE.NC 28021 1823 ST MARKS CHURCH RD PO BOX 1698 10 T7 200508 CARLOS A&SUSAN D TRAVERIA 17 158026 TRUTH AND TRUTH BAPTIST CHURCH OUNITON,INIC 28093 T LINC CROUSE,INIC 28033 27 1821 SAINT MARKS CHURCH GHT UNCOLNTON HWY RYV Z., CROUSE,NC 28033 18 158031 JOHNNY S&TONYA DENISE WRI CHER INC 28021 78 202854 NANCY CSOKA ROAD ST MARKS CHURCH RD IfVANCE ALLEN KIRBY&DEBRA S 312 HEPHZIBAH CHURCH RD 19 158033 KEMP 1314 STON CROUSE,INC 28033 79 205244 TAID F&EVA S TILLMAN CROUSE,NC 28033 S PO BOX 1698 80 205453 20 158035 TRUTH AND TRUTH BAPTIST CHURCH 1314STMARK CHURCHRID z: LINCOLNTON,NC 28093 TAD F&EVA S TILLMAN tCROUSE,NC 28033 P 0 BOX 3 008 21 158049 TRI COUNTY FARM SUPPLY INC PRO 0 925 ADERH)LDT RD CHARLILSION, C29417 81 206528 LINDA FRIDAY&JAMES BAXTER III BENNETT U NC 2 092 P 0 BOX 2450 NCOLNTON, 81 DUCAH,KY 42002 82 206529 LINDA FRIDAY&JAMES BAXTER III NCOLNTON, ......UJU UNDA LIN P 0 BOX 1276 OTTE,INIC 28211 C 5 PINES FARM LLC I22 158058 PRO REAL ESTATE LLC PA BENNETT 925 ADERHOLDT RD U NC 28092 I hereby certify that this document was 23 158060 J C&SHEILA DRIEWERY 83 2079T7 CsAf LINCOUNITON INIC 28092-HZIBAH'CHURCH R prepared by me or under my direct person 412 HEPHZIBAH CHURCH RD i 24 158062 LEE THOMAS CLINE 419 HE 1) ST MARKS CHURCH RD cl CROUSE,NC 28033 84 209200 BENJAMIN LEWIS&TRACI E KENNEDY 1,17HARL DEANAGJONES DUNIVAN CROUSE,NC 28033 supervision and is correct to the best of my 25 158063 PO BOX 415D ',If fit'' ;0 CROUSE,NC 28033 85 209893 ROBERT J JR&MICHELLE M HASENAut,R CROUSE,NIC 28033 knowledge and belief and that I am a duly 630 RD ......... N26 158071 MYRA PRUETT HOWELL 363 IN HIGHWAY 1G E L 1040 BAKERS SPRING LN licensed Professional Engineer under the T" CROUSE,INC 28033 86 210224 HAWKINS FARMS LLC 8 DE NC 28037 CROUSE,INIC 28033 87 212611 SOUTHERN GANES LLIC N27 158073 DAVID DEAN SMITH 5577 FIVE KNOLLS OR 048820 1\1'� ItHARLOTTE,INIC 28226 C laws of the State of North Carolina. 28 158075 RUTHERFORD ELECTRIC MEM CORF 8033 IN PO BOX 1569 920 HEPHZIBAH CHURCH RD LU FOREST CITY,Ni 28043 88 212612 PONDEROSA E&ERIC E CUTSHAW 7929 COUNTY ROAD 219A NC 29 158076 MICHAEL E&TAMARA K COOL 1314 EAST 6RD STREET E III C UNA,OH 45822 89 212613 GILBERTDEWAR BROOKLYN,NY 11234 (Signature) 1030 BAKERS SPRING LN OUSE,NC 28033 90 212614 ZOYA KOFMAN CALVIN SHAW 30 1681 2419 E 73FM ST C BROOKLYN,NY 868 CHURCH ST IN FL 2 31 159098 MICHAEL IN BEAM TRUST 55T7 FIVE KNOLLS DR 91 212615 SOUTHERN GAINES ULC 34 Date: 3-13-2024 CONCORD,NC 28025 CHARLOTTE.NC 28226 4 5 COVE RD CATHI ELAINE F PUTNAM 5577 FIVE KNOLLS DR 32 159109 WILM NGTOR INC 28405 92 212616 SOUTHERN GAINES LLC CHARLOTTE,NC 28226 PO BOX1143-AN ELL HOUSING GROUP LLIC 5 33 159118 R RRYVILLE.INIC 28021 93 212617 SOUTHERN GAMES LLC 5 T7 FIVE KNOLLS DR CHE CHARLOTTE,NC 28226 PO BOX 1143 34 159119 R-ANELL HOUSING GROUP LLC 214150 ST MARKS EVANGELICAL LUTH UH 1203 ST MARKS CHURCH RD LU CHERRYVILLE,NC 28021 94 215 ANTHONY GROVE RD CHERRYVILLE,INC 28021 AERIAL TOPOGRAPHY 2 FT. CONTOURS MATCH LINE a. 35 159121 CHARLES EDWARD BUSH 970 HEPHZIBAH CHURCH RD CROUSE,INC 28033 95 215159 STACY LEANNE REEVES PROPERTY CORNER COORDINATES CROUSE,NC 28033 868CHURCHSTNFL2 AERIAL MAPPING DATED JANUARY 2021 tRef ID Northing Easting Ref to Northing Eaisting RISE to Northing Easting 36 159122 LINDA 6 BEAM AMINO RSTD REV TR CONCORD,NC 28025 96 215160 JEFFREY I&LISA K REYNOLDS 972 HEPHZIBAH CHURCH ROAD 868 CHURCH ST IN FL 2 CROUSE,NC 28033 AND PROVIDED BY PIEDMONT LITHIUM CAROLINAS, INC. MAP LEG END IIIPCI 60374OL3636 131MI5.0579 PC40 6D7962 5254 13091111MM PC79 6U7723.3755 1313019.0155 CONCORD,NC 28025 37 159123 LINDA B BEAM AMIND RSTD REV I R N317ADERHOLDTRD -------971 228TH PLACE SW 97 216652 RANDY CHARLES HASTIN� PC2 6D4666.2331 1310395.2074 PC41 607469.9083 1309054 9010 Ell 6069411300 1313%4.6250 38 159126 CHARLES EDWARD GILLESPIE 1 BESSEMER CITY,NC 28016 PC3 604709.2255 1W9EI P042 606143,9257 1309284.1384 PC81 607467.9145 1314542.8385 EDMONDS,WA 98020 325ADERHOLDTRD fPC4 604420.9629 1309678.5133 PC43 605437.4943 1309955.2598 PC82 60797&9788 1315621.3953 ST MARKS 39 159136 RICHARD JAMES KISER 1706 CHURCH RD 98 216664 CATHY H HOUSER BESSEMER CITY,NC 28016 LU PC5 6050614610 1309262.9029 PC44 606776.3969 1309918.3233 PC83 606747.393D 1316296.6733 CROUSE.NC 28033 256 FOREST DELLINGER RD 40 159137 PAMELA J CORSA I SAINT MARKS CHURCH RD 99 217859 RONNIE J&SUSAN E SUMMEY BESSEMER CITY,NC 28016 --- PC6 605223.8679 1308349.2823 PC45 606948.0724 1310396 0706 PC84 605777.5321 1315319.3613 05 INC 28033 -------------- z.) ICROUSE, 100 217863 RONNIE J&SUSAN E SUMMEY 256 FOREST DELLINGER RE) PC7 605343,0776 1308281.9701IPC46 6016152 offig, 131065ZIM2 PC85 61 25S 1315370.2955 Fn _j 1527 SAINT MARKS CHURCH RD BESSEMER CITY,NC 28016 41 159143 ------ ---- -- PC8_ 605651.61.88 1308483.5347 PC47 6046616678 1310497 4329 Ell 60%9&0056 1316332.4751 KIM M HENLEY r CROUSE,INC 28033 1805 HEPHZIBAH CHURCH RD PC9 6D540LffM 1308247.3032 PC48 604296,9749 1310594.7729 PC97 606398.7595 1316582.6530 F- 101 218014 RUBY STROUP UNEBERGE BESSEMER CITY,NC 28016 743 ST MARKS CHURCH RD R PLAN VIEW 42 159146 TONY SCOTT&MARLA M CODY 170 FOREST DELLINGER RD Pcio 605744,3912 1307874.6071 PC49 609496.7527 1314861 PC88 605979 EI 1316181.7221 LU KAY C&THOMAS L FINGER PCU 605933,1164 IM7nl.02 PC53 6lW3DL6%9 1315545.5585 PC89 605589 91W 1316533 8969 990, 102 218217 11MOTHY E CRLN�I,I UN BESSEMER CITY,INC 28016 BESSEMER CITY,NC 28016 ---Az PC12 606826.2183 L307559.4168 PC51 6D7971.7468 1317418.7399 PC90 606047.L556 1316962.6493 43 159147 150 FOREST DELLINGER RD 57 CEDAR HILL DR I I-J, 103 218218 CHRISTOPHER W LOEHR ASHEVILLE,INC 28803 BESSEMER CFY,NC 28016 Ar- 1136 HEPHZ BAH CH RD 1 NTfKAN(;l=j 44 159153 UANNY&BEVERLY LEWALLEN 0 600 1200 1800 PC13 606999.8292 1306994.3300 PC52 6017M4531 1317313.5643 PC91 6DII 2673 1316912.2936 PC14 606999.8292 L306582.8541 PC53 607575.7499 13175�.%78 PC92 606499.8538 1317337.4337 Cn 103 WILL KISER RD CROUSE,INC 28033 104 220919 EDWIN R STEWART CROUSE,NC 28033 66.7443 131UM.4018 PC93 6063K8632 1317439.2978 105 220920 GAR-MAC DAIRY INC PC15 607833,4991 1306401.1570 PC54 6067 217 DELVIEW DR 3848 CROUSE SCHOOL RD PC16 6076a9.5047 L305313.8560 PC55 606599.5757 1316983.6854 606958.3168 1318064.3909 45 159184 STEPHEN TIMOTHY JONES U) CHERRYVILLE,NC 28021 CROUSE,INIC 28033 1131 HEPHZIBAH CHURCH RD 761 ADERHOLT RD 46 159192 GARY E&DELIA B SHEALY 106 223135 SUSAN M BUCHANAN PC17 6D8512.4643 1305142.7999 PC56 606313.9765 1316735.3922 PC95 6M13.3739 1317936.1995 CROUSE,NC 28033 PC18 609354,2668 M5604.7127 PC57 605363.1185 1315130.5998 PC96 607951.9506 1318627.3687 7_7� 107 224399 HERMAN DENNIS KISER 752 HEPHZIBAH CHURCH RD 47 159205 PHILLIP B WRIGHT&OTHERS&MARY BETH 166 TRYON SCHOOL LOOP RD L NCOLNTON,NC 28092 BESSEMER D PC19 6OM7.1322 IM5573.5353 PC58 605547.0316 1314695.5144 PC97 605D28.5093 lM335.2738 CROUSE,INC 28033 SCALE 1"=600' FRONEBERGER CITY,INC 28016 PC21) 6D9254,5350 M6632.1181 PC59 606139.5819 1314426.7000 PC99 605618.LW 132DO58.4755 6103BL6731 1307361.3700 PC6D 605185.2M 1314033.1384 PC99 605443.3913 1320313.9904 PC22 1266 131454LO902 PCIOD 605735.2241 1321067.5709 663 ADERHOLDT RD W 48 159206 JEANETTE 6 MAUNEY LIFE ESTATE 105 CENTRAL PIL 861 HEPHZIBAH CHURCH RD SHELBY, 26152 108 224400 WANDA KISER HUFFSTETLER CROUSE,NC 28033 49 159208 RONALD JAMES MAUNEY 100 ANTHONY GROVE RD 610345.1729 1307481 PC61 604959. 0 LINCOUIT ,NC 28092 109 225126 ANTHONY GROVE BAPTIST CHURCH CROUSE,NC 28033 CATEGORY AFFECTED ACREAGE IPC23 59 PC62 605410.2M 1314786.7432 PC101 6DI692 1602 M388i PO BOX 431 1527 SAINT MAWS CHURCH RD 50 159592 MARGAREF GRIGG HASTINGS RYVILLE,NC 28021 CHER 110 226549 KIM M HENLEY Tailings/Sediment Ponds 33 ACRES PC2,4 610123.3705 1307580.4673 PC63 605292.2246 1315113.4634 PCIM 6W27.1512 1321M.8169 429 ADERHOLDT RD PC25 6139561.1309 IM76M.6788 PC64 6M5&8263 1315DOL22.48 PC103 SM668I IM384.4971 51 159598 RYAN W FRANK&EMILIE E NELSON CROUSE,NC 28033 Q : ,\ LINCOLNTON NC 28092 TINGS RD ill 300506 SONYA G WESTER&ANNE G WHISNM 1 47 HERITAGE LN Wastepiles(Waste Rock Pile) 119ACRES L_ PC26 6095920520 M7253.0139 PC65 604297.5288 1314800.7389 PCIM 52 159599 BRENDA S LAUER I 125 HAS SHELBY,INIC 28150 PC27 6D905OL4235 130752D.9093 PC65 6M75.4690 1314602 2967 PCIM 6M37.8299, 132D979.3407 PC28 609053.5485 1307804.2454 PC67 604121.7463 1314015.0692 PC105 601780.0942 IM782.5947 112 302337 R LOCKE BELL CI 137 ACRES BESSEMER IFY NC28016 P 0 BOX 481 Processing Area/Haul Roads 53 159621 MEUSSAANNJONIES 2815 S YORK RD GASTONIA,NC 28053 Mine Excavation(Pits) 403 ACRES PC107 801783.81 132082.4.4247 GASTONIA,NC 28052 BENJAMIN LEWIS&TRACI E KENNEDY 1817 ST MAWS CHURCH RD 54 1507 PINEHURST DR 113 303909 ELIZABETH WHITE SIDES PC3D 60846&4437 1308618.4659 PC69 602336. 3 13 60028L 3961 1320369.9361 159623 HIGH POINT,NC 27262 DUNIVAN CROUSE,NC 28033 Ancillary(Maintenance Yard and magazine) 19 ACRES PC31 1 600204,4369 1320266.7533 TBO INVESTORS C/O GWENDOLYN 3365 ROUND HILL ROAD M SHEET NUMBER 114 3043zi I 55 159628 VERNA J MCLAMB ==4 OUELLETTE SOMERVILLE,NJ 88763 1514 R W MCLAMB DR PC32 608436.7499 1309407.5066 PC71 603248.5391 1310942.5718 PC310 598813.12J5 1319682.5632 PC33 60WIA4001 13D9513.5507 PC72 603182.4979 1309947.0692 PCM 599665.9410 13175M.2312 CROUSE,NG 28033 1821 SAINT MARKS CHURCH Temporary Stockpiles(Topsoil Storage Pile) 21 ACRES 1506 R W MCLAM B DR 115 304328 NANCY CSOKA ROAD 56 159634 MARVIN D&CYNTHIA M HYLE MAN 6D9095.5054 1309591.2464 PC73 603650.1771 131043&6614 PCIJ2 600640.6431 1318=.8608 SM133.5M DOUGLAS SCOTT&MELISSA SHAUN 1515 R W MCLAMB DR 1430 BARBARA DR M654.2958 PC113 1315311.7510 CROUSE,INC 28033 CROUSE,INC 28033 Total Disturbed Acreage 732 ACRES 9/57 159635 116 304499 GARY DON QUEEN&JOHN MARK FURROW PC35 6D8394,6D85 1309605.4770 PC74 6MOiL4117 13 603620.84391 1315549 12G STMARKSCHURCHIRD 200 APPLIEWOOD RD 114 .7824 PC37 6DO0313809 1309528.3902 PC76 605740. OMI 13L-,M7.2633 Pc3r, 6o8379.7362 1309511 PC75 604659.0530 1310548.60613 PC MILLER CROUSE,NC 28033 CHERRYVILLE,INC 28021 Limits of Disturbance Acreage 964 ACRES N -ECII� 58 159645 ST MARKS LUTHERAN CHURCH C3 117 305079 MICHAEL JASON&PAGE FREEMAN ODOM S HERRYVILLE,NC 28021 DALLA.NC 28034 OOG-003 M IC11 HIRD 210fPLlz��OD RD Total Permit Acreage 1,548 ACRES PC38 608030.6926 L309779.9465 PC77 606646 277�13r.2966 PC. a.60091 13151811 PC39 6137983.81 13D91M.9,142 PC78 RICKY D HENLEY&OTHERS 1 1527 ST -j J; i"l, 59 159646 18 305080 JOHN FREEMAN SM38.786411 13M9&5MI ok,0 /1,4111 r' r —————--——— fit I N Ik 1 /1"if I I 10 fi ,PR \V 47, "MIRA\ k ----------- NO PROPOSED DEVELOPMENT AT THIS LOCATION NORTH OF 4, 10 --- --- j HEPHZIBAH CHURCH ROAD f I v.,'ok r 7/1 ------ V /'M d k k LU "W" BUILDING: 61,60-01-R—E! M STRUCTURES REMOVE Z-7�- 17X 01 7, 1 7, k, i, RE-VEGETATED. k \ \" " I I I V/ %11�, ii ;i �,A 7//Y11 v k/ 4— m- k "Wil d 0 I0 C) 7-�- - ----------77J CIO S :ROSSING NO. lik -------- ------/,-' "\ �\k,\-, II,/ 011�1\, ,", : A TO REMAIN 0 N- I If "I "0 If"ll I -- ------- INDUSTRIAL MINERALS PLAN 'k-1 lt�ll\ 10,1\ V A, U RAIL YARD AND R Z3 I x"l—v1 11 < LABORATORY AND f I kk� 4) if I I' ADMINISTRATIVE BUILDINGS S CTURES REMOVED, -VEGETATED. < > LITHIUM HYDROXIDE CONVERSION PLANT' /,/,)It AND WATER TREATMENT PLANT: STRUCTURES REMOVED, RE-VEGETATED. 2'HIGH SCREENING(SQND)WALL 'I Jill' .......31 REAM CROSSING LWMAIN FOR AC NORTH LAKE 17 F 31 j 7/ ITIESIDES CROSSIN '\-LOCKING Ld Ld SCREENING (711 NID)WALL N C\I C\I WES] TORAGE CKINGI GATE \Ill Y, //EMUL BULK TRUCK PARKIN STRUCTURES REMOVED /V/- LAML RE-VEGETATED."I\ le MAGAZI N E I STRUCTURES REMOVED, REGRADED TO DRAIN,fMAO 1 17-rlLr_ �E-VEGETATI llif12'HIGH SCREENING (SOUND)WALL f1fCIO J, NAD-83 E4 NC—SPCS nE IT MATCH LINE z LLI LLI 0 MAP LEGEND IN 0 M a) fh I)- ......... ------------- � I fill 17 12' U 0 ///7 LLI z If L ------- L_ 1 41 E H A ------ ---- U) - LOCKING GA z I hereby certify that this document was \\A C/A1�0 z prepared by me or under my direct personal supery ---------- ision and is correct to the best of my z knowleldge In f and that I am a duly_J�elie 7 S C I I ngineer under the fCarolina. 048820 A\X— I LU F- (Signature) Date: 3/13/2024 B 01 L AERIAL TOPOGRAPHY 2 FT. CONTOURS Cn AERIAL MAPPING DATED JANUARY 2021 LU AND PROVIDED BY PIEDMONT LITHIUM CAROLINAS, INC. 14,kv, 1z, PLAN VIEW SHEET NUMBER 0 600 1200 1800 OOG-004 7�' =600'SCALE 1 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) (sf) ELEVATION (ft) VOLUME(cf) VOLUME(cf) ELEVATION (ft) (in.) (in.) SHOALS ROAD TO THE EAST. THE DEVELOPMENT CONSISTS OF VARIOUS COMPONENTS, INCLUDING THE CONCENTRATE OPERATIONS AND SB-201 Phases 1 & 2 201 10.38 10.38 50.95 22,161 25,091 835.50 18,684 56,503 835.50 4.0 2.25 LITHIUM HYDROXIDE CONVERSION PLANT. THE LITHIUM HYDROXIDE CONVERSION PLANT SITE IS LOCATED NORTH OF THE CONCENTRATE OPERATIONS(NORTH OF ST.MARKS CHURCH SB-202 Phases 1 & 2 202 5.65 5.65 27.73 12,063 13,518 827.50 10,170 28,556 827.50 3.0 1.75 ROAD). THE CONVERSION PLANT DEVELOPMENT INCLUDES A CONVERSION PLANT FACILITY,WATER TREATMENT PLANT,ADMINISTRATIVE AND SB-203 Phases 1 & 2 203 3.93 3.93 19.29 8,390 9,115 810.50 7,074 18,634 810.50 3.0 1.50 LABORATORY BUILDINGS AND PARKING,A MAIN ACCESS ROAD OFF HEPHZIBAH CHURCH ROAD,AND A RAIL SPUR THAT CROSSES HEPHZIBAH SB-204 Phases 1 & 2 204 5.72 5.72 28.07 12,212 17,279 815.50 10,296 37,643 815.50 3.0 1.75 CHURCH ROAD AND CONNECTS TO THE PLANT AREA. SB-205 Phases 1 & 2 205 4.50 4.50 22.09 9,607 11,661 829.80 8,100 18,381 829.80 3.0 1.50 THE PLANS SHOW EROSION CONTROL MEASURES FOR 2 PHASES OF CONSTRUCTION. PHASE 1 IS FOR INSTALLATION OF EROSION CONTROL SB-206 Phases 1 & 2 206 5.50 5.50 26.99 11,742 13,893 834.80 9,900 22,175 1 834.80 2.5 1.75 MEASURES FOR MASS GRADING AND STAGING OF THE SITE. AS CONSTRUCTION PROGRESSES, PHASE 2 SHOWS THE EROSION CONTROL SB-207 Phases 1 & 2 207 4.60 4.60 22.58 9,821 14,250 845.50 8,280 30,376 845.50 3.0 1.50 MEASURES NEEDED TO REACH FINAL BUILD-OUT OF THE CONVERSION PLANT AND ITS ASSOCIATED APPURTENANCES. SB-208 Ph 1 Phase 1 208 5.65 5.65 27.73 12,063 13,155 876.50 10,170 27,864 876.50 3.0 1.75 THE CONSTRUCTION SEQUENCE BELOW APPLIES TO THE CONVERSION PLANT SITE ONLY. SB-209 Ph 1 Phase 1 209 6.40 6.40 31.41 13,664 16,422 825.50 11,520 27,182 825.50 4.0 1.75 SB-210 Ph 1 Phase 1 1 210 10.65 1 10.65 52.27 22,738 1 25,091 882.50 19,170 1 56,503 882.50 4.0 2.25 "SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE REVIEWED AND APPROVED BY THE ENGINEER ONCE A SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. CONSTRUCTION SEQUENCE SEDIMENT BASIN SUMMARY TABLE THIS IS A SPECIFIC CONSTRUCTION SEQUENCE FOR THE LITHIUM HYDROXIDE CONVERSION PLANT DEVELOPMENT OF THE OVERALL CAROLINA LITHIUM PROJECT. THIS NARRATIVE PROVIDES AN OUTLINE OF MEASURES REQUIRED TO PREVENT SEDIMENT LADEN STORMWATER RUNOFF FROM EXITING THE PROJECT PHASE LIMIT OF DISTURBANCE(LOD). THE CONTRACTOR IS REQUIRED TO TAKE ALL NECESSARY MEASURES, 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 ASSOCIATED WITH THIS PLAN SET. EROSION CONTROL CONSTRUCTION SEQUENCE PHASE 1 GENERAL 1. PHASE 1 CONSISTS OF SITE CLEARING AND GRUBBING AND STAGING FOR FUTURE CONSTRUCTION ACTIVITIES PERTAINING TO 1. PRIOR TO COMMENCING ANY LAND DISTURBING ACTIVITY,THE EROSION AND SEDIMENT CONTROL(ESC)PERMIT FOR THE THE CONVERSION PLANT SITE. PROJECT MUST BE APPROVED BY NCDEQ AND RECEIVED BY THE OWNER.A PRE-CONSTRUCTION CONFERENCE SHALL BE HELD 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 REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED PROVIDED STORAGE EMERGENCY 2. PRIOR TO COMMENCING ANY LAND DISTURBANCE ACTIVITY,CLEARLY AND ACCURATELY DEMARCATE THE LIMITS OF ALL I.D. AREA(ac.) ACCESS LOCATION ALONG HEPHZIBAH CHURCH ROAD. SEDIMENT TRAP DRAINAGE TOP OF BERM PHASE Q25(cfs) SURFACE AREA SURFACE AREA SURFACE AREA STORAGE STORAGE VOLUME/SPILLWAY ELEVATION (ft) BY-PASS 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 (sf) (sf) ELEVATION (ft) VOLUME(cf) VOLUME(cf) ELEVATION (ft) ELEVATION (ft) OCCUR OUTSIDE THE LIMITS INDICATED ON THE APPROVED PLANS. DENOTED ON PHASE 1 EROSION CONTROL PLANS PRIOR TO ANY LAND DISTURBANCE ACTIVITIES(CLEARING,GRADING, GRUBBING,OR EXCAVATION). ST-220 Phases 1 & 2 0.55 2.70 1,174 1,355 891.00 1,980 2,190 891.00 893.00 892.50 3. PROVIDE NOTIFICATION TO ALL AFFECTED PROPERTY OWNERS PRIOR TO CONSTRUCTION,AS APPLICABLE. ST-221 Phases 1 & 2 0.51 2.50 1,089 1,317 886.00 1,836 2,074 886.00 888.00 887.50 4. THE CONTRACTOR SHALL INSTALL ALL EROSION AND SEDIMENTATION CONTROL MEASURES AND DEVICES NECESSARY TO 4. INSPECT ALL EROSION CONTROL DEVICES AT WEEKLY INTERVALS AND AFTER EVENTS EXCEEDING 1/2"TO VERIFY THAT THEY ST-222 Phases 1 & 2 0.85 4.17 1,815 1,957 878.00 3,060 3,288 878.00 880.00 879.50 COMPLY WITH THE STANDARDS AND SPECIFICATIONS OF THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY ARE FUNCTIONING PROPERLY.ANY ACCUMULATED SEDIMENT SHALL BE REMOVED. ST-223 - Phase 2 Phase 2 0.80 3.93 1,708 1,808 884.00 2,880 3,010 884.00 886.00 885.50 (NCDEQ)AND APPLICABLE STATE AND LOCAL LAWS AND ORDINANCES,AND PREVENT STANDING WATER WITHIN PROJECT ST-224 Phases 1 & 2 0.60 2.94 1,281 1,640 822.00 2,160 2,704 822.00 824.00 823.50 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-225 Phases 1 & 2 0.85 4.17 1,815 1,889 814.00 3,060 3,158 814.00 816.00 815.50 THE APPROVED PLANS PRIOR TO ANY LAND DISTURBANCE. FINAL GRADE AND WILL NOT BE PAVED. ST-226 Phases 1 & 2 0.50 2.45 1,067 1,640 824.00 1,800 2,704 824.00 826.00 825.50 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-227 Phases 1 & 2 0.25 1.23 534 621 822.00 900 902 822.00 824.00 823.50 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 ST228 - Phase 1 Phase 1 0.75 3.68 1,601 1,816 894.00 2,700 2,723 894.00 896.00 895.50 REGULATIONS. CROSSING NUMBER 3 OR STREAM CROSSING NUMBER 4. ST229 - Phase 1 Phase 1 0.40 1.96 854 1,095 878.00 1,440 1,713 878.00 880.00 879.50 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. 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 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 CONSTRUCTION AND WITHIN 24 HOURS OF GRUBBING. THIS MAY REQUIRE GRUBBING IN STAGES TO ENSURE EROSION THE CONVERSION PLANT. REFER TO CONCENTRATE OPERATIONS PLANS. CONTROL MEASURES ARE PUT IN PLACE PRIOR TO RAIN EVENT. THE LOCATION OF SOME OF THE EROSION CONTROL 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 CONSTRUCTION ARE DIFFERENT FROM THE FINAL PROPOSED DRAINAGE PATTERNS. IT IS THE CONTRACTOR'S THIS PHASE. REQUIRED PROVIDED PROVIDED SPILLWAY EMERGENCY TOP OF RESPONSIBILITY TO ACCOMPLISH EROSION CONTROL FOR ALL DRAINAGE PATTERNS CREATED AT VARIOUS STAGES OPERATIONAL REQUIRED PROVIDED PROVIDED SKIMMER ORIFICE SPILLWAY DURING CONSTRUCTION. ANY DIFFICULTY IN CONTROLLING EROSION DURING ANY PHASE OF CONSTRUCTION SHALL SKIMMER BASIN DRAINAGE STORAGE STORAGE STORAGE SPILLWAY CONTROL SPILLWAY BERM 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 PHASE DRAINAGE Q25(cfs) SURFACE SURFACE SURFACE AREA SIZE DIAMETER SIDE SLOPE c. SILT FENCE SHALL BE INSTALLED WITHIN 24 HOURS OF GRUBBING.THE CONTRACTOR SHALL REMOVE ACCUMULATED ARE FUNCTIONING PROPERLY.ANY ACCUMULATED SEDIMENT SHALL BE REMOVED. I.D. AREA NO. AREA(ac.) AREA(sf) AREA(sf) ELEVATION (ft) VOLUME VOLUME VOLUME cf cf ELEVATION (ft) (in.) (in.) (H:V) WIDTHftftft DEPTH(ft) BOTTOM ELEVATION ELEVATION SILT WHEN THE SILT IS WITHIN 12"OF THE TOP OF THE SILT FENCE UTILIZED FOR EROSION CONTROL. 5. CONDUCT PERIODIC INSPECTIONS OF ALL EROSION AND SEDIMENTATION CONTROLS AND MAKE ANY REPAIRS OR SK-240 Ph 2 Phase 2 240 1.55 7.61 2,472 2,579 880.00 2,790 4,414 880.00 2.0 1.00 2:1 1.50 10 881.00 882.50 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-241 Ph 1 Phase 1 241-1 2.58 12.66 4,115 4,949 876.00 4,644 8,860 876.00 2.5 1.25 2:1 1.50 10 877.00 878.50 CONTROL DEVICES TO PREVENT SOIL LOSS DURING RAIN EVENTS. LOCATIONS SHALL BE PRE-APPROVED BY THE INSPECTOR. 6. ALL SLOPES SHALL FOLLOW THE REQUIREMENTS OF INCREMENTAL STABILIZATION AS THEY ARE GRADED. SK-241 Ph 2 Phase 2 241-2 1.66 8.15 2,648 2,792 876.00 2,988 5,017 876.00 2.5 1.00 2:1 1.50 10 877.00 878.50 10. ANY OFF-SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH AN APPROVED EROSION SK-242 Ph 2 Phase 2 242-2 1.50 7.36 2,393 2,483 836.00 2,700 4,235 836.00 2.0 1.00 2:1 1.50 10 837.00 838.50 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-243 Ph 1 Phase 1 243-1 2.26 11.09 3,605 3,627 876.00 4,068 6,228 876.00 3.0 1.00 2:1 1 1.50 10 877.00 878.50 WASTE MANAGEMENT. TRASH/DEBRIS FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY ACTIVITIES ON SITE MUST BE SK-243 Ph 2 Phase 2 243-2 1.90 9.33 3,031 3,296 876.00 3,420 5,762 876.00 3.0 1.00 2:1 1.50 10 877.00 878.50 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-244 Phases 1 & 2 244 2.25 11.04 3,589 3,594 843.00 4,050 6,302 843.00 2.i^ 1.25 2:1 1.50 10 844.00 845.50 SK-245 Ph 1 Phase 1 245-1 3.10 15.21 4,945 5,001 842.00 5,580 8,947 842.00 2.0 1.50 2:1 1.50 10 843.00 844.50 11. ALL DITCH LINES DISTURBED DURING CONSTRUCTION SHALL BE STABILIZED BY THE CONTRACTOR. ON ALL, NEW OR 9• PROVIDE OUTLET PROTECTION FOR ALL STORM DRAINAGE OUTLET POINTS. SK-245 Ph 2 Phase 2 245-2 1.15 5.64 1,834 1,946 842.00 2,070 3,175 842.00 2.0 0.75 2:1 1.50 10 843.00 844.50 B DISTURBED, UNPAVED DITCHES INSTALL SOIL STABILIZATION MEASURES AS APPROPRIATE AND IN ACCORDANCE WITH NCDEQ SK-246 Ph 1 Phase 1 246-1 2.80 13.74 4,466 4,512 879.00 5,040 8,034 879.00 2.5 1.25 2:1 1.50 10 880.00 881.50 STANDARDS. 10. MAINTAIN CONCRETE WASHOUT AREAS AND REMOVE ACCUMULATED CONCRETE AND DISPOSE OF IN A LEGAL MANNER. SK-247 Ph 1 Phase 1 247-1 1.90 9.33 3,031 3,069 890.00 3,420 5,324 890.00 2.5 1.00 21 1.50 10 891.00 892.50 12. PROVIDE SILT FENCE ADJACENT TO DITCHES AND AT THE TOE OF FILL SLOPES.ALSO,PROVIDE ADEQUATE MEASURES IN AREAS SK-248 Ph 1 Phase 1 248-1 2.72 13.35 4,339 4,732 872.00 4,896 8,435 872.00 2.5 1.25 2:1 1.50 10 873.00 874.50 WHERE NATURAL VEGETATION DOES NOT PROVIDE A SUFFICIENT BUFFER AND AS DIRECTED BY THE ENGINEER. SK-249 Ph 1 Phase 1 249-1 2.40 11.78 3,828 3,964 814.00 4,320 6,972 814.00 2.5 1.25 2:1 1.50 10 815.00 816.50 'SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE REVIEWED AND APPROVED BY THE ENGINEER ONCE ASKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. 13. PROVIDE INLET SEDIMENT FILTER AT ALL NEW STORM INLETS. SKIMMER BASIN SUMMARY TABLE 14. INSTALL SILT FENCES AND OTHER CONTROL DEVICES TO CONTROL SOIL EROSION DURING CONSTRUCTION. 15. INSTALL 7-FOOT PERIMETER FENCING AT LOCATIONS SHOWN ON THE PLANS. 16. CLEAN OUT ALL SEDIMENT AND EROSION CONTROL DEVICES WHEN THEY REACH 1/2 FULL. 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 STABILIZED. 18. ADDITIONAL CONTROL DEVICES MAY BE REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFFSITE SEDIMENTATION. STRUCTURE RIP RAP LENGTH US WIDTH DS WIDTH DEPTH 19. PROVIDE STABILIZATION IN PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE PERMANENTLY OR TEMPORARILY I.D. CLASS (ft) (ft) (ft) (in) CEASED.THESE MEASURES SHALL BE IN PLACE NO LATER THAN 14 DAYS AFTER THE WORK HAS CEASED. PIPE OP-201 1 12 6 7 12 D. CONTRIBUTING DESIGN STORM DESIGN CAPACITY* DIAMETER LENGTH SLOPE CULVERT OP-201A* 11 16 10 12 18 20. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES AND MEASURES UPON COMPLETION OF THE PROJECT Culvert I.D. (AC.) EVENT(YR) FLOW(CFS) (IN.) (LF) (%) MATERIAL AND APPROVAL FROM THE OWNER. ALL SEDIMENT CONTROL WILL BE MAINTAINED UNTIL ALL UPSTREAM GROUND WITHIN THE (CFS) OP-202 1 12 6 7 12 CONSTRUCTION AREA HAS BEEN COMPLETELY STABILIZED WITH PERMANENT VEGETATION. OP-202A* 1 12 10 12 12 C-101 2.49 25 4.90 16.60 24 59 5.12 RCP 21. GROUND STABILIZATION SHALL BE ACHIEVED CONSISTENT WITH NCDEQ GENERAL PERMIT NCG010000. WHERE LAND C-102 5.59 25 11.03 46.03 36 47 6.45 RCP OP-203 1 12 6 7 12 DISTURBING ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED,ALL DISTURBED AREAS SHALL BE PROVIDED WITH OP-203 A 1 12 6 7 12 TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER WITHIN 14 CALENDAR DAYS FROM THE LAST LAND C-103 14.21 25 28.73 92.73 48 108 2.70 RCP DISTURBING ACTIVITY EXCEPT FOR ALL PERIMETER DIKES,SWALES, DITCHES, PERIMETER SLOPES,AND ALL SLOPES STEEPER OP-204 1 12 6 7 12 THAN 3:1 (H:V),WHICH SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER WITHIN 7 1A-N 2.93 25 20.7 24.51 24 35 1.00 HDPE OP-204A* 1 12 10 12 12 CALENDAR DAYS FROM THE LAND DISTURBING ACTIVITY. THE CONTRACTOR SHALL REFER TO GENERAL PERMIT NCGO10000 FOR 1B-N 1.88 25 13.46 24.51 24 35 1.00 HDPE OP-205 1 12 6 7 12 SPECIFIC CONDITIONS, EXEMPTIONS,AND DEFINITIONS FOR MEETING THESE STABILIZATION REQUIREMENTS. 2A-N 1.23 25 7.98 24.51 24 65 1.00 HDPE OP-205A 1 12 6 7 12 A 22. PERSONS RESPONSIBLE FOR LAND DISTURBING ACTIVITIES MUST INSPECT THE SEDIMENT AND EROSION CONTROL MEASURES 2B-N 2.38 25 16.04 24.51 24 65 1.00 HDPE OP-206 1 18 9 11 12 ON A PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED EROSION AND SEDIMENTATION 3-N 163 25 1091 2451 24 120 100 HDPE OP-207 1 15 7.5 9 12 . . . . CONTROL PLAN IS BEING FOLLOWED.SELF-INSPECTION REPORTS ARE REQUIRED.A SAMPLE SELF-INSPECTION REPORT AS OP-208 1 15 7.5 9 12 WELL AS DETAILS OF THE SELF-INSPECTION PROGRAM CAN BE FOUND ON THE LAND QUALITY WEB SITE: 4A-N 3.08 25 21.49 24.51 24 100 1.00 HDPE http://deq.nc.gov/about/divisions/energy-mineral-land-resources/erosion-sediment-control/forms OP-209 1 15 7.5 9 12 4B-N 2.91 25 19.55 24.51 24 100 1.00 HDPE OP-210 1 15 7.5 9 12 4C-N 2.91 25 19.55 24.51 24 190 1.00 HDPE C-101 11 20 6 10 30 4D-N 1.97 25 14.1 24.51 24 106 1.00 HDPE C-102 11 36 9 18 30 5A-N 2.92 25 18.71 24.51 24 60 1.00 HDPE C-103 II 48 12 24 30 5B-N 2.92 25 18.71 24.51 24 180 1.00 HDPE DENOTES DOUBLE(PARALLEL)OUTFALL PIPES. RIP RAP HAS BEEN SIZED FOR ONE APRON AT THE DOUBLE OUTFALL. CULVERT SUMMARY TABLE OUTLET PROTECTION SUMMARY TABLE PROJECT MANAGER V. HAYNES, PE PIEDMONT LITHIUM CAROLINAS INC. C Aoo "',�,� LITHIUM HYDROXIDE CONVERSION �o•��N . CAROLINA LITHIUM PROJECT PLANT - CONSTRUCTION SEQUENCE S AL 5 /13/202 REVISED PER DEMLR COMMENTS 1 4 /23/2023 REVISED PER DEMLR COMMENTS 3 - LITHIUM HYDROXIDE CONVERSION PLANT AND DRAINAGE SUMMARY DETAILS PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS '' 9��'•NQ1N ��•� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �'''�.,,I'/E�K�•NP °�3/i3/2oz4 FILENAME - OOG-005 440 S.Church Street,Suite 1200 ��iiiii�� L I T H I U Charlotte, NC28202-2075 1 8/27/2021 MINING PERMIT SCALE - N.T.S. oOv-oOJ 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 N.C.B.E.L.S.License Number:F-0116 PROPOSED CONCENTRATE OPERATIONS CONSTRUCTION SEQUENCE SKIM ME R BASIN SUMMARY-CREST WIDTH IS 5 FEET FOR SKIMMER BASINS SEDIMENT BASIN SUMMARY OPERATIONAL DRAINAGE REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED PROVIDED ACTUAL EMERGENCY EMERGENCY EMERGENCY EMERGENCY PROVIDED ACTUAL SKIMMER STORAGE SKIMMER ORFICE SPILLWAY TOP OF BERM REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED Phase DRAINAGE AREA AREA Q(cfs) SURFACE SURFACE SURFACE AREA STORAGE STORAGE SPILLWAY SPILLWAY SPILLWAY SEDIMENT OPERATIONAL DRAINAGE AREA DISTURBANCE STORAGE SKIMMER ORFICE BASIN I.D. NO. ACREAGE AREA(sf) AREA(sf) ELEVATION(ft) VOLUME(cf) VOLUME(cf) SIDE SLOPE DEPTH(ft) ELEVATION(ft)VOLUME SIZE*(in) DIAMETER* CONTROL BOTTOM ELEVATION(ft) DesignPh cfs SURFACE SURFACE SURFACE AREA STORAGE STORAGE 1. Install road closure signs to through traffic at Hephzibah Church Rd. and Whitesides Rd. intersection and at ELEVATION(ft)** (in) WIDTH(ft BASIN I.D. Phase Q(DRAINAGE AREA NO. ACREAGE ACREAGE ) VOLUME SIZE*(in) DIAMETER* _ AREA(sf) AREA(sf) ELEVATION (ft) VOLUME(cf) VOLUME(cf) Hephzibah Church Rd. and Aderholdt Rd. intersection. Install road closure signs and barricades at northern SK20 Pre-Construction --- 4.26 11.71 3,806 7,471 818.5 7,668 10,285 817.0 2.0 1.75 3:1 1.50 15.00 818.5 820.0 ELEVATION (ft) (in) entrance to site on Hephzibah Church Rd., southern entrance to site on Hephzibah Church Rd., and site SK20 Operational 84,85 5.15 18.87 6,133 7,471 818.5 9,270 10,285 817.0 2.0 1.75 3:1 1.50 15.00 818.5 820.0 SB-1 Pre-Construction --- 40.70 40.70 130.64 56,829 60,130 814.0 73,260 279,354 810.18 5.0 4.25 J boundary on Hastings Rd.Install Temporary Construction Entrances as shown in plans. SK21 Pre-Construction --- 5.72 17.16 5,577 5,583 816.5 10,296 10,606 815.0 2.5 1.75 3:1 1.50 10.00 816.5 818.0 SB 1 Operational Phase 1 2,4,4a,4b 18.43 18.43 80.58 35,053 60,130 814.0 33,174 279,354 810.18 5.0 4.25 SK22 Pre-Construction --- 4.99 12.62 4,102 4,427 809.5 8,982 9,193 808.5 2.0 1.75 3:1 1.50 10.00 809.5 811.0 2. Demolish existing structures within Permit Area as encountered. SK23 Pre-Construction --- 9.64 36.06 11,720 11,735 808.5 17,352 17,436 807.0 2.5 2.25 3:1 1.50 11.00 808.5 810.0 SB-1 Operational 2,4,4a,4b 18.43 18.43 79.84 34,731 60,130 814.0 33,174 279,354 810.18 5.0 4.25 3. Install chain link security fence of nine(9)-gauge steel or heavier,erected a minimum of seven(7)feet in height, SK24 Pre-Construction 3.94 13.54 4,401 4,644 808.5 7,092 7,175 808.0 2.0 1.50 3:1 1.50 10.00 808.5 810.0 SB-2 Pre-Construction 3.77 3.77 11.86 5,160 43,957 841.0 6,786 175,533 835.00 6.0 3.50 C SK25 Pre-Construction --- 9.99 20.45 6,646 6,815 818.5 17,982 18,136 817.5 3.0 2.25 3:1 1.50 10.00 818.5 820.0 including three(3)strands of barbed wire at the top within the Permit Area as shown in plans. SB-2 Operational-Phase 1 1,3,3a,5,6 22.01 22.01 95.35 41,478 43,957 841.0 39,618 175,533 835.00 6.0 3.50 SK25 Operational 90,91 4.46 15.77 5,125 6,815 818.5 8,028 18,136 817.5 3.0 2.25 3:1 1.50 10.00 818.5 820.0 4. Install silt fence within Permit Area as shown in plans prior to clearing and grubbing activities. SK26 Pre-Construction --- 4.29 18.59 6,042 6,052 844.5 7,722 10,911 843.5 2.5 1.50 3:1 1.50 10.00 844.5 846.0 SB-2 Operational 1,3,3a,5,6 31.87 31.87 96.54 41,995 43,957 841.0 57,366 175,533 835.00 6.0 3.50 SK27 Pre-Construction --- 6.77 20.86 6,780 9,458 804.5 12,186 19,577 803.5 3.0 1.75 3:1 1.50 10.00 804.5 806.0 SB-3 Pre-Construction --- 26.28 26.28 94.54 41,125 41,288 804.0 47,304 150,509 799.27 4.0 3.25 Q 5. Clear and grub the footprint Erosion Control Structures be installed for the Topsoil Storage Area and SK28 Pre-Construction --- 5.79 25.08 8,151 8,207 797.5 10,422 12,706 796.5 2.5 1.75 3:1 1.50 10.00 797.5 799.0 SB-3 Operational-Phase 1 6a,7,8,9,13 18.28 18.28 79.19 34,448 41,288 804.0 32,904 150,509 799.27 4.0 3.25 Screening Berm#9 prior to clearing the entire area,installing silt fence as shown in plans. Install Erosion Control SK29 Pre-Construction --- 4.92 15.30 4,908 14,360 796.5 8,856 30,560 795.5 3.0 2.00 3:1 1.50 10.00 796.5 798.0 Structures as shown on the Pre-Construction Drainage Analysis Sheets.Track,seed and mulch slopes.Complete SK29 Operational S1,S1a,52,53 4.92 15.10 4,908 14,360 796.5 8,5 6 30,560 795.5 3.0 2.00 3:1 1.50 10.00 796.5 798.0 SB-3 Operational 6a,7,8,13,13a 15.22 15.22 65.94 28,684 41,288 804.0 27,396 150,509 799.27 4.0 3.25 w clearing and grubbing limits for the Topsoil Storage Area and Screening Berm#9. Construct,track, seed, and SB-4 Pre-Construction --- 18.20 18.20 63.07 27,436 56,915 798.0 32,760 202,471 793.02 5.0 3.50 _ SK30 Pre-Construction --- 2.33 10.09 3,279 3,648 831.5 4,194 7,802 830.5 1.5 1.25 3:1 1.50 10.00 831.5 833.0 mulch slopes of screening berm. SK32 Pre-Construction --- 9.01 40.20 13,065 13,257 787.5 16,218 31,275 785.5 4.0 2.00 3:1 1.50 10.00 787.5 789.0 SB-4 Operational-Phase 1 10,11,12,14,15 29.97 29.97 129.84 56,480 56,915 798.0 53,946 202,471 793.02 5.0 3.50 6. Clear and grub the footprint of Erosion Control Structures to be installed for the Whitesides Road Crossing,the SK33 Pre-Construction --- 7.11 30.90 10,010 10,600 774.5 12,798 14,623 771.0 2.5 2.00 3:1 1.50 10.00 774.5 776.0 SB-4 Operational 10,11,12,14,15 22.51 22.51 97.52 42,421 56,915 798.0 40,518 202,471 793.02 5.0 3.50 Concentrator Plant area,and Screening Berms#1,#3,#12,and#13 prior to clearing the entire area, installing SK36 Pre-Construction 3.66 15.86 5,155 5,306 812.5 6,588 7,301 810.5 2.0 1.50 3:1 1.50 10.00 812.5 814.0 SB-5 Pre-Construction --- 3.16 3.16 14.89 6,478 15,408 855.0 5,688 36,028 851.48 2.5 2.00 silt fence as shown in plans. Install Erosion Control Structures as shown on the Pre-Construction Drainage SK37 Pre-Construction --- 8.57 37.13 12,067 12,183 796.5 15,426 15,962 793.0 3.0 2.00 3:1 1.50 10.00 796.5 798.0 Analysis Sheets.Track,seed and mulch slopes.Complete clearing and grubbing limits for the Whitesides Road SK38 Pre-Construction 1.91 8.27 2,688 2,929 760.5 3,438 3,946 758.5 2.5 1.00 3:1 1.50 10.00 760.5 762.0 SB-5 Operational-Phase 1 16,17 3.92 3.92 16.98 7,387 15,408 855.0 7,056 36,028 851.48 2.5 2.00 Crossing, Concentrator Plant area, and Screening Berms#1, #3, #12, and #13, transporting topsoil to onsite SK39 Pre-Construction --- 2.30 9.96 3,237 3,269 764.5 4,140 4,596 762.5 1.5 1.25 3:1 1.50 10.00 764.5 766.0 SB-5 Operational 16,17 7.43 7.43 32.19 14,003 1 15,408 855.0 13,374 36,028 851.48 2.5 2.00 storage areas or utilizing for screening berm construction. Install Sound Wall for Concentrator Plant area and SK40 Pre-Construction --- 1.57 6.80 2,210 3,269 768.5 2,826 3,472 766.0 1.5 1.00 3:1 1.50 10.00 768.5 770.0 SB-6 Pre-Construction --- 12.94 12.94 45.75 19,902 19,751 852.0 23,292 54,550 848.51 3.0 2.50 Screening Berms#1, #3, #12, and #13. Construct, track, seed and mulch slopes of screening berms. Install SK41 Pre-Construction --- 6.67 27.77 9,025 10,452 784.5 12,006 12,569 782.5 3.0 1.75 3:1 1.50 10.00 784.5 786.0 U Culvert C-4 with associated permanent diversion ditch. As the Concentrator Plant Pad is constructed, install SK42 Pre-Construction --- 9.30 40.29 13,094 13,111 793.5 16,740 19,058 791.0 2.5 2.25 3:1 1.50 10.00 793.5 795.0 SB-6 Operational-Phase 1 18,19 6.82 6.82 29.55 12,854 19,751 852.0 12,276 54,550 848.51 3.0 2.50 • W Culvert C-3 from SB-14 to final pad elevation. SK43 Pre-Construction --- 8.06 34.92 11,349 12,369 775.5 14,508 19,058 773.0 3.0 2.00 3:1 1.50 10.00 775.5 777.0 SB-6 Operational 18,19 9.02 9.02 39.08 17,000 19,751 852.0 16,236 54,550 848.51 3.0 2.50 7. Construct Whitesides Road Tunnel Crossing(see plans and details for specific installation requirements of road SK44 Pre-Construction --- 1.38 5.98 1,944 3,228 771.5 2,484 3,055 769.5 1.5 1.00 3:1 1.50 10.00 771.5 773.0 SB-7 Pre-Construction --- 12.34 12.34 44.66 19,428 30,402 850.0 22,212 75,189 846.34 3.0 2.75 05 773 00 771 50 10 1 1 50 3 0 1 5 3 865 769 136 8 5 8 375 771 364 6 58 6 52 19 4 ti t Consrucon --- . . , , . , , . . . : . . . . crossing) and Concentrator Plant Pad. As the Concentrator Plant Pad is constructed, install Culvert C-3 from SK45 Pre- SB-7 Operational-Phase 1 20,21 15.75 15.75 68.23 29,680 30,402 850.0 28,350 75,189 846.34 3.0 2.75 p SK46 Pre-Construction --- 3.23 13.99 4,547 4,617 773.5 5,814 5,865 771.0 3.0 1.25 3:1 1.50 10.00 773.5 775.0 SB-14 to final pad elevation. N SK47 Pre-Construction --- 1.26 5.46 1,775 3,268 845.5 2,268 3,053 843.5 1.5 1.00 3:1 1.50 10.00 845.5 847.0 SB-7 Operational 20,21 15.60 15.60 67.58 29,397 30,402 850.0 28,080 75,189 846.34 3.0 2.75 Cy 8. Clear and grub the footprint of Erosion Control Structures to be installed for Screening Berm#14, Main Haul SK48 Pre-Construction --- 9.99 43.28 14,066 14,149 834.5 17,982 20,456 832.0 3.0 2.25 3:1 1.50 10.00 834.5 836.0 SB-8 Pre-Construction --- 4.42 4.42 14.93 6,495 24,265 880.0 7,956 98,415 877.45 4.0 2.25 0 Road from Whitesides Road Tunnel Crossing to Stream Crossing No. 1,Stream Crossing No. 1, Main Haul Road SK49 Pre-Construction --- 9.54 41.33 13,432 13,751 836.5 17,172 19,058 834.0 4.0 2.00 3:1 1.50 10.00 836.5 838.0 SB-8 Operational 22,23 11.40 11.40 49.39 21,485 24,265 880.0 20,520 98,415 877.45 4.0 2.25 from Whitesides Road Tunnel Crossing to South Pit Haul Road, Magazine Pad, South Pit Haul Road,South Pit SK50 Pre-Construction --- 3.89 12.35 4,014 6,636 868.5 7,002 7,465 866.5 2.0 1.50 3:1 1.50 10.00 868.5 870.0 Q Conveyor Access Road,and Stream Crossing No.2 prior to clearing the entire area,installing silt fence as shown SK51 Pre-Construction --- 8.84 38.30 12,448 12,665 877.5 15,912 19,058 875.0 2.5 2.25 3:1 1.50 11.00 877.5 879.0 SB-9 Pre-Construction --- 11.87 11.87 38.57 16,778 22,431 860.0 21,366 81,182 856.07 4.0 2.25 in plans. Install Erosion Control Structures as shown on the Pre-Construction Drainage Analysis Sheets.Track, SK52 Pre-Construction --- 9.35 40.51 13,166 13,193 859.5 16,830 19,058 857.0 2.5 2.25 3:1 1.50 15.00 859.5 861.0 SB-9 Operational 24,25 11.27 11.27 48.82 21,237 22,431 860.0 20,286 81,182 856.07 4.0 1 2.25 seed and mulch slopes. Complete clearing and grubbing limits for Screening Berm#14, Main Haul Road from SK53 Pre-Construction --- 9.50 41.16 13,377 13,400 859.5 17,100 19,058 857.0 2.5 2.2S 3:1 1.50 12.50 859.5 861.0 SB-10 Pre-Construction --- 17.65 17.65 63.49 27,619 30,434 814.0 31,770 122,407 811.18 4.0 2.75 Whitesides Road Tunnel Crossing to Stream Crossing No. 1, Stream Crossing No. 1, Main Haul Road from SK54 Pre-Construction 9.25 40.07 13,023 13,079 827.5 16,650 19,058 825.0 2.5 2.25 3:1 1.50 33.50 827.5 829.0 SB-10 Operational 26,26a,27 14.50 14.50 62.82 27,327 30,434 819.5 26,100 122,407 815.88 4.0 2.75 Whitesides Road Tunnel Crossing to South Pit Haul Road, Magazine Pad, South Pit Haul Road, South Pit SK55 Pre-Construction --- 9.80 42.46 1 13,800 13,965 813.5 17,640 19,519 811.0 2.5 2.25 3:1 1.50 10.00 813.5 815.0 Conveyor Access Road,and Stream Crossing No.2,transporting topsoil to onsite storage areas or utilizing for SB-11 Pre-Construction --- 7.30 7.30 31.62 13,755 14,178 780.0 13,140 52,881 776.27 2.5 2.00 SK56 Pre-Construction 3.29 14.25 4,631 5,413 793.5 5,922 6,819 791.0 3.0 1.25 3:1 1.50 10.00 793.5 795.0 screening berm construction. Construct, track, seed and mulch slopes of screening berms. Drainage Area SB-11 Operational 28,29,30,31,38 7.50 7.50 32.49 14,134 14,178 780.0 13,500 52,881 776.27 2.5 2.00 • SK57 Pre-Construction --- 9.99 43.28 14,066 14,152 775.5 17,982 18,296 773.0 3.0 2.25 3:1 1.50 10.50 775.5 777.0 P Pre-West Pit 1 will not be disturbed at this time. SK58 Pre-Construction --- 9.09 39.38 12,799 12,914 755.5 16,362 19,518 753.0 2.5 2.25 3:1 1.50 14.50 755.5 757.0 SB-12 Pre-Construction --- 22.54 22.54 76.42 33,243 33,943 760.0 40,572 116,762 756.31 6.0 3.00 9. Install Stream Crossing No.1(see plans and details for specific installation requirements of road crossing).Utilize SK59 Pre-Construction --- 2.43 10.53 3,422 3,647 760.5 4,374 5,013 758.0 2.0 1.25 3:1 1.50 10.00 760.5 762.0 SB-12 Operational 32,33,34,35,36,39 14.02 14.02 57.96 25,213 33,943 760.0 25,236 116,762 756.31 6.0 3.00 temporary stream crossing as shown in plans. No pump around system will be required as all construction will SK60 Pre-Construction --- 2.08 9.01 2,928 3,648 765.5 3,744 4,966 763.5 3.0 1.00 3:1 1.50 10.00 765.5 767.0 --- ' Y occur outside of ordinary high water mark of the stream. Construct Main Haul Road from Whitesides Road --- SB-14 Pre-Construction 51.66 51.66 149.38 64,980 73,487 798.0 92,988 260,027 792.50 6.0 4.50 a) SK61 Pre Construction 2.30 9.96 3,237 3,648 767.5 4,140 4,967 765.5 1.5 1.25 3:1 1.50 10.00 767.5 769.0 ' m Tunnel Crossing to Stream Crossing No.1. SK62 Pre-Construction --- 9.47 41.03 13,335 13,574 784.5 17,046 19,519 782.0 2.5 2.25 3:1 1.50 24.00 784.5 786.0 40,43,44,45,46,47,48, SK63 Pre-Construction --- 2.79 12.09 3,929 3,958 810.5 5,022 6,836 808.5 2.5 1.25 3:1 1.50 10.00 810.5 812.0 SB-14 Operational 49,50,50a,50b 47.19 47.19 166.43 72,398 73,487 798.0 84,942 260,027 792.50 6.0 4.50 10. Install Stream Crossing No.2(see plans and details for specific installation requirements of road crossing).Utilize SK64 Pre-Construction --- 8.68 37.60 12,220 12,631 792.5 15,624 19,519 790.0 3.0 2.00 3:1 1.50 10.00 792.5 794.0 SB-16 Pre-Construction --- 17.78 17.78 55.84 24,290 32,527 836.0 32,004 129,412 832.00 4.0 2.75 temporary stream crossing as shown in plans.No pump around system will be required as all construction will SK65 Pre-Construction --- 6.88 29.81 9,688 13,954 815.5 12,394 19,519 813.0 2.5 2.00 3:1 1.50 10.50 815.5 817.0 occur outside of ordinary high water mark of stream.Construct Main Haul Road from Whitesides Road Tunnel SK66 Pre-Construction --- 5.61 17.80 5,785 11,813 789.5 10,098 14,622 786.0 2.5 1.75 3:1 1.50 10.00 789.5 791.0 SB-16 Operational 40a,41a,41,42 17.93 17.93 73.37 31,916 32,527 836.0 32,274 129,412 832.00 4.0 2.75 Crossing to South Pit Haul Road,South Pit Haul Road,and South Pit Conveyor Access Road. SK67 Pre-Construction --- 6.79 30.20 9,815 10,599 795.5 12,222 14,622 792.0 2.5 2.00 3:1 1.50 10.00 795.5 797.0 SB-17 Operational 86 10.02 10.02 30.22 13,146 13,883 854.0 18,036 35,129 850.30 3.0 2.25 11. Clear and grub the footprint of Erosion Control Structures to be installed for Waste Rock Pile area, Main Haul SK68 Pre-Construction --- 3.29 14.25 4,631 10,460 829.5 5,922 14,267 827.0 2.5 2.00 3:1 1.50 10.00 829.5 831.0 SB-18 Pre-Construction --- 47.11 31.62 224.60 97,701 110,664 792.0 56,916 458,905 787.00 5.0 3.75 Road from Stream Crossing No.1 to Sediment Basin No.10,Maintenance Yard,Screening Berms#15,#16,#18, SK68 Operational 42A,42B,42C,42D 7.26 31.45 10,221 10,460 829.5 13,068 14,267 827.0 2.5 2.00 3:1 1.50 10.00 829.5 831.0 #19, and #20 prior to clearing the entire area, installing silt fence as shown in plans. Install Erosion Control SK69 Pre-Construction --- 3.90 16.90 5,493 5,554 830.5 7,020 8,865 828.5 2.0 1.50 3:1 1.50 10.00 830.5 832.0 56,57,63,64,65,67,96, Structures as shown on Pre-Construction Drainage Analysis Sheets.Track,seed and mulch slopes.Install Sound SK70 Pre-Construction 2.20 9.53 3,097 4,280 846.5 3,960 4,772 842.5 1.5 1.25 3:1 1.50 10.00 846.5 848.0 SB-18 Operational 97,98,99,100,101a,101 56.03 34.03 254.17 110,564 110,664 792.0 61.254 458,905 787.00 5.0 3.75 Wall.Complete clearing and grubbing limits for Waste Rock Pile area,Main Haul Road from Stream Crossing No. *SKIMMER SIZESAND ORIFICE DIAMETERS ARE CALCULATED BASED ON NCDEQDESIGN METHODOLOGY AND WILL BE REVIEWED AND APPROVED BY THE ENGINEER ONCE A SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. *SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE REVIEWED AND APPROVED BY THE ENGINEER ONCE A SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. V) V) V) 1 to Sediment Basin No. 10, Maintenance Yard, Screening Berms #15, #16, #18, #19, and #20, transporting **SEE STAGE STORAGE TABLES FOR SKIMMER BASINS ON SHEETS02CO-005 THROUGH 02CO-009. w w w topsoil to onsite storage areas or utilizing for screening berm construction. Construct,track,seed and mulch slopes of screening berms. SKIMMER BASIN SUMMARY TABLE SEDIMENT BASIN SUMMARY TABLE 12. Construct Main Haul Road from Stream Crossing No.1 to Sediment Basin No.10 and Maintenance Yard. w w w 13. Install compacted clay liner and protective overburden for the Waste Rock Pile area as detailed in the Liner System Basis of Design package as found in the Mine Permit. of of of 14. Clear and grub the footprint of Erosion Control Structures to be installed for South Pit and Screening Berm#4 0 0 0 06 w w w prior to clearing the entire area, installing silt fence as shown in plans. Install Erosion Control Structures as UPSTREAM shown on Pre-Construction Drainage Analysis Sheets.Track,seed and mulch slopes.Clear and grub South Pit for OUTLET PROTECTION DOWNSTREAM mining as needed, transporting topsoil to onsite storage areas or utilizing for screening berm construction. CULVERT CONTRIBUTING DESIGN STORM DESIGN PIPE DIAMETER LENGTH SLOPE CULVERT STRUCTURE I.D. STRU CTU RE TYPE RIP RAP CLASS LENGTH(ft) TOP WIDTH TOP WIDTH(ft) DEPTH(in) Clear,grub,construct,track,seed and mulch slopes of screening berm. CAPACITY SEDIMENTTRAP SUMMARY (ft) I.D. AREA(AC.) EVENT(YR) FLOW(CFS) (IN.) (LF) (%) MATERIAL PROVIDED o 15. Construct conveyor structures for waste rock, ore, and concentrate product / tailings per manufacturer's (CFS) DRAINAGE REQUIRED PROVIDED PROVIDED REQUIRED PROVIDED EMERGENCY SB-1 Principle Spillway Rip Rap Outlet Protection II 24 9.0 27 30 p � a TRAP I.D. SPILLWAY ELEVATION(ft) M installation requirements. C-1 26.35 25 75.73 120.62 42 220 4.9 CMP SEDIMENT PHASE AREA 025(cfs) SURFACE SURFACE SURFACE AREA STORAGE STORAGE STORAGE VOLUME TOP OF BERM BY PASS SB-2 Principle Spillway Rip Rap Outlet Protection II 24 9.0 27 30 N �� C-2 5.30 25 22.29 32.95 30 165 2.2 CMP ACREAGE AREA(sf) AREA(sf) ELEVATION(ft) VOLUME(cf) VOLUME(cf) ELEVATION(ft) SB-3 Principle Spillway Rip Rap Outlet Protection II 24 9.0 27 30 16. Clear and grub the footprint of Erosion Control Structures to be installed for Main Haul Road from South Pit Haul ELEVATION(ft) P p� Y p p o Road to East Pit prior to clearing the entire area,installing silt fence as shown in plans. Install Erosion Control C-3 7.04 25 34.15 264.97 48 490 11.6 CMP ST-100 Pre-Construction 0.62 2.69 1,170 1,205 805.5 2,232 2,263 805.5 807.0 806.5 SB-4 Principle Spillway Rip Rap Outlet Protection II 26 10.5 30 36 Z N n Structures as shown on Pre-Construction Drainage Analysis Sheets. Track, seed and mulch slopes. Construct C-4 23.64 25 89.95 254.49 48 464 10.7 CMP ST-101 Pre-Construction 0.99 4.29 1,866 1,943 801.0 3,564 3,596 801.0 804.0 803.5 SB-5 Principle Spillway Rip Rap Outlet Protection B 22 7.5 24 24 Main Haul Road from South Pit Haul Road to East Pit. ST-102 Pre-Construction 0.69 3.10 1,349 1,355 803.5 2,484 2,485 803.5 805.0 804.5 SB-6 Principle Spillway Rip Rap Outlet Protection B 22 7.5 24 24 C-5 13.31 25 50.77 54.49 42 106 1.0 CMP P P� Y P P ST-103 Pre-Construction 0.77 3.34 1,453 1,482 802.5 2,772 2,799 802.5 804.0 803.5 17. Clear and grub the footprint of Erosion Control Structures to be installed for North Pit Haul Road, North Pit C-6 4.81 100 27.10 54.87 30 227 6.1 CMP ST-104 Pre-Construction 0.59 2.56 1,114 1,169 807.5 2,124 2,485 807.5 809.0 808.5 SB-7 Principle Spillway Rip Rap Outlet Protection I 24 9.0 27 30 Conveyor Access Road,and Screening Berm#11 prior to clearing the entire area,installing silt fence as shown in C-7 36.21 100 163.30 289.09 60 331 4.2 CMP ST-105 Pre-Construction 0.94 4.07 1,770 1,786 878.5 3,384 3,596 878.5 880.0 879.5 SB-8 Principle Spillway Rip Rap Outlet Protection 1 22 7.5 24 24 plans.Install Erosion Control Structures as shown on Pre-Construction Drainage Analysis Sheets.Track,seed and C 8 323 25 1399 2325 24 135 36 CMP ST-106 Pre-Construction 0.99 4.29 1,866 1,871 878.5 3,564 3,596 878.5 831.0 830.5 SB-9 Principle Spillway Rip Rap Outlet Protection 1 22 7.5 24 24 . . . . mulch slopes.Complete clearing and grubbing limits for North Pit Haul Road,North Pit Conveyor Access Road, ST-107 Pre-Construction 0.36 1.56 679 821 843.5 1,296 1,531 843.5 845.0 844.5 SB-10 Principle Spillway Rip Rap Outlet Protection 1 24 9.0 27 30 and Screening Berm #11, transporting topsoil to onsite storage areas or utilizing for screening berm C-9 1.09 25 16.59 19.76 24 153 2.6 CMP ST-108 Pre-Construction 0.74 3.21 1,396 1,416 844.5 1 2,664 1 2,799 1 844.5 1 846.0 845.5 construction.Construct,track,seed and mulch slopes of screening berm. SB-11 Principle Spillway Rip Rap Outlet Protection I 20 6.0 22 24 p g C 10 1.60 25 6.93 15.58 18 129 7.5 CMP ST-110 Pre-Construction 0.75 3.25 1,414 1,475 844.5 2,700 2,799 795.5 850.0 849.5 SB-12 Principle Spillway Rip Rap Outlet Protection 1 24 9.0 27 30 18. Construct North Pit Haul Road and North Pit Conveyor Access Road. Utilize um around system for installation C 11 13.42 25 25.81 48.67 30 203 4.8 CMP ST-110 Pre-construction 0.39 1.69 73s 763 79s.5 1,404 1,532 79s.s 797.0 796.5 Y pump Y SB-14 Principle Spillway Rip Rap Outlet Protection II 28 12.0 32 36 of instream Culvert C-13. C-13 272.49 100 525.14 1,640.73 2- 60 x 120 180 4.2 CONCRETE BOX ST-112 Pre-Construction 0.85 3.68 1,601 1,644 753.5 3,060 3,127 753.5 755.0 754.5 SB-16 Principle Spillway Rip Rap Outlet Protection I 24 9.0 27 30 19. Clear and grub the footprint of Erosion Control Structures to be installed for Emulsion Storage and Bulk Truck C-14 1.62 25 7.02 17,63 18 132 9.6 CMP SEDIMENT TRAP SUMMARY TABLE SB-17 Principle Spillway Outlet Splash Pad/Plunge Pool 1 39 21.0 21 68 Parking pad and access road prior to clearing the entire area, installing silt fence as shown in plans. Install C-15 0.58 25 16.59 27.12 24 156 4.9 CMP SB-18 Principle Spillway Rip Rap Outlet Protection II 26 10.5 30 36 Erosion Control Structures as shown on Pre-Construction Drainage Analysis Sheets. Track, seed and mulch C-16 0.65 25 16.59 32.65 24 225 7.1 CMP C-1 Rip Rap Outlet Protection 1 26 10.5 30 36 slopes.Complete clearing and grubbing limits for Emulsion Storage and Bulk Truck Parking pad and access road, C-17 16.28 25 136.89 244.32 60 158 3.0 CMP C-2 Rip Rap outlet Protection B 16 4.5 18 24 transporting topsoil to onsite storage areas or utilizing for screening berm construction.Construct,track,seed and mulch slopes of the Emulsion Storage and Bulk Truck Parking pad and access road. Until the pad C-18 3.96 25 13.61 15.01 24 116 1.5 CMP C-3 Rip Rap Outlet Protection II 28 12.0 32 36 construction is complete, C-19 will convey water to SK23. Upon the removal of SK23, Culvert C-19 will be C-19 1 9.64 25 36.06 110.17 36 600 9.3 CMP C-4 Rip Rap Outlet Protection II 28 12.0 32 36 extended to convey clean water under the proposed Emulsion Storage Pad to the receiving stream. C-20 2.19 25 21.57 46.60 30 115 4.4 CMP C-5 Rip Rap Outlet Protection 1 24 7.0 7 12 20. As South Pit mining advances,clear and grub footprint of Erosion Control Structures to be installed for East Pit C-21 0.50 25 11.05 85.18 30 93 1 14.7 CMP C-6 outlet Splash Pad/Plunge Pool B 10 5.0 5 24 and Screening Berms#5,#6,#7,and#8 prior to clearing the entire area,installing silt fence as shown in plans. C-22 0.77 25 16.12 79.48 30 72 12.8 CMP C-7 Outlet Splash Pad/Plunge Pool 1 20 10.0 10 42 Install Erosion Control Structures as shown on Pre-Construction Drainage Analysis Sheets.Track,seed and mulch C-23 0.79 25 3.50 23.29 30 82 1.1 CMP C-8 Rip Rap Outlet Protection B 20 6.0 22 24 slopes.Clear and grub East Pit for mining as needed,transporting topsoil to onsite storage areas, utilizing for C-9 Rip Rap Outlet Protection B 24 7.0 7 12 screeningberm construction, or Waste Rock Pile reclamation. Clear, rub, construct, track, seed and mulch C 24 1.27 25 5.50 9.85 18 105 3.0 CMP PIPE SIZE ENERGY RIP RAP UPSTREAM DOWNSTREAM g STRUCTURE LENGTH(ft) DEPTH(in) C-10 Rip Rap Outlet Protection B 16 4.5 18 24 slopes of screening berms. C-25 16.37 100 76.97 78.97 42 237 2.1 CMP (in) DISSIPATOR CLASS WIDTH(ft) WIDTH(ft) C-11 Outlet Splash Pad/Plunge Pool B 10 5.0 5 24 9 CMP 81 12 42 3 82 3 42 25 1 26 0. . . . 21. As mining advances in East Pit,waste rock to be backfilled into the South Pit for reclamation.Clear and grub the C- C-14 Rip Rap Outlet Protection B 16 4.5 18 24 T L Rip Rap Outlet o footprint of Erosion Control Structures to be installed for North Pit and Screening Berm#10 prior to clearing the C-27 1.14 25 4.94 9.85 18 56 3.0 CMP C-15 Rip Rap Outlet Protection B 24 7.0 7 12 z SEDIMENT BASIN 30 Protection I 22 7.5 24 24 N E entire area, installing silt fence as shown in plans. Install Erosion Control Structures as shown on C-28 7.11 25 30.80 42.74 36 282 1.4 CMP C-16 Rip Rap Outlet Protection B 24 7.0 7 12 O O N � Pre-Construction Drainage Analysis Sheets.Track,seed and mulch slopes.Clear and grub North Pit for mining as Rip Rap Outlet w w O O rn E TC-1 10.00 25 20.45 62.57 36 40 3.0 CMP C-17 Rip Rap Outlet Protection 1 26 10.5 30 36 N = O o7 needed,transporting topsoil to onsite storage areas,utilizing for screening berm construction,or South Pit for SKIMMER BASIN 24 Protection B 20 6 22 24 � � '-, in o reclamation.Clear,grub,construct,track,seed and mulch slopes of screening berm. TC-2 4.78 25 20.71 38.48 30 40 3.0 CMP SEDIMENT TRAP Outlet Splash C-18 Outlet Splash Pad/Plunge Pool B 12 6.0 6 24 0 0 J rn TC-3 1 26.17 25 68.11 94.38 42 52 3.0 CMP HAUL ROAD DITCH 12 Pad/Plunge Pool B 5 5 5 12 C-19 Outlet Splash Pad/Plunge Pool B 12 6.0 6 24 O O :2Q 0- o 22. As mining advances in North Pit,waste rock to be backfilled into the East Pit for reclamation.Clear and grub the o L footprint of Erosion Control Structures to be installed for West Pit prior to clearing the area,installing silt fence TC-4 9.37 25 29.74 38.48 30 52 3.0 CMP SLOPE DRAIN SUMMARY TABLE C-23 Rip Rap Outlet Protection B 20 6.0 22 24 Oz C-24 Outlet Splash Pad/Plunge Pool B 5 5.0 5 12 as shown in plans. Install Erosion Control Structures as shown on Pre-Construction Drainage Analysis Sheets. 0 Track, seed and mulch slopes. Clear and grub West Pit for mining as needed, transporting topsoil to onsite CULVERT SUMMARY TABLE C-25 Outlet Splash Pad/Plunge Pool B 14 7.0 7 36 w U O storage areas or East Pit for reclamation. Drainage Area Pre-West Pit 1 will be disturbed in this phase during the C-26 Rip Rap Outlet Protection B 24 7.0 7 12 z _ � v Lii _j � z clearing of West Pit. C-27 Rip Rap Outlet Protection B 24 7.0 7 12 cn Q w - Q O J w o' = Q O 23. As mining advances in West Pit,waste rock to be backfilled into the East Pit for reclamation. C-28 Rip Rap Outlet Protection B 12 6.0 6 24 0 o O o u) a- E TC-1 Rip Rap Outlet Protection B 24 7.0 7 12 24. As structures stabilize and are no longer considered disturbed,remove associated Erosion Control Structures. TC-2 Rip Rap Outlet Protection B 24 7.0 7 12 TC-3 Rip Rap Outlet Protection 1 24 7.0 1 7 12 TC-4 Rip Rap Outlet Protection B 24 7.0 7 12 Skimmer Basin -Skimmer Spillway Outlet Splash Pad/Plunge Pool B 5 5.0 5 12 Z Clean Water Diversion O W Ditch Level Spreader 30 24.0 3 1 12 L W r T OUTLET PROTECTION SUMMARY TABLE V Q C.� W Z � Z J � � cli 0 OC Q W Q Z :j v_ 02 Triangular Channel �=) Equal Side Slopes O V Channel Lining: Class B Rock Rip-Rap ��// Q I.L Z LLI 13.55 ft. II 64.07 ft. CV o O 1.00ft. Freeboard 1 0 ft 1.00ft. Freeboard G `„ Q 1 2 2 1 2 3� T 8 40.00 ft. 8 Z Q � Z a � Channel Design (Non-Erodible) Channel Design (Non-Erodible) Channel Type: Trapezoidal, Equal Side Slopes LL� O WL Channel Type: Triangular, Equal Side Slopes Dimensions: Left Side Slope 8.00:1 r U r Z YP 9 Q P Right Side Slope 8.00:1 Dimensions: Left Side Slope 2.00:1 Base Dimension: 40.00 Q Right Side Slope 2.00:1 Z Wetted Perimeter: 10.69 Wetted Perimeter: 48.13 O O �'�/ W Area of Wetted Cross Section: 11.43 Area of Wetted Cross Section: 22.21 ri Channel Slope: 0.5000 Channel Slope: 1.0000 Manning's n of Channel: 0.0290 Manning's n of Channel: 0.0340 _I Z Z W Q W W la C� t> Discharge: 43.28 cfs Discharge: cfs Depth of Flow: 2.39 feet Depth of Flow: 0.50 feet Velocity: 3.79 fps Velocity: 2.61 fps Z CY Channel Lining: Class B Rock Rip-Rap Channel Lining: D50 = 1.50 IN. RIP RAP (GROUTED) O Freeboard: 1.00 feet Freeboard: 1.00 feet I hereby certify that this document was ``�.��,CARO�,�� V (/� LU prepared by me or under my direct personal 1 ; supervision and is correct to the best of my O , 'pF�ss/O,y 2 SCREENING BERM DIVERSION DITCH DETAIL TYPICAL LOW WATER CROSSING DRIVE THRU DETAIL know le ge and belief and that I am a duly _ �=QQ SEAL 9< ' licen a Pr fe si al ngineerunderthe _ SHEET NUMBER law t t e th Carolina. :,a- 048820 NOT TO SCALE NOT TO SCALE e) , �P�,� OOG-006 (Signatur � � ,,,, ',` Date: 3/13/2024 B \NON1 "1 1 111100% 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 WaCTICFSTANfXR❑6.33 STruGture - 6R ^ `:' •"' .',j,,.,. SLOPE DRAIN HERE mumlll?" DITCH 3600 cu ftlocre ,.i _ GEOTE%TILF UNIHG Vegetated �,:"','v"'4• E Transition PIPE LINE di�ersian �.HN.. {"' ' .,..• -ti. 5 ------- ... -r., r toQgrade +•++ :r.J'�' .�t'-�} fir 1 Maxl:-h.��➢�� /� ,y+'" .�,,,,,°W.,� �„*+• J i - x o � � � � 1 ,�_;':-;�5� '��N;:A,�' 3,}•'-�� y,y..�' �SY �_ GAG _ �} TEMVURAIWWOR fr 1`•...4 'S..4.,{..w'N�S. x'y .M� N,•. PERMANFNT❑ITCH � � ,p'7�yi. '"'t.e ``•'`:'�''�w:�•� � .7+i'..y, .A•y,}r.•�F� Skimmer mlry EMERGENCY SPI LLWAv a�.� �+`�Yyw••,v' � #1 , dewateai y�,Y-,a y�.`d� A}. 1'�.� _ ,e 1'• rd .Slop]iIt20CJ devlre' Emergency - 7�° aVda•3• .fin xy. �` M,r Slope aFF. s 7I Cr FIBERaAF D6 - Stable a d- �; �'' V pe - r p'�Y {l'RA,C7K:E5YANIanRnK65f �6.r � bl'� lk, PLAN VIEW UndistLJrbed_ �.A. ,.+' `` wvonsTwrJ M. ,Y• t.�1� �• A,. �+..�,.. ,a.. Avar'ege =9L4so' 'ax+afrA.msY Outlet. 1 r- L� +h" �'.l`' µ'�L•. " `'[�� i„ �"` f�I ?Ill m_ ,J'- Wldth W L pesign setYfed 2� Overfill 6"for wlx{� M`.i. AY•. r'll' �• - <' IN II?I l �' IN SECTION VIEW _ top� m. / Sett emle^t TOP GIF FWANAMF.NTµll•� µYEN• L'" LEI WI LEVEL ' •. Plan view i - �.• w" h•, Sao •Area of Eosin ware,sur€ace of RISER STRUCTUR E ,I. �, � SECT. Uj top ai principal spi l I"er-t tan Baffles TAASH fEACK t i - E M F RG F NCY SP IL LWAY 'ar. �I I' S. M'• ^i"" ak. k�• I• AID ,.I•, .1.., �, +.� A,.. �"'• 1,r1 Emergency by- rwxs[anoY �. Jr' '{'•.. >tµt -'( ire r� 'nil .{"�I• �. ¢' ass6°Below rura ILY YY .d'- xl,• •--•"'�" -•- ------ 5' ---------- • nI _ settled tap of iKIMMCR� --------------F__ '��=Yyy��1�� Y�YY�Y��yyyy ri �k •.f �, k,11. w„ --•- YJR4Y11Y �ila III mYY9t 1 MASS,- w �m yyti Ev =Yy�Y I DIKE MATERIAL COMPACTED 90%MODIFIED PROCTOR TOP OF BERM 2'to 3.5' 1� dI+�1T[I .Y9 [4;�YY; F zf a[1 1�1..Y FEgura 5.4Qa Lav6d spreader i5 dpssgned lu&peme smafJ volumes of goncenlrated Sm acsoa:slabfe siopas. 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 A7E) }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[ III III-III III III-III 11 N TYPICAL SKIMMER BASIN DETAIL of spreaderl1ll �Illl_ E 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. SEDIMENT bASIN , DESIGNED WITH A RISER/BARREL PIPE PRINCIPAL SPILLWAY AND LEVEL SPREADER DETAIL MAXIMUM DRAINAGE AREA OF 10 ACRES; MINIMUM VOLUME OF 1800 CUBIC FEET PER ACRE TRAPEZOIDAL EMERGENCY SPILLWAY; MAXIMUM DRAINAGE AREA OF 100 ACRES; MINIMUM ACRE; MINIMUM VOLUME OF 3600 CUBIC FEET PER ACRE OF DISTURBED AREA; MINIMUM OF DISTURBED AREA; MINIMUM SURFACE AREA OF 325 SQUARE FEET PER CFS OF Q25 VOLUME OF 1800 CUBIC FEET PER ACRE OF DISTURBED AREA; MINIMUM SURFACE AREA OF c n'ss a LENGTH/WIDTH RATIO OF 21; MINIMUM DEPTH OF 3.5 FEET, 1.5 FEET EXCAVATED BELOW STONE > SURFACE AREA OF 435 SQUARE FEET PER CFS OF Q25 PEAK INFLOW; MINIMUM PEAK INFLOW; MINIMUM LENGTH WIDTH RATIO OF 2:1; MAXIMUM LENGTH RATIO OF 6:1; 435 SQUARE FEET PER ICES OF 025 PEAK INFLOW; MINIMUM LENGTH/WIDTH RATIO OF 2:1; NOT TO SCALE • MINIMUM DEPTH OF 2 FEET; SKIMMER WITH ORIFICE WITH MINIMUM DEWATERING TIME OF 2 GRADE; MAXIMUM HEIGHT - WEIR ELEVATION 3.5 FEET ABOVE GRADE; AND 3 BAFFLES. MAXIMUM LENGTH RATIO OF 6:1; MINIMUM DEPTH OF 2 FEET; SKIMMER WITH ORIFICE WITH A EARTH BERM DITCH BLOCK DAYS; AND 3 BAFFLES. MINIMUM DEWATERING TIME OF 3 DAYS; AND 3 BAFFLES. 2. CLEAR, GRUB, AND STRIP AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT 2. CLEAR, GRUB, AND STRIP AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT 2, SITE PREPARATION - CLEAR, GRUB, AND STRIP AREA UNDER THE EMBANKMENT OF ALL MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND TREES, VEGETATION AND ROOTS. AND OTHER OBJECTIONABLE MATERIAL. DELAY CLEARING LEVEL SPREADER DESIGN AND CONSTRUCTION NOTES 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 '' ' = fjaHd _ 9. IMMEDIATELY STABILIZE ALL DISTURBED AREAS FOLLOWING CONSTRUCTION. 13. STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND _ TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT slope SLOPE DRAIN MAINTENANCE NOTES SEDIMENT-LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP DOWNSTREAM FROM THE TRAP IMMEDIATELY AFTER CONSTRUCTION. 8. INSTALL POROUS BAFFLES AS SPECIFIED ON THE DETAILS SHEET OF THESE PLANS. P -Id y[��I s111� Jf - 1`11d 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 �' Cn �_ � 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 STABILITYIlll�11�11 111�1! Ili o 3. IF THE SKIMMER IS CLOGGED WITH TRASH OR THERE IS WATER IN THE BASIN, USUALLY AGAINST SEEPAGE. w O I-�� o =11 1 T l fly II rll - Irl sir_ 1i-- JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE 5. VEGETATIVELY STABILIZE THE DIVERSION AFTER ITS INSTALLATION. - - g tYpi } z w ElDEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE 3: O w J -D SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE PERMANENT DIVERSION MAINTENANCE NOTES w = Q Q O LLI SKIMMER TO SEE IF IT IS CLOGGED; IF SO, REMOVE THE DEBRIS. plaures30aTomy°rayean ea�vasaondkm. I� 0 O 0 � a- L_ 1. INSPECT PERMANENT DIVERSIONS AFTER EVERY RAINFALL DURING THE CONSTRUCTION 4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND OPERATION. IMMEDIATELY REMOVE ANY OBSTRUCTIONS FROM THE FLOW AREA, AND REPAIR Coarse aggregate THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE THE DIVERSION RIDGE. CHECK OUTLETS, AND MAKE TIMELY REPAIRS AS NEEDED. MAINTAIN SURF AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER. THE VEGETATION IN A VIGOROUS, HEALTHY CONDITION AT ALL TIMES. 31 max 5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH Is"min oW FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING �- OR SETTLEMENT. MAKE ALL NECESSARY REPAIR IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS. H•typica, -� 6. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM Figure 6.406 Temporary gavel direremn dikerur-fioacmming(wodlliad ham Va SWCC). PLUGGING WITH ICE. V Z TYPICAL TEMPORARY DIVERSION Z J NOT TO SCALE Q 0 J INSTALL ENERGY DISSIPATER AT ALL TEMPORARY DIVERSION DESIGN AND CONSTRUCTION NOTES Z V H IUVE TC 9ENGH INTERSECTIONS J W Simplified Technical Drawing FL O = Q 1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER L $F:NCN OBJECTIONABLE MATERIAL. r J tsosr I5o$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 {M9ULU 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' h O]TC-4 rIUMID2E- cn II- GRADL LLB Q PAf'k� Ian-E6tAENT ; TYPICAL FLUME DETAIL a (' TYPICAL SCREENING BERM DETAIL GAL . 57EEL POST NOT TO SCALE IIIII I ;EII ,i4TtIllfff It TYPICAL HIGHWALL BERM DETAIL �$�coNCI£7E Io6rlNG 1411 1 hereby certify that this document was �10, CqR�•,, NOT TO SCALE FLUME NOTES prepared by me or under my direct personal / NOT TO SCALE 1. UPON PLACEMENT OF MATERIAL AND FINALIZATION OF SLOPE, ENSURE ALL OBSTRUCTIONS supervision and is correct to the best of my O�'pF�ss�O,y TYPICAL SCREENING (SOUND) WALL DETAIL ARE REMOVED FROM THE FLUME CHANNEL AREA. Knowledge and belief and that I am a duly = :01 2. CONSTRUCT FLUME CHANNEL TO THE DIMENSIONS AS SHOWN ON THE DESIGN DETAILS. THE liven a Pr f SI nal Engineer under the _ SEAL = SHEET NUMBER NOT TO SCALE CONSTRUCTED CHANNEL SHALL BE FREE FLOWING WITH LOW SPOTS NOT TO EXCEED 0.2 1aWS t t t f Orth Carolina. % 048820 FEET IN DEPTH. 3. INSPECT FLUME CHANNEL INLET AND OUTLET POINT REGULARLY AND AFTER STORM EVENTS. %�A GrN�C��,•� (Signature) %, OOG-007 Date: 3/13/2024 wN��,•` '��lllllltl�\\ 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) Z opop- /MGM SAFETY POSALL POSTS0 0 ) 5' PAINTED OR GALVANIZED / 0 00p 0 8'-0" MAXIMUM (1.25 LB/LF) STEEL POST a � / o 000o ATTACH TO POSTS WITH WIRE OR PLASTIC ZIP TIES C.0 N (MIN. 50 LBS TENSILE STRENGTH) D GEOTEXTILE FABRIC TO STABILIZE FOUNDATION o ONSITE CONCRETE WASHOUT >00>00 00< >00 GRADE (ESPECIALLY IMPORTANT WHERE WETNESS IS STRUCTURE WITH LINER `° ANTICIPATED) - 12'MIN. __ _ _ _ _ CLEARLY MARKED _ I=111=II _ _I-1I I-11I='' - ? =1I I=1I I=1I1=1I1=1I1=1I1=1I1=I' SIGNAGE NOTING 10, DEVICE 2-3"DIAMETER WASHED PERSPECTIVE VIEW A HIGH COHESIVE & LOW MIN (18"X24" MIN.) N 0 SANDBAGS (TYP.) FILTRATION SOIL BERM 8" DOWN &4" FORWARD STONE,6"DEEP CD CD 0-1 0 OR STAPLES 0 o CD 0 ALONG THE TRENCH LLU 0 O O CONCRETE TEMPORARY CONSTRUCTION ENTRANCE 0 :�j0 0 0 WASHOUT FRONT VIEW oz DESIGN AND CONSTRUCTION NOTES 0 0 0 0 0 0 Oo CD5' PAINTED OR GALVANIZED 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"x4" REINFORCED (1.25 ) AND SMOOTH IT. PLAN 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. 00 2' _ _ _ =1Ti-i - z - -i N 1=1T TEMPORARY CONSTRUCTION ENTRANCE MAINTENANCE NOTES 6 < 2% 100 10,000 -III- 00 1. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM 3'-0" MIN. & - 3'-0" MIN. &X' ° N GRADE LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH MAX. 2 TO 5/0 75 7,500 2-INCH STONE. AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP MAX. 4" MIN. SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL SECTION A-A SECTION B-B 5 TO 10% 50 5,000 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. SIDE VIEW 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 AND/OR SOLID REACHES 75%OF THE STRUCTURES CAPACITY. SOLID REACHES 75%OF THE STRUCTURES CAPACITY TO PROVIDE ADEQUATE HOLDING 3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE CLEARLY MARKED WITH SIGNAGE CAPACITY WITH A MINIMUM 12 INCHES OF FREEBOARD. CONSTRUCTION ENTRANCE DETAIL 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 15SILT FENCE DESIGN AND CONSTRUCTION NOTES CLASS BRIP-RAP pD0 6D0 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 QED�Q�DQvapO�� 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 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 °°° °8°° ° ° 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 011 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 °°g°o 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 WITH 6FEET PLASTIC 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 %N01111111111"'11 PIEDMONT LITHIUM CAROLINAS INC. \A .�ARO... EROSION CONTROL DETAILS o�:•'•Ess/ •'•..'�' CAROLINA LITHIUM PROJECT ti :-� ; 5 3/13/2024 REVISED PER DEMLR COMMENTS S •' 4 1/23/2023 REVISED PER DEMLR COMMENTS 3 - LITHIUM HYDROXIDE CONVERSION PLANT PIED/�AONT 3 5/31/2022 REVISED PER DEMLR COMMENTS �'.,9� '•�CiN��e' � �.`� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''�i �jE'K'•NPP;�,�, 3/13/2024 FILENAME - OOG-008 440 S.Church Street, Suite 1200 L I T H I U Charlotte, NC28202-2075 1 8/27/2021 MINING PERMIT SCALE - N.T.S. oOv�±�00vQ 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 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 I 2'-0„ 7 %�\i�\\��/ MINIMUM I<F,I,�T��i,�,�0 i�' TOP OF SILT FENCE /�\\q� MINIMUM MUST BE AT LEAST 1' / \/ //\/\\ i�\\\\i \� ABOVE THE %.�\�\ ��\ /\ `\\i//\�\\, CO SPACING (TYPICAL) OM�� L\ ///\ //\i\\ `�%/� �\ > D CONTINUOUS ALONG TUBE Q-� I E4 SEDIMENT TUBE SPACING TEMPORARY DIVERSION SLOPE MAX. SEDIMENT TUBE SPACING INSTALL SECTION OF BURY WIRE FENCE, ° MATTING (N.A.G. C350 OR STEEL FENCE FILTER FABRIC, DESIGN AND CONSTRUCTION NOTES LESS THAN 2/° 150-FEET APPROVED EQUAL) UNDER STEEL FENCE POST POST SET MAX 2' AND HARDWARE ° ALL SEDIMENT TUBES APART MIN. 18" - CLOTH IN TRENCH 1. IMMEDIATELY LINE AND STABILIZE BEFORE ANY DOWNSLOPE GRADING BEGINS 2/0 100-FEET PRIOR TO SEDIMENT TUBE A-A WIRE FENCE INTO SOLID r INSTALLATION (STABILIZATION MUST OCCUR BEFORE ISSUANCE OF A CERTIFICATE OF COMPLIANCE). 3% 75-FEET 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 0q0' TO BE 16" HIGH o _'C6 6% 30-FEET AND PLACED AT °� ° SILT FENCE ROCK OUTLET o`b000�0 0 TEMPORARY DIVERSION MAINTENANCE NOTES A 1:1 SLOPE 0 0600c°o°0° 3' FILTER FABRIC DESIGN AND CONSTRUCTION NOTES GREATER THAN 6% 25-FEET b��og�°o00 0 ON GROUND 1. INSPECT EVERY 7 CALENDAR DAYS AND IMMEDIATELY FOLLOWING A RAIN EVENT 00 000�pO�� WHICH EXCEEDS 1.0 INCHES IN A 24-HOUR PERIOD. REMOVE SEDIMENT FROM 0�000 000 1. HARDWARE CLOTH AND GRAVEL SHOULD OVERLAY THE SILT THE FLOW AREA AND REPAIR THE DIVERSION RIDGES. ALSO CHECK AND MAINTAIN FLOW _ o%,q�0 0,0°w0000 0 FENCE AT LEAST 16 INCHES. OUTLETS. DESIGN AND CONSTRUCTION NOTES °0c00 0�$O 0�00�00,QQ 0 2. STONE OUTLETS SHOULD BE PLACED O LOW ELEVATION AREAS 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 °�o�o�o�o o�d'o OF SILT FENCE AND BASED ON FIELD CONDITIONS. THE CHANNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY BLANKETS. 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 �i 1�END OF FLARED SECTION 0 % SLOPE COMPACTED 10 FT MIN. 1 FT MIN. EMBANKMENT 4 `��\,� DEPTH II�II�II�IIIIBII�II�III=1111=1111=1111=' 4 FT MIN. SILT FENCE ?7 NONWOVEN 1 MAXIMUM SPACE BETWEEN 2405 , - - - - - -I I ill IIII�II� V MIN. F<q°� �v�� O GEOTEXTILE �2 �_2 I SIDE SLOPE TF �� I 19 IN MIN. DEPTH SLOPE STEEPNESS SILT FENCE ROWS OR J-HOOKS 1�-6" 1 MIN. OF TRAP/BASIN �� 0 4 FT MIN. OF CLASS RIPRAP (FT.) TYPE 2 GEOTEXTILE FILTE FABRIC LAP (IF 2:1 OR FLATTER 2:1 (50%) 25 2404 ELEVATION NEEDED) ��P TRAP/BASIN ENTR10 FT MIN. ANCE SECTION CROSS SECTION 3:1 (33%) 50 p�sc BOTTOM 0 FT MIN. I~� 4:1 (25%) 75 2403 , F �' O 4 EXIT I SLOPIE N 5:1 OR FLATTER (20%) 100 30 a 4 NATURAL GRADE Oa 10 FT MIN. �� B 2402�� ' z �p B B III RIP RAP TRAP/BASIN NONWOVEN � _j III 2 2 BOTTOM- 4 19 IN MIN. DEPTH GEOTEXTILE p �IIII =1W= - ISOMETRIC VIEW OF CLASS I RIPRAP 2401 �Oiso H �111 II _ PROFILE ALONG CENTERLINE 2400 �_ �GF W1 �Ilill ill T(THICKNESS) SILT FENCE J 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 v TO ALLOW PLACEMENT OF THE RIPRAP IN A MANNER SUCH THAT THE FINISHED INSIDE DIMENSIONS AND GRADE OF THE RIPRAP MEET DESIGN SPECIFICATIONS. DESIGN AND CONSTRUCTION NOTES RIPRAP OUTLET PROTECTION 2. PLACE THE FILTER BLANKET IMMEDIATELY AFTER THE GROUND FOUNDATION IS PREPARED. FOR GRAVEL, SPREAD FILTER STONE IN A UNIFORM 1. THE PROPER OPERATION OF SILT FENCE DEPENDS ON THE ABILITY TO TEMPORARILY POND RUNOFF BEHIND THE FENCE, ALLOWING TIME FOR DESIGN AND CONSTRUCTION NOTES LAYER TO THE SPECIFIED DEPTH. WHERE MORE THAN ONE LAYER OF FILTER MATERIAL IS USED, SPREAD THE LAYERS WITH MINIMAL MIXING. SEDIMENT TO SETTLE. SILT FENCE IS NOT A FILTER. IF RUNOFF FLOWS AROUND THE END(S), THE SILT FENCE FAILS TO FUNCTION. IT MUST 3. PLACE THE SYNTHETIC FILTER FABRIC DIRECTLY ON THE PREPARED FOUNDATION. OVERLAP THE EDGES BY AT LEAST 12 INCHES, AND SPACE BE PLACED WHERE IT WILL STORE WATER - OFTEN TIMES ALONG A SLOPE A J-HOOK SHAPE IS REQUIRED TO CREATE A STORAGE AREA. 1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT ANY FILL REQUIRED ANCHOR PINS EVERY 3 FEET ALONG THE OVERLAP. BURY THE UPSTREAM END OF THE CLOTH A MINIMUM OF 12 INCHES BELOW GROUND LONG RUNS SHOULD BE AVOIDED, AND BROKEN UP INTO SMALLER SEGMENTS. IN THE SUBGRADE TO 95% MAXIMUM DRY DENSITY PER ASTM D-1557 OR GREATER. LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE AND WHERE NECESSARY, BURY THE LOWER END OF THE CLOTH OR OVERLAP WITH THE NEXT SECTION AS REQUIRED. TAKE CARE NOT TO 2. J-HOOKS SHALL BE USED WHENEVER THE SILT FENCE LINE IS INSTALLED AT AN ANGLE OF 30 DEGREES OR GREATER FROM PARALLEL TO FILLED BY INCREASING THE RIPRAP THICKNESS. DAMAGE THE CLOTH WHEN PLACING RIPRAP. IF DAMAGE OCCURS, REMOVE THE RIPRAP AND REPAIR THE SHEET BY ADDING ANOTHER LAYER THE CONTOURS 2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS. OF FILTER MATERIAL WITH A MINIMUM OVERLAP OF 12 INCHES AROUND THE DAMAGED AREA. IF EXTENSIVE DAMAGE IS SUSPECTED, REMOVE 3. SILT FENCE INSTALLED IN SHORTER RUNS WITH "J-HOOKS" TO AVOID CONCENTRATION OF FLOWS AT ONE LOCATION BY TRAPPING RUNOFF AT 3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTALLATION. REPAIR AND REPLACE THE ENTIRE SHEET. WHERE LARGE STONES ARE USED, OR MACHINE PLACEMENT IS DIFFICULT, A 4-INCH LAYER OF FINE MULTIPLE POINTS ALONG A SLOPE. ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA. ALL CONNECTING JOINTS SHOULD GRAVEL OR SAND MAY BE NEEDED TO PROTECT THE FILTER CLOTH. 4. START DOWN-GRADIENT SILT FENCE LINE AS CLOSE AS POSSIBLE TO UP-GRADIENT J-HOOK OVERLAP SO THE TOP LAYER IS ABOVE THE DOWNSTREAM LAYER A MINIMUM OF 1 FOOT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH. 4. PLACEMENT OF RIPRAP SHOULD FOLLOW IMMEDIATELY AFTER PLACEMENT OF THE FILTER. PLACE RIPRAP SO THAT IT FORMS A DENSE, 5. TYPICAL J-HOOK DIMENSIONS MINIMUM WIDTH IS RECOMMENDED AT 20FT WITH A DEPTH OF 1OFT. WHERE SPACE IS LIMITED (E.G., ALONG 4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER. WELL-GRADED MASS OF STONE WITH A MINIMUM OF VOIDS. THE DESIRED DISTRIBUTION OF STONES THROUGHOUT THE MASS MAY BE NARROW RIGHTS OF WAY), NARROWER HOOKS CAN BE USED WITH A HIGHER SPACING FREQUENCY. 5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER. OBTAINED BY SELECTIVE LOADING AT THE QUARRY, AND CONTROLLED DUMPING DURING FINAL PLACEMENT. PLACE RIPRAP TO ITS FULL 6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD, ANGULAR, HIGHLY WEATHER-RESISTANT AND WELL GRADED. THICKNESS IN ONE OPERATION. DO NOT PLACE RIPRAP BY DUMPING THROUGH CHUTES OR OTHER METHODS THAT CAUSE SEGREGATION OF STONE SIZES. TAKE CARE NOT TO DISLODGE THE UNDERLYING BASE OR FILTER WHEN PLACING THE STONES. THE TOE OF THE RIPRAP SLOPE q SILT FENCE J-HOOK MAINTENANCE NOTES 7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFILL AT THE END. MAKE THE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL WITH THE SHOULD BE KEYED TO A STABLE FOUNDATION AT ITS BASE. THE TOE SHOULD BE EXCAVATED TO A DEPTH ABOUT 1.5 TIMES THE DESIGN RECEIVING AREA OR SLIGHTLY BELOW IT. THICKNESS OF THE RIPRAP, AND SHOULD EXTEND HORIZONTALLY FROM THE SLOPE. THE FINISHED SLOPE SHOULD BE FREE OF POCKETS OF 1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY. 8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM OR CHANNEL AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF A SMALL STONE OR CLUSTERS OF LARGE STONES. HAND PLACING MAY BE NECESSARY TO ACHIEVE THE PROPER DISTRIBUTION OF STONE SIZES 2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY. CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON. TO PRODUCE A RELATIVELY SMOOTH, UNIFORM SURFACE. THE FINISHED GRADE OF THE RIPRAP SHOULD BLEND WITH THE SURROUNDING 3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON 9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION. AREA. NO OVERFALL OR PROTRUSION OF RIPRAP SHOULD BE APPARENT. THE FENCE. TAKE ARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. RIPRAP INFLOW PROTECTION MAINTENANCE NOTES 4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE RIPRAP OUTLET PROTECTION MAINTENANCE NOTES 1. IN GENERAL, ONCE A RIPRAP INSTALLATION HAS BEEN PROPERLY DESIGNED AND INSTALLED IT REQUIRES VERY LITTLE MAINTENANCE. RIPRAP SHOULD BE INSPECTED CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED. PERIODICALLY FOR SCOUR OR DISLODGED STONES. CONTROL OF WEED AND BRUSH GROWTH MAY BE NEED IN SOME LOCATIONS. 1. INSPECT RIPRAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENTS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE, OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE. SILT FENCE J-HOOKS DETAIL RIPRAP OUTLET PROTECTION DETAIL RIPRAP INFLOW PROTECTION DETAIL NOT TO SCALE NOT TO SCALE NOT TO SCALE PROJECT MANAGER V. HAYNES, PE " - PIEDMONT LITHIUM CAROLINAS INC. ,,.` N..•�AR�< - EROSION CONTROL DETAILS =o.:oF�SS,o�.% ; CAROLINA LITHIUM PROJECT 5 3/13/2024 REVISED PER DEMLR COMMENTS S AL ` 1 3 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 �'•��•'•N�IN �`•y� �` GASTON COUNTY, NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '-i�n1/•••••••••••P O` FILENAME - OOG-009 + + 440 S.Church Street, Suite 1200 1 8/27/2021 MINING PERMIT 111"f E K. N ��` 3/13/2024 L ` T H 1 0 I Charlotte, INC 28202-2075 ��`704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - N.T.S. 00�±v-009 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 A AREA NCDOT#5 OR#57 M -* �, ij D WASHED STON STREAMTEMPORARYSPAN - 411- `�' � BRIDGE CROSSING N e 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 GIC COMPOST FILTER STAKE SOCKS,OR OTHER 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. /_1 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 5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ACCUMULATED SEDIMENT, AND ESTABLISH FINAL GRADING ELEVATIONS. STREAM BED 18" WATTLE 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. INLET PROTECTION DETAIL 15"-16" 1' NOT TO SCALE f 2 ' 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. III-III III III III I I-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 DESIGN VELOCITY EXCEEDS THE ALLOWABLE FOR THE IN-PLACE SOIL 8. ENSURE THAT BYPASS CHANNELS NECESSARY TO DEWATER THE CROSSING V-6" INVERT PIPE �i/ /\/ / /\�/// SITE AREA STABLE BEFORE DIVERTING THE STREAM. UPON COMPLETION OF THE CROSSING, FILL, COMPACT, AND STABILIZE THE BYPASS CHANNEL V-6" APPROPRIATELY. 9. REMOVE TEMPORARY STREAM CROSSINGS IMMEDIATELY WHEN THEY ARE NO LONGER NEEDED. RESTORE THE STREAM CHANNEL TO ITS ORIGINAL WATTLE DESIGN AND CONSTRUCTION NOTES FLOW CROSS-SECTION, AND SMOOTH AND APPROPRIATELY STABILIZE ALL // DISTURBED AREAS. 1. USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL CROSS SECTION. 10. ANY IN-STREAM SEDIMENT CONTROL MEASURES MUST BE REMOVED UPON \/\//�//\'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..•�AR0< - EROSION CONTROL DETAILS ._ SS CAROLINA LITHIUM PROJECT O•Q�oF 7 S AL �9�• 5 3/13/2024 REVISED PER DEMLR COMMENTS 3 LITHIUM HYDROXIDE CONVERSION PLANT 4 1/23/2023 REVISED PER DEMLR COMMENTS PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS -' 9��'•NCIN ��•� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS 'Oi�R/E�K.•NP� � FILENAME - OOG-010 440 S.Church Street,Suite 1200 ��11111�„```�� 3/13/2024 L I T H 1 0 Charlotte, NC28202-2075 1 8/27/2021 MINING PERMIT SCALE - N.T.S. oOv�o� 0 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 N.C.B.E.L.S.License Number:F-0116 1 2 13 4 5 6 7 8 5' 2:1 SIDE SLOPE 10'-0" MAXIMUM CAP o PROVIDE RAZOR WIRE 1' AS SPECIFIED A q VARIES V 1' SKIMMER OUTLET 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% Flow OF SURFACE AREA OUTLET ZONE 15% 1 5/8" OD TOP RAIL OF SURFACE AREA PLAN VIEW / TENSION CHAIN LINK FABRIC F/pw BAR BANDS #9 GAUGE 2" MESH D \Q PROVIDE A MINIMUM 8'WIDE x 16' 1 5/8" OD\ BRACE TUBE LONG CLASS 1 RIP-RAP 15"DEEP ON 0 LAYER OF NON-WOVEN GEOTEXTILE FABRIC(MIRAFI 140N OR APPROVED \ 00 EQUAL)AT DITCH CONVEYANCE < DROP ENTRY POINTS INTO THE / o SEDIMENT TRAPS. / / TENSION zo O 2 2 Earth BermBAR 3/8" TRUSS ROD 0�18 IN 0 �1 12 / AT END SECTIONS " 1 � / 12" � O TENSION WIRE NONWOVEN GEOTEXTILE N SECTION A-A / END, CORNER OR PULL LINE POST _ PLUNGE POOL DESIGN AND CONSTRUCTION NOTES (TYPICAL) POST (STEEL)4" OD STEEL 21/2" OD j o 1. USE SPECIFIED CLASS OF RIPRAP. 4'-0" MAX SPACING 5'STEEL PO T AND PULPIPE - OL POSTS TO HAVE RNER STEEL PIPE 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. d 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 8 - THE SURROUNDING UNDISTURBED MATERIAL. N < "DX6"W TRENCH 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 d 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. IP14 NOTES: 6. AT THE PLUNGE POOL OUTLET, PLACE THE STONE SO THAT IT MEETS THE EXISTING GRADE. III-III- III- III=I1 -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 - 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. BBBB 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 [I E El El ❑ 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 --OF- 2' IN THE DESIRED POSITION WITHOUT DISPLACEMENT. ❑ ❑ ❑ ❑ ❑ (MIN.) SILT FENCE 4. USE 9-GAUGE HIGH TENSION WIRE FOR SUPPORT WIRE. (SEE DETAIL THIS SHEET) 5. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE. �p g ❑ ❑ ❑ ❑ ❑ 6. INSTALL THE COIR FIBER BAFFLES IMMEDIATELY UPON EXCAVATION OF THE BASINS. D 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 ,7 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. ❑ ❑ ❑ ❑ ❑ 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 T 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" 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" TEMPORARY STOCKPILE DETAIL POROUS BAFFLE DETAIL TRASH RACK DETAIL NOT TO SCALE NOT TO SCALE NOT TO SCALE PROJECT MANAGER V. HAYNES, PE " - PIEDMONT LITHIUM CAROLINAS INC. ,,.��'��N..•CARO< - EROSION CONTROL DETAILS o;oFEssio�.,•� ; CAROLINA LITHIUM PROJECT -.7�~ 5 3/13/2024 REVISED PER DEMLR COMMENTS = S AL 3 - LITHIUM HYDROXIDE CONVERSION PLANT 4 1/23/2023 REVISED PER DEMLR COMMENTS PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS -' 9��'•NOIN ��•� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS --'' R/E�K�•NP "`3/13/2024 FILENAME - OOG-011 440 S.Church Street,Suite 1200 ��iiiii�� L I T H I U Charlotte, NC28202-2075 1 8/27/2021 MINING PERMIT SCALE - N.T.S. oOv�o� 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 N.C.B.E.L.S.License Number:F-0116 1 2 3 4 5 6 7 8 12" FLOW IMPERVIOUS DIKE \ CLEAN WATER PUMP-AROUND PUMP APPROXIMATE STABILIZED OUTLET OR NATIVE (SEE NOTE 8) BASE STREAMBED STONE MATERIAL FLOW WATER 2' S" 11= SURFACE TEMPORARY TEMPORARY FLEXIBLE HOSE FLEXIBLE HOSE 2 TOP OF BANK 0 (SEE NOTE 5) =1 I=1 I III III=1 \ RIP RAP / -III= 11= 11= 6" � \�\\�\\� 12"(30cm) ss \ EXISTING CHANNEL �\\�� o ;, 6" -III-I I - I I III III 611 (15cm) I=III III=1I-II \ (15cm) 4 (1 Ocm) WORKING \ \ X2 -1 =III-III= I�1111= \ - - - " " AREA 11 X5 \ IMPERVIOUS 6" "" " ' '."` -••." ••."• '.�` TEMPORARY , \ DIKE TEMPORARY STABILIZED OUTLET 2 - SECTION A-A' ^ ^ FLEXIBLE (15cm) 2"-5" HOSE ^ ^ ^ "^• " "•." "• ••" (SEE DETAIL, ( -12.5c ) ^ ^ =1"11=111=1 I HOSE I THIS SHEET) III-III-III I APPROXIMATE BASE FLOW WATER LEVEL 4"-6" •"•"� "" _ _ -_ _-I I-I I-I I-I (10-15c ) 1 . ".. > > 0 •"•" =1 I-1I I I I I-I =1 11=1 11=1 11=1 11=1 I DEWATERING PUMP I I TEMPORARY STABILIZED OUTLET • • c �� —I 1= 1= I— =111=111=111=111=1 I 1 \ (SEE NOTES 5 AND 6) SANDBAG /STONE (SEE NOTE 8) 1111" • ^ ^ ^ 1 11=1 11=1 11=1 11=1 I Ed I 1= \ 1II-1I III II1=1 - " A I�I_�I_�I I-III-III-III-III-I 11=1 I 1 , ® II11 • 1 I—I I—I I—I I—I 1-1 1 1 SEDIMENT REMOVAL DEVICE WORKING AREA 111-III—III—III-1�1= (SEE DETAIL THIS SHEET) FLOW =1II=1II=1II 1 5 _ - - - - - - I1•. • 111-1 I 1=1 11= 1 11111�III PLAN VIEW -III- - - 1 11 11 i- III-111-11 IMPERVIOUS MEMBRANE 6" (SEE NOTE 8) ) I —III I III—I I—I I 1 1=_ _ _ = 1=1 1=1 1=111=11 3" (15cm IMPERVIOUS DIKE I I—I i I-III- 1=III=III=III=III= ^ = III=III=III=III=III �� TEMPORARY = — — — — — — — — STONE ® — — — — — — — — — — — — — — — *NOTE: - FLEXIBLE TOE APPROXIMATE IN LOOSE SOIL CONDITIONS, THE USE =I II III I III I III I=I HOSE SEDIMENT AG TOP OF OF BASE CRITICAL POINTS C NOTES: OF STAPLE OR STAKE LENGTHS s 5 _ E NOTE B) 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 / / / / / / / / / / / / A C. CHANNEL BOTTOM/SIDE SLOPE VERTICES SECURE THE CRITICAL POINTS ALONG THE THE RECP'S. FILTER FABRIC �\\ � CHANNEL SURFACE. (SEE NOTE 6) \ B C B C **IN LOOSE SOIL CONDITIONS, THE USE OF X6 X7\ STAPLE OR STAKE LENGTHS GREATER THAN - 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. DOWN STREAM/DOWN SLOPE 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 1. INSPECT RECP AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT REPAIR IMMEDIATELY. A. INSTALL SEDIMENT REMOVAL DEVICE AND TEMPORARY STABILIZED OUTLETS AT THE DOWNSTREAM END OF WORKING AREA. 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..•�AR0< - EROSION CONTROL DETAILS ._� SS CAROLINA LITHIUM PROJECT•Qzz- -v •S AL � 7 5 3/13/2024 REVISED PER DEMLR COMMENTS 3 - LITHIUM HYDROXIDE CONVERSION PLANT 4 1/23/2023 REVISED PER DEMLR COMMENTS PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS -' 9��"'•NC1N ��•� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS 'Oi Fly'/E.K"•NP��O`� FILENAME - OOG-012 440 S.Church Street,Suite 1200 'li,� `�� 3/13/2024 L I T H 1 0 Charlotte, NC28202-2075 1 8/27/2021 MINING PERMIT SCALE - N.T.S. oOv-o1 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 N.C.B.E.L.S.License Number:F-0116 1 2 3 4 5 6 7 8 A. GENERAL 1. THE FOLLOWING INFORMATION SHALL BE APPLICABLE FOR ALL PERMANENT LAWN SEEDING. PERMANENT LAWN SEEDING SHALL TAKE PLACE WITHIN ALL DEVELOPED AREAS OF DISTURBANCE INCLUDING RESIDENTIAL AND COMMERCIAL AREAS AND SHALL BE REPLACED IN KIND OF EXISTING MATERIAL BY THE CONTRACTOR. AN APPROVED TURF TYPE TALL FESCUE BLEND SHALL BE USED PER THE CONTRACT DOCUMENTS. KENTUCKY 31 IS NOT AN ACCEPTABLE BLEND. 3. WHEN SEEDING MUST TAKE PLACE OUT OF SEASON FOR PERMANENT GRASS THE APPROPRIATE TEMPORARY SEEDING SHALL BE DONE AND THE CONTRACTOR SHALL BE RESPONSIBLE FOR PERMANENT SEEDING AS SPECIFIED IN SEASON AT NO ADDITIONAL COST TO OWNER. A. GENERAL: 4. CONTRACTOR SHALL BE RESPONSIBLE FOR LAWN MAINTENANCE THROUGH SUBSTANTIAL COMPLETION. LAWNS MUST BE AT 90%COVERAGE AT SUBSTANTIAL COMPLETION REVIEW TO BE ACCEPTED. IF NOT AT 90%COVERAGE, p 1. AFTER CONSTRUCTION IS COMPLETE IN ANY AREA OR PHASE OF THE PROJECT,THE DISTURBED SUBSTANTIAL COMPLETION WILL BE DELAYED UNTIL THE FOLLOWING GROWING SEASON. AREAS SHALL RECEIVE A PERMANENT GROUND COVER. SEEDING AND MULCHING SHALL BE PERFORMED IMMEDIATELY BEHIND CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE PERMANENT B. SITE PREPARATION: SEEDING IN ALL DISTURBED AREAS AS INDICATED IN THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL ADAPT PERMANENT SEEDING OPERATIONS TO PROTECT AND TO 1. REMOVE OR KILL ANY UNDESIRABLE EXISTING TURF OR VEGETATION. HERBICIDE SPRAYING OR OTHER CHEMICAL ACCOMMODATE ANY TEMPORARY SEEDING AND SOIL AND EROSION CONTROL MEASURES THAT MAY TREATMENT SHALL BE APPROVED BY THE ENGINEER PRIOR TO BEING USED BY THE CONTRACTOR. IF ALREADY BE IN PLACE DURING THE WORK PERIOD. PREEXISTING TURF OR OTHER VEGETATION IS MIXED WITH THE SOIL TO BE REUSED,THE CONTRACTOR SHALL USE BEST JUDGEMENT IN REMOVING IT OR INCORPORATING IT INTO THE SOIL DURING PREPARATION. 2. WHEN SEEDING MUST TAKE PLACE OUT OF SEASON FOR PERMANENT GRASS THE APPROPRIATE TEMPORARY SEEDING SHALL BE DONE AND THE CONTRACTOR SHALL BE RESPONSIBLE FOR 2. IF TOPSOIL WAS NOT USED TO REESTABLISH THE UPPER SOIL LAYER AND THE UPPER SOIL IS HEAVY WITH HIGH PERMANENT SEEDING AS SPECIFIED IN SEASON AT NO ADDITIONAL COST TO OWNER. CLAY CONTENT,SPREAD 1.5-2 INCHES OF AGED GROUND PINE BARK OR BAGGED ORGANIC HUMUS OVER THE AREA TO BE REPAIRED. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR TURF MAINTENANCE THROUGH SUBSTANTIAL 3. FOR ALL GRASSES EXCEPT CENTIPEDEGRASS,APPLY PER 1,000 SQUARE FEET: COMPLETION. SLOPES MUST BE AT 90%COVERAGE AT SUBSTANTIAL COMPLETION REVIEW TO BE 75 POUNDS OF GROUND LIMESTONE AND ONE OF THE FOLLOWING FERTILIZERS: ACCEPTED. IF NOT AT 90%COVERAGE,SUBSTANTIAL COMPLETION WILL BE DELAYED UNTIL THE 40 POUNDS OF 5-10-10;20 POUNDS OF 10-20-20;OR 20 POUNDS OF 8-8-8 OR 10-10-10 IN COMBINATION WITH 4 FOLLOWING GROWING SEASON. POUNDS OF 0-46-0. CENTIPEDEGRASS PREFERS ACIDIC SOILS AND LOW LEVELS OF PHOSPHORUS AND MAY NOT REQUIRE THE ADDITION OF LIME AND PHOSPHORUS. B. SITE PREPARATION AND INSTALLATION: 4. INCORPORATE LIME AND FERTILIZER(AND PINE BARK IF ADDED)INTO THE TOP 6 INCHES OF THE SOIL USING A 1. GROUND COVER:ALL DISTURBED AREAS SHALL BE DRESSED TO A DEPTH OF SIX(6)INCHES. THE TOP ROTOTILLER OR BY HAND. ROTOTILL OR HAND CULTIVATE TO WELL INCORPORATE THE AMENDMENTS AND GET A THREE(3)INCHES SHALL BE PULVERIZED TO PROVIDE A UNIFORM SEEDBED. RAKE OR HARROW THE UNIFORM LOOSELY TEXTURED SOIL OF MINIMUM 6-INCH DEPTH. SITE TO ESTABLISH A SMOOTH AND LEVEL FINAL GRADE.SOIL PARTICLES SHOULD BE NO LARGER THAN MARBLE SIZE,AND PEA GRAVEL SIZE IS EVEN BETTER. AGRICULTURAL LIME SHALL BE APPLIED AT THE RATE OF 1 TONS/ACRE IMMEDIATELY BEFORE PLOWING. GRASS SEED SHALL BE APPLIED AT 5. RAKE OR HARROW THE SITE TO ESTABLISH A SMOOTH AND LEVEL FINAL GRADE.SOIL PARTICLES SHOULD BE NO THE RATES OUTLINED IN TABLES 2A AND 2B. LARGER THAN MARBLE SIZE,AND PEA GRAVEL SIZE IS EVEN BETTER. HAND RAKING TO LEVEL THE SOIL AND WORK OUT 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 g 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) 50 lbs./acre TABLE 3 and LAWN SEEDING Add Tall Fescue 120lbs./acre (Cool- Warm-Season G Mar 1 -Apr 15 ( oo - an arm- eason Grasses) or Typical Planting Rate/1,000 sq. ft. Mar 1 -June 30 Add Hulled Common Bermudagrass 25 lbs./acre z s 4 """Tall Fescue and 120lbs./acre Lawn Grass Planting Dates Seeds Space Planting Sprigging June 1 -Sept 1 ***Browntop Millet or 35 lbs./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 4 5 (For Slopes 3:1 and Flatter) St. Augustinegrass Apr. to July - 5 4 - 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 BY THE ENGINEER. 3. SQ.YDS.TO TURF CUT INTO 2-INCH CENTERS TO PLANT 1,000 SQ.FT. 4. BUSHELS OF SPRIGS PER 1,000 SQ. FT. (1 SQ.YD.OF TURF PULLED APART IS EQUIVALENT TO 1 BUSHEL OF SPRIGS. TEMPORARY AND PERMANENT NON-LAWN SEEDING MEASURES PERMANENT LAWN SEEDING MEASURES NOT TO SCALE NOT TO SCALE PROJECT MANAGER V. HAYNES, PE " - PIEDMONT LITHIUM CAROLINAS INC. ,,.��'��N..•�AR0< - EROSION CONTROL DETAILS CAROLINA LITHIUM PROJECT .,. _:• %7 - S A*LL 5 1/13/2023 REVISED PER DEMLR COMMENTS 3LITHIUM HYDROXIDE CONVERSION PLANT 4 1/23/2023 REVISED PER DEMLR COMMENTSPIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS •NCiNGASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS -''e .K�NP��`3/13/2024 FILENAME - OOG-013 440 S.Church Street,Suite 1200 L i T H I U Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT I SCALE - NTS OOG-013 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 N.T.S. N.C.B.E.L.S.License Number:F-0116 1 2 3 4 5 6 7 8 I II / I I / / / ,--- / \ / v , v v v v v v I I I III III I / / v v v I I I A / / / / / / �------ / / 1 1 I / / I / / 1 / I - �- A / A \ \ \ V ` v - v - v �� - v v v - 11111\,, I / ' I \ \ - / / / / / I / / ` / I ( SEE SHEET OOG-003 FOR CONTINUATION \I \ \ / \ ` ` --- ` \ - ` - - 1 / III )l A \ r / I v v �- I , / / / --__� I / / \ I v - ,, v v - v v v - / \ / / / / -892--- / / -/ //// / � / I I I � A A ❑ v _ v v -- - / / / `\�� \\\ I / I \\ \-_-_�I I /' / / / // / / // /l l / I I I I _ \ \ \ ( \ / \ \ \\ \ \ \ \ \\ � \ I / / / ( \ v vvAV-7�-A\`\\ 1 I --- --- `V / / // / // /// /--------' / / // ' I / / // / I ) / l I ' V \ V 1 1 ` �� / // A ` // \ 1 I ,- `vvv v -v -- -- ----- V �'�� v vv v V v / / I ( �- -vvvvvvA Vvv\\ I I -- --- / ' / / / / // / // /11 _--_,' / / / I / / / / I / / \ I �--- v \ \ V 1 ` / / / / v 1 - v v - - - v \ \ \ v - v vvvv - \V A I I __ - l / / / / / l I / v ` 1 1 1 I A I / // // / �---- v v - / I I I I t/ vvv v v �--_-- v A �� \\ I A 1 \\ / / tom❑-__v�vvv-,vv 1\\\ 1 / / /'- / / / / // , -- / / / / / / I / 1 r-' v V A ( \ / / v I I - v l A l l v vvA\ 1 - -v I I I Ill / / / / - -/ / // / / 1 I I \--v I I v 1 1 1 I V v � / / / / V I I - v A - V / ) \ I I I \ --- - --vv vv\ V 1 1 I / / / - ---- I I I / / / / / / / ' - -- / / / / / / / V I --- I \ ` 1 1 1 1 1 \ \ \ v_ // / / / / / 11 I I v ❑ A V vv -- ❑ V / / \ I 1 I / - \ _ \\\\ 11 I / / /-- - \ I / / , / / /-\ \ 1 \ \ - / \ \ \ --- --- \ / 1 / v v\\VAA\ 1\I / / v v / III I ( / / / / / / 90 / / / �\ \ 1 ( I / 1 A 1 I I V v -/ V 1 A I I I \------- \ \ \\ \\\ 1 \ I / I - - , /-' 1 I I I / O ' / / 1 // \ \ \ \ \ --- / _ - ---- \ 1 I \ \ / / / /� - ------ \\ \\ \,\\\\ 11 \ \ ( \ / -\\\ / I I I I / / , / \ I \ \ \ / \ 1 I I \ - _ W \ \ - \ / / / V I / / / I I I / / / / / / / l I _ v v V /-- // v �/ ) ` 1 I 1 � (60 RO ) \ I v A 1 I v --- A \ / / /' / / / - -- -- v v v vvv vvv vv v v v v v -v---- / I I I I I I / / // / -� / r v v v v - / vv , / / f{CHURCa / / / v v v --v v 1 v v- v v v / �v // , / / / I I ---- --v v ` vvvvvvv1 vvv v ` v v v I - I I I I I / �-- I / v < < - / EpHZIBA --_ - -- -\ \ \ \ \ \ \\ \ \ 1 I ---' I I I / __ --- / \ / v \ V A\\VAA\ `11 1 ` I 1 / 1 l ' L\ / / A v v11 / / v / / \ \ v v _-- v v / \ v - - v v A I 1 I -- I I I I O / - A A v v ( < l / / / / v I I V A v v -- -- - v A v l / I v v V A 1 I Al I I / - / V \ / q / - \ _ V \ V / v V -- - v - - V 1 A v l A V v - \ \ \ \ I I I ❑ III / � I / I \ \ 1 \ / - / r-\ -- - I / \ \\ - /' / \ / / \ \ \ \ - - ---- \\ \ \ \ -- / \ \ \ V 1 1 - / / I \ v - A / - v v / / / vv - _ A v vv v -V A AV A A 1 1 I IIIA11 I I I I (/ j I � / / --' ' I V A A \ V A // / / / - I ) ) ) A \ \ \ \ �864- 1 �--- - ----- v A v - v / -v _ I � v v v v - � I I / A V A \ v 1 / \ v v v \ V A V 1 1 1 I I IIII / I I / / / ' --- / V A A V A / / / - v i - v V 1 I / / / ) 111 I v \ V A v v- // I I / \ / --vv v v -, -v v 1 I A A V vV v / / I \ v V A \ V A l I I I I I IIl1 / l / / / / / / / ---- --// I / 1 A 1 A / // � / v v - 111 V \ v v \ V ---- vvvv v v V v 200 0 200 400 - i 1 / / / / 1 v vvvv v - �/ v / 1 / - vvv v - v - -- v \ 1 A I III l I / / l / / - // / I I / / r ,,� / / ❑- I I / / ❑ 1 v ---' \ \ `--- - I I / -vvv VA A v v A V vv v V / / A ( \ v- SCALE IN FEET / / ) 1 I Ili / / 1 / / / / / / / / / / ,�---_ / / / / / ' / �'/ y i v� v v 1 / v D / I I I I III / // / / / / / / / / / / / / / / / / / I /' \v v A\ \\ \\ / / / \ / I I _ --� vvyA�vv v - v A \ \ v v v V / 1 V A - I/ / / / / / - - / / / ��,;- \ / / / / \ \ I A A / / / l l l I I / / / / / / / - / � / � �/ „ �; t I I I / l � V A �8 \ / / I l v v V 1 I I l 1 1 /// / / ' / / , / / / / / --- CONSTRUCTION ENTRANCE 1 � i - v ,� t, I I I I I / /\ I v A I 1 - I I I l v /� / // /- v v A I I vv v V A v V v v vv v v I / \ / v vv / / / , / /// I / / / i�i� � ,�" ♦ e - / / / / / / , / / , / / / v .• C y ST-220 1 -�i - # \ \ \ `- \ I / / \ / � \ \ I \ \\ \ \ \ ` \ \ \ \ I \ / / / / / ///// / I I/ I/ / / / , / / // / ---- AND CONCRETE WASHOUT _ , v V v `v vv v 1 \ 1 I / / / v v v v V v -- / , / l l I L' 1 1 /- /' // / / / SEE DETAILS ON SHEET OOG-008 i\' / m1 � I \ \\ \\\ \ \\ \ I / \ I 1 / / // // ❑ / \ ❑ I/ \�\\\\\\ \ _ - I II // i // \\ / , / / / V / � _ v - vvv v A I I / I / / / / I , / I / AV - \ V I I 1 A lv \ / �_, �' ' / I I I /'' /_, _ / / / / / \ ♦ �y ,' SK-247 I 1 \ - \ \\ 1 111 1 \ <- / / / / / / / \ \ I \ \ \\ \ \ I I I I 1 \ / / / , , / / , _ , / ❑%� ' 1 ❑��'❑ / / 1 �' ♦ �\ yi . ST-228 - \ \ \ \\\ \ 1 I I \ \ > / / / /- \ \\ O- \ \ \ \ \ 1 I I - \ / \ l \ \ \ U / 1 / - v v /vIIIII v / / / / // / I / / / v I A \ \ O v v A I / - v v / / / / / /-- / / / �„ I - - \VA\ \ I I I \ - A\ v A V I I v v 1 v / GENERAL NOTES: I ❑- / ( 1v\ V /iA-- 'b// , -, / / , -- ' ' / --' �•-•" ♦ Av " 9`Z - v v V A\\\VI !v v v, / / / / / /'- I / / / A I / \ �� v v 1 I I I v v v A \-- / / _ " / / ---- / , --ram_, ♦ h- ♦„ - V v VAVA\\ 11I I A\\VA / / - ) I VA\ _ ,,, ♦ / v� -' v I / / / v / �- 1 v I vv vv vv vIIIIII �� vv v v v / v v v ----_,�' ' 1. PHASE 1 INCLUDES BOTH TEMPORARY AND PERMANENT �'/' < A- -v\ V v////\ /❑�; - / _ i '; ♦ v A \ VAVA\\111 I ( \\\\\vA ' / / / / I \ / I AV 1 1 I Al I I I A I I I / -_-v - �/ �1 ,��, ♦� - � I v� -- v v vvvvvv111 I I vvvvvv-- v / / / / I I v I III / / / 11 _ v v v I I I I I I v ` v 1 ( _ `v BASINS AND TRAPS. SEE EROSION CONTROL BASIN \� /// \-, , // \vvvvv v 1 / �� / I I I v V 1 1 V 1 1 V ` - /' ` _ ---- v1 I // I //// -- APPROXIMATE CENTERLINE / � _ _ I �� ♦vr�' . v ► v v1 -1 1 v vA \1\1111 ( I I v I I / / III / v \ Vl I I I I A \ v _--v v \11 v/ / -I ////i/-' OF EXISTING RAIL I ,-'� -� _ ❑ y` '1� T L__,� \ 1 111 I I I I I - A vvvvv v V A - / A _ / I I I II II II I / `I 1 \\VAVA 1 I I 1`v A A V 1\ \v A vv v v -v `V A SUMMARY BELOW. _ - ♦ \ I I III / VAvv v I I / v / / / // / --- � 1 / t- -- ♦/ I A V A V A / v_� 1 - -❑/- CSX RAIL /'///// / / - 1yk��%i `♦i l �� / ♦ I I I I I I IIII II I V A A v \ \ \ I I \ \ / I ---- / IIII-v ---'/ / 1A\\VAV A\V A \ V 1 AV A \v A v ❑ vvv- -- - /�,v \ V A / /�// // -_ , - % - --; CONSTRUCTION yv w! v / .1 � , ,,� / ��_ • I II IIIIIv v v v vv 1 1 I I I v `v v / I ❑� r / I v, / 1 `` ` vv v ` vv v v v ---_ vv vv vv vv vv 2. SEE SHEET OOG-005 FOR SEDIMENT BASIN SKIMMER / - c� _ v ♦ l 11111111� � � v vv v v v v v v - RIGHT-OF-WAY ,/ // / / CONSTRUCTION ENTRANCE v - STAGING AREA 1 % �• .) l• / v-_- // ,' / _ / / / - _ - / 11 N v v I � I v v v v ❑ _ v v v v ❑= v v w w�vv�❑/ / / , //// AND CONCRETE WASHOUT oP� /' i v-\ / APPROX.2 ,F ) •' I �`\ — u/0 vvvvv v v v � - v , I / v v I _ _ -,- v�./ / I� 1 I I j I v ` ` v v v v v v v ` BASIN AND SEDIMENT TRAP SUMMARY TABLES. (\\\\v �► /�,� . I v V v -- 1 / II /- A I I / �___-=' / / V l l I 1 A \ \ V --- ' \ V A \ \ V v -- -/ / /// / - ' -*.' I I (\vvvv ACRES it'd 1 I t \ . �x _x-x xr. x,-x,x- x=p�x A\\\� V\\ V❑ A A v V v v I v I o- 1 V A v v A \ \ v - / SEE DETAILS ON SHEET OOG-008 � 1 1-1 A I vv ` y v v --- v, / I I / \ / / I ` / `,j I I I I ` v \ v v v / ` v \ v - / / / - ♦ /// r ❑ I /I ( \If �-1 v ❑ , I I I I I l l VAII � \I l v v - //�� 1 / 11 I / / 11 /❑/ /// ( I ❑A 1 1 A \ vA VAA \ -' / / / \I ��,,/� v '� \ \ \ \ \ V A vVVAV�AvA A\V VAV v v I IIII\ IIIIII / l ` `\ \I 1 1 V vv vv / �v v - �, ❑ - \ \ \ \ / -�♦t\ CONSTAGINGION I , \ \\\❑ I \\\\\\ \ \ \\\\ \I\\ \ \\ //// I / \ III III tL::� / ❑�/Jj I I I I I I i / III 1 III I \ `\ 8�6 / \\ \ \\ `\ \\ ` BASIN, AND SEDIMENT TRAP DETAILS AND NOTES. \\ - - SEE NOTE 10 / // / / - �_\, �1- E -�-_ / %/ / /- \ \ \ \ C\ - - \\\\\\\1\ I \\\\ \ \ _ / / I II I I \ / I II 1 I I I I ` \ \ \ \ \\\ \\ --_-; / , v / ++ // //^�i ❑\`.*♦ vfST-221❑ ` ♦ \ \ \ "�y AREA2 ♦♦ _`-\\ `\\\\ \\\\\\\ \ 1 \ \\ \\ \ -❑�\ ❑ l III / \ 111\ III \----' // //// / / 111/l / I I I \ \ //-` \I \ \ \\ - = / ♦ / ,/ // t5 \�, 877 EJ ❑ � ♦ - - \ / / )1 / / I \ I ---\ \ — \N// /'— ST-222 J — ,'/ .'/i \ \\\� \ APPROX.6 ♦ \\ \\ - \ \ — ° / / i _ /' ' / / /// / / I ` \\--- CULVERT SEE ❑ / ' %' % - �x /' /% '` / - - \ \ `� ` \\ ♦ \\ `\ 1111\II \I -- - - ' - ---' - / I I ` 4. MAXIMUM SLOPES ARE 3H:1V UNLESS NOTED \ ACRES � I 1 I\I \\ / / I 1 - -- / /// I I \ / G/ I / / / U\ _ / SK-246 ` \ \ \ 1 \ \ v 1 ♦ \I I )//// / /11\ -- \\\ -\\\--\- / // /) \ \ I - _ , / // // / I \ I I / � / �, %---/ r I- /8 /\ - - \ \ \ 1 \ .i\ \ - y.y ♦ ///r /i////, ` - -\ \ - / / \ \\ \ _-- / / / //// / I I I 1 \ / I I I OTHERWISE. / GENERAL NOTE 7 / � _ /1 - / � / - l / ♦y \ /ii /i \\\ - \ \\ (] / / I 1 1 -- - / / I \ I \ ( �/. - I I / O� II r\ ---� l II \ "\ \ \ / ♦\ l / / /i////i\ \ \ \ \ - / // / 1 \\ II _ / / //// // / / \ / I ----\ \ \ \ /' /, �.. I �;,_, -1 / i \\ I -- -- �, _\ \ I \ I I I`�♦y \ / / / „♦S� \ \ \ ) l I (J / //////%////)I\\\\❑ \\ \\ \ \,-/ /// / IIII / / ///// 1 / / I I I \ \ ` / �- I I I -914-- \ \ - �� - // -- \❑ -\o�_-- '(� -it / / '♦\L \\- / /W,U ♦1\rf—� \ ; \ \ 1 111�i1/Ii ll`\`\\ \\� ` \ // /' I I iUll - / / // / ) 1 I I \ ` I / / i I // 5. SITE LAYOUT IS BASED ON GASTON COUNTY UNIFIED \ - \\ ♦ ` - ` ` / (Q/ III ° / / / / 1 / / I \ \ ; - \- �� :�, -_/ / ',/ ♦% c.I \ \ \ \ R) // II 11111(Il \ ❑ \\ \ /II 1 I I / / I I / / /1 \ \\ -_ �� *' --` �\\\ , / // �jK 1 / / \- `♦♦" , - -- ♦ at9. \ \ \ \ �1 / / I - \I \ \ \ \\\ I \ \ -'/ / ` I I III / / / ////// / / I I I 1 1 I I / / R I / / nl\\ \ - \ I / / / // 11 I I \ ` / / / I / DEVELOPMENT ORDINANCE APPROVED 2/22/2022. R / ..%' - WETLAND AREA 2 // / ( \ \ \ \ \ I I / - \ - - - ' / \ / I( \ / I \ _ i R . �r ` -- /1 SK-241 0 . i a� \\\ - 1 ' \ , / / \ / I 1 � . � ��`"- \� �/�h1 I1 II I \ .,�\ - �-.% i � yyT \ \ � / / II\III` 1 I \\\ \ \ � / b, / \ 1 \ III h ' ' \11 /�/ 1 1 1 I \ / / / \ I I I I I '-) 0.01 ACRES I . y �� =` / I❑ III❑ \ 1 \ / / I / / /I / I I �' /�ST-229 - - \\' \ �/ -/i I 1 \1 \ - g� ❑ 1♦ SB-208 / /III II\ \\ \I I I \`\ \ \ - '�' / \ I I t , DRAINAGE / I-—/ / l I I I I \ \ / / / I / I \ �' �- - I I / / I \ / / / I r - I Is F . �� '../ -gi p \ \\\\\\❑❑ /, \l\\`\ \❑ --�> . - �, ' y \ `\ / IIIII IIIIIIIIJf \\``\` \`\ \ " ❑ 1 ❑/' (\ ` \ I /IIII --¢, AREA / i"/ll ( / / r I I \ \ // / I I / 1 I I I \ \\ 6. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE � ❑ �/ �,,CO., .��-� �- + \ \ \\ \\\ \\ \\�/ \\\\\ \ -- �: ♦ \ `� �� y \ \ ►� I 11 III 11 \ 1 \ \ \ _ / I / L� / j // / // 1 I I I \ / / I I I Iv \\ ' o - - \�. \ \ \\ \ \\ ---\\\ I\\\ \❑❑__—\ \\ \\ ` - `� \\` 1111illllll�\\''C�\\\`\\\ 1 I I \1 ` -'- % ❑❑ ` \ / /// /II I ♦ - DELINEATION ❑%, // ' / / / u \- _-, \\ / 1 1 I I \ GASTON COUNTY UDO FOR THE SOUTH FORK RIVER 6 O� Iv / v'�A A VA VAA\ v v-vvv AA\ v \ % �.' p� A A I11 \\ V A\ 1 \ V A , / / l l III ♦�� _ _-- - i �i i / / / \ / / I I 1 I i \ - \ y k, ---- o \ \ \\ \\ \ \\\ \ --__ -- '- \ �.-x• %� \ IIII \\\ \\` \\ \` \\ `\ I / / / / 1v ' `�' ____= / / / I \ l I 1 / 1 \ WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN \ ♦ I I CONSTRUCTION v / 1R•� v AA��\\ \VA VA AAA\ VAV - - - - - , ��\ 1 �. v %� II \ - - \, //, , , , - \ l l I I IX > a \i - ��. y`�, \ \\ \ \ II\ -- --\ c�+ \ - \ -\ \ 1 11111\I111\ \ \\I \\ \ \ \ \-\�/�' I / / / \\ --- ♦ //// / =_, / /i - // \ l / - --\ I J STAGING AREA4;' �♦ ,� 't♦\`\\,��\\ \\ \ \ \ ` 1\ \I CULVERT SEE �I I 1 \ -� - J / 1 , I r- / / _-- - / I I / \ \___ / 1 / / / MINIMIZED, AND NO IMPACTS WILL BE ALLOWED WITHIN \ I I $B-210 \\--\ i 1 \yw \\� \` \\ \\ \\ \\\l --- ,E, I \ \� y�rj\y / -- _�_ / /// / -' i' / I�--_ \- / / 1 I I I / / / ,- �� C - -_ ,�- L APPROX.6 ,, \ _ — --__ I / / , THE DELINEATED STREAM HIGH WATER MARK. \ .,,� \ ate \ 1 P♦\ t `: \\\\ \ \ \ \ \\\\ , - GENERAL NOTE7� I I I I w\ \\ ` . i \ � /�h _ x \ 1, \- I I / / _ _ R / \ _fix x 'x x_x�__ \ I / \ I I �_ ❑` I I1 ACRES - R \"♦\ \y\i \\ \ \ I I \ 1((l , - ( I I,I -- ��\ \ -� I 111 I \\ c / / I �'` Y-x- . . ,, .- x \ / / / \\ _ - \� ` I' \N \ II I\y♦�\�\y \\\ \ \ \ \\t 1 1\\ \\ _ \ I 1 \ \ \ I \\1\ \ \'\ x--,-x , , / \ i \ 1 I I / / \ - ` \ \i.\ \ ♦ \\ \ \ \\ \\ \- I 1 \\\ `- ---- � I I I i I \\. -- \ \ \\1 II 1\ \ - i \\ , , // / I; \ - ---\ 864 - _ - / I I l I / / I 1 - \ -_ __ - \ \ --t 1 \ \ 11 IIII I \ -__ WETLAND AREA 3 / I q� \ \ /i \ \\ --- a 1 \ .\ \ \ \ \ -- - - I I ❑ \ \ II11111 \ \ \ II ❑ 1 I I \ ------ //// / / I I / 7. CULVERTS TO CONVEY CLEAN WATER ARE TO BE �' t -_ - \ ♦ ` ',` \ \ \ 1\ \ t \\ \ \ \ . \1 11I I I I/ \\ - 0.09 ACRES I `� - I \ / / / --\ �� `� - - ---- � \A I \ 1 \ )\�♦1 ` a ♦ \ \` \ \ \\\\\ \ 1 11 I 1 \ - 4 \ \ \ / 11111111 1 I \ \\ \ / 111 I // / INSTALLED FIRST IN THE PROJECT PRIOR TO _ I \ \ %�''f r-� .:��.�.0- \ I �\ \♦ \ \ \c� \ \\\ ❑ \ I I I \ - //' ♦ \ \ \ r 1 LIMITS OF \ --- -------- / / I', \ \��- \ 1 �l \ I ��1� '' \ \\ \ \\ \( 1\-- - \_- \\ I\ \ - \ \\ \\ \\ \\- -, IIIi11 I�IIIIII \\ \ \ ❑/ \` > CONSTRUCTION I /l II \ * _ / I / ` \ PROPOSED FENCE. 1 / /// / / I I / / / 1\ \ - / III WETLAND AREA DISTURBANCE \ / I / INSTALLATION OF TRAPS. PROVIDE CULVERT INLET I�I \ \ / I I \1 \ i, \\\ \\ \ - \\\\\ \ -_, _ � \ ❑ /// I I/\ / I EA 4 1 i STAGING AREA S: / // I ` SEE GENERAL NOTE 8 / // / / / l I I I / \\ -�6i I I 1 I / / CAI V AAt \ �'\ \ \VA VAAV�- -�� - v A VA\A-� A V -- // A / // / I I I ,- I I v < l y '�,+ v v v - - v` I -- - vvvv - v `v v IIIIII/ ,> I f APPRox.2 .;) /// / I ` v / I / PROTECTION AND OUTLET PROTECTION. - I I I � / /-- 1 /A 1 V A V ♦ivv vA-, A v vv - v -- -v v -- �" v v \v O ll \/ r1 0.06 ACRES \ .� // l 1/III l / ( // / // I I 1 I I V /� //// / / I I I I I I 1 \ / v ♦ v ��A vv v- - v ��vv-�- -vvvvv-- A \ ' v v v v ID 1 I v / f ACRES I / / // 1 I I I A / - // / / I I cC 7' Co I 1 I // /-\ / -�/ I V Av v y\v v ti v �-v -- v vv vvvvv-_ v 1 A-v V A V Av- W O; / A r / / l / l ♦ v 111A I // / I / / - - / / I I I I ICO v I / \ \ \ / / ♦ y ,�\ - - \\\ \\\ h / / 1 / // / I / I 1 / / I I I I -/ 24 \ \v I \ I i / l I v \z / / / / , / / / � ♦ �. �❑v v v vvv vv- vA �- v v� V A \ W // I / ( \ '� IIIIII I l // / / ( \ / / / I I 1 I I - 01� �' / 11 ` v / / / / //-�v - //1 1 `v "�♦ `vv : vvv v�vv��v� �� - " ` vvv v vv v v vt vw ( wvv v`� i I / i / // -f ��I I lllll�/ /�l / / // /I /I �/ I / / / / / I r I 1 I I I I I I I 1 _ 8. PROPOSED FENCE TO BE INSTALLED AS SHOWN / 1,1 / v v //// , -89�,-- v �?♦� ❑v l-.vv � vvv vv vv vvw❑ww �-,vvv❑ �v v v --_ - //� -vvvvvv ' I / / / / , ` . -_; - ,/////,/// r I / / // v I v / / 1 I I / I 1 I I SURROUNDING THE DEVELOPMENT. BREAKS IN THE - �v v vv -,\vv v\ ) v-vv v v v v �P v v v v . ♦ A�� \vv A I / / I __ q ///- ,// / / / / I _\ 1 I I / / / I i I I I I 1 I A _0 1 WETLAND AREA 1 // I v-- I / / / ' /z ,--v v � / --- ') vvv - \\Vv " "v v v vv v v v vvv �yvvvvv�� vvv❑C"�� v -v v / / `\1VA`v V A 1 I I 1 I l /- --r / v --�, / // / '/ l / / / / / / ,// / / / / I III I I ` FENCE LINE OCCUR WHERE IT INTERFERES WITH I v . / / / ❑/ / V 1 , / ,_ ?y' \♦v v ♦ A A V A v \ VA \\ �-V� �\ vv vv v Q �\v v v -, ♦ \ V AVI I ❑j i - V I/ / ( / - -o I 0.52 ACRES I I 1 / / / �b ' // / v I // -_ �a � " v 1\� 1 v v v\ v v vv1 1 11 ❑v jv-vvvv v vy vvvv�`��v v- v /////i /// - ` Avvv vv cb// / /� EXISTING CEMETERY SITE % y/yr y/y/ ❑ _ /=_'== i 1 I I I I i i I I v I v EXISTING STREAMS OR WETLANDS. 15-FT WIDTH OF \ V \V / / v1 / / / I --- IA 1 v I / / v / \ l v vvvv vvvv v�♦,- SB-207 l� 'I - N 1 / ,% / //-' -� � �/ // �/ I I I V A \ 0 1' v- _--- -v / / v / / v vvv / /❑/-- v 1% k v v v�v v �w v SK-248 vvv ❑ vvvvy�vvv v�•r4 ////// III v i / I 1'/ I .� 1 1 1 / v ` I / -;��, ///�/i 1 1 v v o� v v ` DISTURBANCE ACCOUNTED FOR ALONG FENCE LINE. v - v - / /, SK-243 - vvv v v- +,� - /// co, II /�// // . l A \ / i / //// //l / / 1 III I I A V A v \ v- v 0 L ., I / PROPOSED FENCE _, // - v I ♦ v +v v v ❑vv vvvv v vv vvvvvvv vv �.�__ // --- >`�f I / �= I : , /////I / / / / / / / I I v v v v v v v _/ 0 1 - ---- I I I ---'// - - - vvv�y V 1 - ♦♦ ` v v, yN \` VA\ vv vV A V V A v vvvy� vv �Nv /// /❑� �/ II /�///// / I I r' ♦ I I v\ \\ V / // /;�//// / jl% l j l / // // / // / / / / / // / I 1 A IVA A V v A\ \ \ v A \ \v \ vv I -- , SEE GENERAL NOTE 8 - 1 - -\ \ \ \ \ \ \�. I * �\ \ 1 _ ,// - - \\ ♦ \ > - y\\\4 \ \ \ \ \ " \ \\ // , ❑// / // / //// / *rt I ♦ // / / // / / / I / / \ 1 \ \ \ \ _ �I \ / I / i , I _ - /// - \ \r, v�I 4i \♦cm \ \ \ \\` \ \ \\ \ \\ r I I /* V' I 1 -,\ \ x , / //,ll I I / / / I I / \ \ \ \ \ \ \ \ \ 9. SEE SHEET OOG-002 OR LEGEND. I',I / / I I I / - // 1 ) \\ \ i� -r/I \--.- \ 8 0 I �\\\ \ \ \I\\\\\ \ 1\ \\\' - � l/ I I I {, //// /// ,//// \ ❑�I I i \ �/ ///// / /�, i I ' // / I I ^\\\\\\\`\\ \\ ` \ \ \\ \\\\ \ \ ❑-❑ `- t� '1 / 1 1 ��.- �xx . ..,x❑ / 1 <\ « ` \\\\ \�\♦` s' ♦♦ I (/ I / h !f \\\\ \\\ \\ \ \ �\❑\ \\\ \ �.I,I b<'c/ // /// //l r'( .1 \ I I \ \ \ \ \ \ \ ' I „ p❑ \ \ \ I / L '-,--�"x x ° ' I I \ \\ 1\ \\ \ \\ \ ♦ 1 R - - r \ �\\\ \\\\ \ \\\\ % �\\\\\ ❑❑/ / y1 x4== // / ,/ /lull�` I*r�'/k \ I 110 METER CEMETERY SITE BUFFER 1 / 1 \ I I / \` \ \ \ \ \ \ \ \ \\ _ 10.INSTALL TEMPORARY CULVERTS AS NEEDED FOR IK� /" /' \ 4 fix- x - - 1, - \ \ \ \ ` \\ - \� \ ♦ I �+ \ \\ \\\\ \ \\ \\\ / I i \ \_ / I I - _ , / r-/ % / l \ 1111 \ \ \ \ \ \ \ \ - D --- \ \ �I / q IIII l -�- I \ \ \ CONSTRUCTION ACCESS./ / x- - \\\ ��, \\ \\ \\ 11 11\ \ �: �- --- `F \ \ y♦` \ \\\ \ \\ \\\ I % II\ IIII I r\ / 1 / / / \ 9j I I \ \ \ \ \ \ ��-�6 - _/-, ` - - - Q \\ \\\ ,\ \ \\ \\ \\\I I I \ \\ \ -,x % \\ -J♦ .! \ \ \ \\ \ \ \ STREAM CROSSING N0. 3 < \ / I _\\ , / J -v A \ V / , 1 �" / I 1 A I III I V A \ ,L,-.- - - - v - - - v - v I \ V A �-� - � A \ � � A A\ \ V I I/ I I �r'� - v v � / - /* � / O I I I I \ I 1 1 AVA \ \ V A - v -_ -_--- - - 1 v ` - 11 I I IIIII\\ vvvvvv N v v a vvv vv vv SEE SHEET 01CP-B008 I A v v I / /� I / \ \ v -_- _ - - - - - 1 A V A V 1 1 1 11 A V Av - 1- I / \ V A t��AA V ,\\VA v 11 11 \VA\ r v v v i / cb V / / / I I I V A V A v v v - - --_ v II \ vV A v v . v A\ \ VA' 9 1 A v -�� / 1 v / r / SB-201 I \ \\ \ \ \ \ \ 8 v - / --- v - - - -v ' 1 V A Vvv A A\vv A 1 v -, A V 1 ll \ l \x" _ A -- / _ _ _ v - - vv vvv vvv ��` v `�_��. / `Iv v ` w v vvv vvv SEE GENERAL v v vv , v v v / , 1 / v - / / vvv vvvvv v v v v v_ \ I / I - _AVA v vvvv A 111 IllllVAVA v ♦�v v �� I \ \♦�'� +\ ` VlA�\ ` \\ �❑ \ - -_ 1 II\11 \III d� \ 1 / / v- ❑ /9J '� III / I /l// VAIVAI \ VAVA` V `\ \ V v\ \-- - - 1 \ \ \ \ \\ / - I V - v ` I I , A\ V A A\vv v - V 1 IIII I M V 1 Tom/ / / / I I A \V A \\ \v - v - \ v - --v-vv y 1,1, I I1VA \\\❑❑ - --- - - `� � I � V A V A\\ vvvv 1 11 V I I � � � I / 1 \ / / / I v \\ 11 \1 A \\ \\ v v ♦� iv v�� \ \\ VA 11 - A 11I rI 1 � I l �\ / / v / l l V / / / / l1 // / , \ , ` \ \ _ \ � I I III � / I 11�� \\ \ V A\\ V vvv -J NI I�' I \ I / � / / \ /- \ I A v / ` � - 1' \V I / / IIIA V v v ♦Y �� I �+, A\ VA \\ v v IAVA 11 �11 T . I I v - / // 111 I 1 V \ \ V - \ \ _ > / lJl I v -- II / / I / - / /� I V / / - \ v v -, I \ Z\ --------f'`< l / �y�,\\\VA \ V A\ \ V A vv v --- IIII A v I 1 1 . I v --- , / // VA\\ 1 A 1 V A c4 v \ `vv ❑ ❑�________❑ - 1\\I 11 ////�l A \ �v v v - ♦"-_----- _ I �/ I �� \ \VAS`VA 6i v \�- ��v v_ - I Ii\ll I' �I I\ A F-'x�� / 1 / / / / / /� / 1 1 I 1 V Av v / / / // I/////1 \ \ V vV ❑ \- - \ -__-- 1 111 I I /// I vvv -- v v ♦ v \ 1 V A \ \ VA SB 205 I / �� A \ v v v- / / // AA1\ I I I - - ,,/ --❑� y 1 v Z V\ vv v I - I ? / I i / A A v ' / / //// / \ V I I V A V A i L_=s= V 11VI11111// � - �� A - '♦\------ --[-- ' Q °�+' Cp AA \ VA\ ( IVA A \\ /I 11 . �� 4 I T \ \V , N/ / I ❑` / % L // / V A A v ❑v-v / �/ ///// VA I I 1 A A - \ v \ VA\ \V - ♦ y / 1 \ \ v v / l\ V A v - y - ---- �--; 1 V, v v vvv vv \\ _ _ 1 v , // . / , I , / v v v v , o v \ I I I ` Av A ` A- / EROSION CONTROL BASIN SUMMARY ._-- ❑ _--❑ � y I 1 --- v v - I v - -v vvv v vvv -�♦A -_ I xv /SO /,/ I V AA V V 1 \ v- v - -- vvv v - v /, / /'' IIII I I II 1 ` ` \ V c� ---_ o Z /- -- A V Ill v-❑❑-vv\ VA Vv\\V Av❑ ♦y - ---- i----' � v /ii / A � .\ VA A 1 \V 1 �v v`v - vv / III V A \v \ , - ♦♦ r I I / aim / 1 i// - -- vvv vv -v vv v--- �/� / /// I I 111 II I I \\V A `\ vv A \ MCA - -- vv v 9 ' / ` v v v v v v - - v 141 I - 1 y -'♦ / I, v v v v v v ///// ///1 I / I I I I v - v - TEMPORARY SEDIMENT TRAPS: ST ST-220 4 \ vv I A v-- vAA \V`A I/ II \Vvv v- - ---__ ----- maxv / / / A i♦�'%Vv \\VA 1 \ v--v A / I ' 1 A �, .cam , ♦ I I I�,f �/l / // l( v A A v v A /-////� /,/ ' I / I 1 1 V A \ V A \ - v V B I Vv i --- � y \ 1 v II .\ I / / I A v A / / II \ V cIll v �AA VA` \A111\l V v- `_ __= I _ ♦y/ / Itf 1��' ,\\\ - - V1 1 11 �� II 1� v / ♦♦y,"�''( / / 1�� \ V 1 \ ` \ , /// / // / / I I 1 VA \ V V A --- O �v v v v vv vvv vvvv v vvv-- --r------i----- ____v. / / 1 - vvvl v v 1v I11� k I , v v , --- ♦ •I / / I v v v ` ` ,' // / / // / vvvv vvv v ST-221 Z v IIII c� \\ v vvvv - ► - , 845' \ V A 1 I III I �� / OP // / v v v v v _ - � y v A \ I II \ _ I fi II \ PR // / / / v -- c9 v \ V A VA VAA \V AV v 85 -L--- / r I A\\ 1 I I I I I \I I v -_ G 1 \ \ \ v I - --- - y I ERTY BOUNDARY // / y i // v A V A \ \\ \v v - � '/ r I A \ \ \ \ I 1111 , / I - per = --- 1A\\ \ \ \ � , .Avi l/ I/ 111 , vi ' ,---- ♦♦v \ I 1 / ////❑/ / /v VIIIA \\ \ 1 V v v /, v ST-222 70 / \ v ❑ III 11 A 1 II III I vv I-- ��-_s� F��=�a� �- 1 \\\ V , ST-226 IIIII v �' - I I I Av♦v ` \ \ / I , V I / / / A \ v v- � / A v \ 1 11 II IIII v I --- -`-- _ . >� I \ \ \Vv I 1 v � ,/ v I I 1 "♦ v Vi I /i ` -� ( 1 1 1 / ,i ///// / / I I I I I \ v v vv ' vv ST-224 O v I I11 v v -v v� 1 -- - -- 844 Imo ' , 1 v vv 1111I �_ _--- , , -- v v C I I 11 1 II II I \v - _ ----- ♦ A I I A� v A A- / V Av / - v A I I 1♦♦ / V 1 / / // ', III I I I v - - V 1 I A\ V I I v- - - 83 -t � v I I I 1 1 v� _ / I I I � \vv A \ v I iU I i� / / ///////- I v v v v M V 1 I 1�1 I III III \ VA \ vvv :r -/ 5 -� y \ -, -- /1/ I A �� / v I 1 1 /�♦1i ' v - 1 V �� / ///// /� I I I \ I I I I A v vv v - _ � _ _ .�v I SK-244 v- / I/I I v N, _/' /Z I vII - SB-202 v I v / / // ' --- \\\ , \ —_- t- - j� fir \\ \ \ / / / / - \ I II I v v v v ST-225 0 v \ 1 III 1 11 \\\ vvvvvAv❑_ _ _ ��_ � y y \ I ! 1 // I \ I , v I 11 V I ` 1 " \ v v --' / / / / /l ll ��--v \ II II I I \ v v v v 1; / / v vvvv -- - _ V v / / ///�� v I I II I I I \ v v / 1 v - _ ,� � -� y t ) 1 v v t ST-224 I v I v v v v v / / ( l/l II 11 1 I - v _ ST-226 v ❑ 1 IIII / I \�,v v vv vvv v - -,.= 83'' - . /� 1 T v I I I' V A \ v / / / v - i T \ \ v _-- I A \1 I I I I v o / \ ` PROPERTY BOUNDARY III 1"1 1 ❑\ \ \ ,- ., - _ \ \ _ 4 x 3 v / •I P - < ' III II 11 I ' P-I -- \ I \ - \ ` ` \ ` \ `\\\ \ \ / / // 11 I II/ III I d, - _ \ 1 1 V v v y � _- x---- -'� , I--'/' \ I I \ \ I �V I \ \ \ V / / / 11 1 IVI I I // I II I11 I I I ��, - v ST-227 � / A � . I II ' 1 1 SK-245 vvv v- v v _ �� ---- �- •� b 82 \v, I❑ Il I I / I A (\vv A V` v A V ` / 1 I I ` ` -- _ _ - vv v v v / / / 11111/ 1 i l / O A ` 1 1 V v vv - - - 1 \ �, V vv v A l / - I/ 1A1 I - v _ - -� � v v ////� 6 `gyp%' SB-209 I I 1 v � � v y vv vv v / IIII I / // / / / 1 1 �- v v � r' ` l I I I I 1 / 30'STREAM BUFFER (I YIP-) \\ - - '" -- �. / ,r , I/ -�_, \ \ I I \ \ .6'' \ \ \ \ \\\ \ I 1 / / - \ - ST-228 \ I $0 - - _ - \ - -- - I \ \ \ \ ♦ \\ \ \ \ / IIIII/l/ / / l 1 \ - \ \ -- cb \ 1 I I' I I \ \ \ - \1 ---'/ `� # 1\\\' \ T> \_\ \ I \ \ \ I \ \ \I �- \ \ \ \ 1 I I I / I /IIII// I Ili/// III ( / I - --- \ `\ ST-229 / / IIII\ '. �/ - - - SB-206_-_- - \ / .� k \\ \ ;\ yj` �� \ \ \ \ \ N - ( - \\ \\ \ \ \ / / 11 11 I I I I I , \ \ - \ / ❑ - - - - - - -- - — -- \\ \ \ —\ \ \ \\ \ / / 1 \ — \ / / A \ \ -v vvv v v ) I/1////// III I I I I 'O ------- v v v ` /�' ,/ / I 1A\v\' / - -_ - - STREAM CROSSING NO. 4 �v `� ♦ _ i v I 7 v / / \ \ \ ❑ / / / \ \ -- SEE SHEET 01CP-0010 \�' \ \ \ /, `� \\ \ ` I I I -- * \\\�\ \\\ \ \ / \ \ \ \ --- / J I \\\\\11 / ' , v \ \ \ _ L + \ m ¢, ` a 1 I / \ �F v \\ \\ V)\ \\ \ \ / l l r lll�l II l I I I I I -------- - \\ \\ \ - - \ ( - � y4 v cPj` \\ 1' ♦ \I I \ \------- F I \ ` I I 1 \ /0 / / //ivl/ I III/ /I I I ` \ - -/ , - \ \ \ - / / bl \\\\\\ i - -- SEE GENERAL NOTE 6 - / _ \ \ \ ❑ \ TEMPORARY SKIMMER BASINS: SK SK-241 - \ ._ - \\ \ - A' 6' t 111 \ 82 I / -1 \ I\ \ \ / I 1 1 \\ - / \ v _-' -- v v - - - / - _ _ , / 1 ` \__- / ZONING SETBACK x_,� - - v vvv-❑vvv �� w cps itAA� x "'' a / / // / ,/ ---- ,�`%V 11A II / ```\ vvv v v-' / // // /1 IIII 1 I I ' --- - - - / I \ \ - // , _`_ _ \ - \\\\ _ y /��sr / / / / / , _ ��-I \ I \t� 1 1 \ `- ,' / / r// I I 1 \ �. \ SK-243 \ / PROPOSED FENCE LINE, � __-- \ \ \ _ h 1 I I 111 \\ \ / I l \\ -- / / -- - \\ \ \\\\\ \ _ / 1 / / , � - 111 l`\\\\\\ \ \ / 1 1 1 \ \ \ _ - - \ \ \ \ . \ / / 1--- -1_--' \ / / ///�1 \ \ - - --- \ SK-244 - /'- E NOTE 8 - \ \ \ \ :I ❑ I / / \ 1 \ / , -- -- 'i" \ / SE - - /- - - �4� v v v v ♦ T / / / / / I /, i 11 < a v ---/ I ' /' I vv-- - _ - v / / A v - v - // / ( A /� - v v v _ - v v v ST-225 1 1 vlv I 1 v - / v / V A AV v -v vv -v vv ❑ - , - ------ - V A ` \ 1 ` ` I I Av - / / �♦ , v . -_ - ///i,// v- / /❑\ V A I / --- ST-227y I I � � l I � v /, v v vv-- - �% v v S K-245 v _ - v -_ v V v vA \ 1 A1I 1 I ❑ ,r - I I I I f J'-4-.L / / y- I r/v / v v vv -----�9- --- / I A v v v ❑ v v v - ---- - - . II v\v, /(❑/ L_ v- _ v -\ / v v -_ , I v ` ` v v v -- // _ _ -- v v I I I WETLAND AREA 5 v SB-204 \ I 1 I / / / / 1'- - >'- Io.o. /�// III 1 I v 100 YEAR FLOOD ZONE= v� v - \ -// / v v v v v - ---- I I / ♦ . V/ III\ \ vvv ---- ////i/, , i< \ -- \ - v /, /-' i --- I V v c� I ❑ / Y- . / \ vv - ,i/' ❑ / >>//( ❑v/ x� v\ v r\ 11 SK-246 I III 0.11 ACRES �/ /// L I I I I / / / v / v vy - V v a / /� , v v v --- �\ I I 1 1 I I I \ I - II I I 1 V I I I / I ( .�i.� / / I I I V�k V // v vvv // / / ,�__�, v�, -v v - -v \ 1 S K-247 n A \-�,-/ ,--v , / V '❑ -_�- ---------- I 1 I II I I I 1 I I �� / / // / I a ( \\Vvim----/ // / r11- - _ v v Va v -_/ / -_--' I v v ` - -- ' / 11111IIIII / 1 I -v / /> �" -�' I I I I v - � / / / / I Ili VIII v v��- ///// \/ vv vvA - I \ \ v v �� \ - v / ,'- / A V v --_, �� l/ /1 / I I I I / 1 / / I/ IIIII 11 V 1 V I I I I 1 I 1 I I V.�- r' ♦ / / / / / // / I II`�1 `\�;1 v --- - , ///// `\ -vvv vvv 1\ \ \ v- ` SK-248 — v— / , , v \ r \ \ v A� I I I \ - / / / / / / ] vvvv - -, /i A -v I I \. - v- v / 1 / --/ v v / / I / I I I \ 4. // I v��v -- �v �/ /i - I\ vv - A v A I \ v l / I I v - �- - / / // \ � / / I � \\� - \� \ - � S K-249 v / I � / / I y J- n/ / vv \ v v ' I / -----/' \ / / / I ln/ / _ / / Ii I 1 \ \ /A ♦ 9 / / � -- - v ,/ , / \ \ \v�AI// vv / - A - v v / I ---- A V / k ' ' ' �� , V vvv yvvl ,-,-//�/ v \ V A A -- - v� v A v ' ' -� I I ' / / / �� / / / / / I / I / I \ I I I V 11 v �� _ y 1/' i� ---vv I ,I /i i i ii'i' ♦ VA VA\V AVA VA -�/ v _ \ ) \\ V --- ❑ v ❑ v v / / / 1 / / / / / / / , / / I 1 I _ I I' r iir I _ v v vv / - v 1 v v ----- A TEMPORARY SEDIMENT BASINS: SB SB-208 \- -1 - --/ '\ \ I \ /----\ - l / / / I /1 / I Ill \�` \ \-\\\• p�d_lidl,�, 0\\\✓ ' / „ \ \ t ,,S- �,/ i'� `1 \ \\ \ \�l�\ / ) II \ \ \ 1 \ \ \ ------ ' / I -- -� _ - j, , , , V AVA\ < \ � v- -v v., / / / �- I vV �yvvv v 1 r y v 1 ry v -4(1 - - v ❑ I v v_ -- SB-209 ' EXISTING CEMETERY SITE / - -� c- - v \ \ \ \\\\ ,\ �-__ \ \ �---' 0; / / ////I / --\ I 1 _-- - SB-210 Ill v - - - ` -❑ - _ ' v v vvvvvv v� ---_ - az - C / / -- 0 lI I � 1 v v- v v- \ \ \ \ -- \ \ -1- -❑, v A Q- v - I / I v I -_ - -- $1 - /I I A V 1 1 - v -- v v / ( ` / / / v - - 1 v 1� ��- , 1 - 1 V AV / ♦ �v - / I 1 �� I vV A I A A I / 1 v�� ---� $1 -SK-249 -/ � _ - '/ -o _ �_" � 1 V I 1 I I v WETLAND AREA 7�, �\ / / \ \ / -- �-- - `. 10 METER CEMETERY SITE BUFFER , �� \\ 1 \ \ ❑❑-i 2 ��_-- ❑, ❑ ' ��/ \ 1 \ \\\-\\ - 1.53 S PERMANENT SEDIMENT BASINS: SB SB-201 1 v / �- / v1 1 1 v - v��--- / ,-- - - _- _ ACRE I / s < / I. ' // vvv v ❑( \-- SUBJECT PROPERTY LINE (TYP) - \�v -- - - - ❑/'� /// - SB-203 �� ❑v v r �/ // I v v-- -- -_ // A \ VAA A - I I -`,j V A\V ----/❑❑\y-- — �' / ,' 1 -- — //% �—\ VAA / �' ) — ❑ --, SB-203 v� --- �� 100YEARFLOODZONE /i ( \ ��v-v v❑- --❑--= � *=*-/ z / /i��- %/ ,�/�/ice�❑❑vv � //I I�/- - v v / I - --- , i,� / / vvvv — A - - v - 1 / --_ , , / / / �� /// // / /v ---- / ,// i +�— _ /l/ //�v v- vA �� v v v v— SB 204 // /' \ 1 \ / -- --_V A - — ---- r/I ( �/l( " '� / /// ///'"/ `''...V _—/ /—� /i -- --r=== / /� _ v /'//� , - - / /////// , — V —� �A�� ` A\A�—---- - \ / _ _ -- / \ v vv \ r— I `-- v 1 - // / / / WETLANDAREA6 / //O/ / /// / /r -- �%❑-_-�� _- v �m v /,V///// '�� v `vim v�� o v v - - -- SB 205 v / - / / / / IN _ _ - _ \v v A /v / - - v v v -V v ---_- /' �/ / / / / // / 1.13 ACRES i I -- ' -vim /�v -- --,'�/%/%//// ' v \ -v-vvv\VAA / A- - -v y y 56206 -- / / / I 1 I / i / ---/ / ,/ / �V / / �rLi,,,� —��—C----%l _��'�� = v -- %'��///i�� A \ � ,—vAVAVAVA\ VA A —� -- — -_--- ❑:❑❑❑ 1111 1 I ( ,' SEE SHEET 02C0-D003 FOR CONTINUATION _ " _❑❑ �wv ❑ii❑❑❑="_❑v❑ ❑`� ___==-='❑=❑❑= ��❑��`��I111��w v° vv v SB207 - _ - _ _;_- -,/ - vv v vc _ v -_ / `-�-x_-�( I I II / ' - v vvv -;v r/l\ IVA i vv vA \ VA -$�_-- v v PROJECT MANAGER V. HAYNES, PE ```,III""I'/',,// PIEDMONT LITHIUM CAROLINAS INC. ♦�\N •CAR❑ LITHIUM HYDROXIDE CONVERSION o�:••F�ss/o••..% CAROLINA LITHIUM PROJECT PLANT EROSION CONTROL & DRAINAGE IIIIIIIIIII5 3/13/2024 REVISED PER DEMLR COMMENTS 1-1109" = �• S L �,��.�13 1� LITHIUM HYDROXIDE CONVERSION PLANT AREAS PHASE 1 - OVERALL MAP 4 1/23/2023 REVISED PER DEMLR COMMENTS G��V�O PIED/�AONT 3 5/31/2022 REVISED PER DEMLR COMMENTS '❑�,%','/C I NEB. GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''�,,' R/E•K••HP❑.\�'3/13/2024 FILENAME - 01 CP-001 440 S.Church Street,Suite 1200 '1i,,,i i i i i i�1"\\ L I T H I U Charlotte,NC 28202-2075 1 8/27/2021 MINING PERMIT 01 C P-001 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 200' N.C.B.E.L.S.License Number: F-0116 1 2 3 4 5 6 7 8 111 / I I / / / ,--- _ 1 / \ v v v v v v V 11 1 I I I I I / / v v v / I V / / / / / / /_ / A I / I l I - `v A / A \ \ \ V A ` - ` v `- v v v v 1,111V v, 111 / I I v v _/ I / / / / /„ / ; , / \ / > / / / I I SEE SHEET OOG-003 FOR CONTINUATION �1 \ / A \ \ \ v ,' `v `v vv` ` --- Iv - 1 1 Il A \ r 1 I v v I / / / / -- / \ I v - v vv v v \ \ -- \ /--\ \ \ \ / v ` / / / / / NO PROPOSED / I v / I v v \ v vv V I / v -� / / / / / / --- 92 / / I 1 v v V ` `v vv v I I ! / / `I I, -7 \ / I v�- \ / / / / / / / / ' - 1 / / / / A v / \ I I / \ v v v \ v v v v v \\ v I I / �v`y�v`vv`vyvvv \ I I v // // / / /// / / / , DEVELOPMENT AT THIS / / / / I I l v v v I I v / / / - / / \ v v v v v / / - vv vvvv�1 \VA\ \ I I __ _-/ l / / / / / / / / / I / / I / / \ I / \ \ \ \ I I / // vv I vv ` v v vv-_ ` A �� V A 1 \ / I v____-\��v`v � 1vv\ 1 / / /�� / / / / // LOCATION NORTH OF / / / / I / I �--v v v vI II 11 1 vv ( \ / / / /---- vv I I vv v vv Iv vv / ) v I I I I _ v I I ( / / I v / / / I ( 1 - \\\\` \ \ I _ I / / / / HEPHZIBAH CHURCH ROAD / / / I \_-\ I I1 \ 1 \ \ \- / / / , / I \ \ \ -_ / / \ I V v---- vvvvvv\ VA1A \ I // / // ----vvv I I I I / / / / / / / /' / - A I ___� I // /- A \ 1 1 I 1 \ \ \ vv / / / / / 1 I I V ` \ V `�---- --_ vv v A_' / I / / v _ -�v v v\\vAA\ 111 V I / I f v v - / / I I 1 I ( / / / / / / �� / / / A 1 l I / / \ \ \ V 1 I I \ \ vim, --- - ' / - ----v 1 i V \ \ / 1 I /- _-- '�\ \ \\\\\\\ 111 / \ /-\ \ / I I I I I I I / / / / / 1 \ \ - / / \ 1 I 1 \ - - Val) t - - \ ( 1 I I \ \ \ / // / / / / - v vA \\VAA\ I A A ( \ / , v / / I I I I / / / / 1 � v v V /-- // 1 I - � (60R0 / V I v A A - / I -- -_ v v A V A\ V A V 1 v - I I I I -1 / \ - A �� J / 1 CFIURCa - A -- 1 1 V --_- \ V / �V , / / vv ` ` VA\\\VAVA\ \\A\ V A A `v-- �/ I I I I I / / ( / - v\ v \ < / l v - 'I / EpHZIBAH /' / / / v \V ( `\ \V A Av A V Av / V / // / j / 11 _` vV ` A\\\ \\\�VAA1 � `AAllV A A 1 11 -v v // I I I I I I I I /�/ // I\ I \ \,--- - \ `\V A v v ---' /, I � /_v 1 / / / \ \ V A A ---- _ v` \ \ V / // 1 V vv v v v A I 1 - I I A A v _ v I a, // - /' / / v I I \ _ �� A A I, ` _--_- vv \ / / v v v V A \ I\1\11A\ III / A I / / / I l \ / ❑ / \ V A l V / v V - v y vv v v v A V A 1 1 III 1A_/ 1 1 / / I �o I --' / I I I , - / r- v -- I / - v ` \ v v / --�/ / ` I �_v /-- v vv --- v vv \ v / \ V `v \ I I \ I / / I \ V 1 V / vv 1_ \ ( // A V v // / / \ / 1 \ v `1 A - - _ - V A\ `v A -/ / \ \ v \ \ / ' / l \ \ \ \/ \ \ \ v �`, v vV A AV A A I I I 1 I IIAII I I I I (/ I I I / / ' I V A A \ V A / / //' // / / - , ) I I 1 1 A V I ( ' V A A A ` v '8(S4-/ I I I / �� - - " v ` v v A I A A v I / / 1 V `v v`V A A V v V A I I I I I I I III / / I / / / 1 1 \ \v / / �` - / v V I / / 111 11 V \vv \v v vv - \ \ /� ---v "`` v v vvvvv I I V v A 200 0 200 400 V A \ / / / v \ I v v / - I I / A v v A v A /I � v v v 1 v \ 1 - "----/ I vv \ V A IIII 1/ l / I I / / � �� / l l / vv v - v / 1 / vvv v / / / I I / / cc) v v- - __--\ -- I I / v vv v A v V / v V A V A V 1 I I III I I / I / // / / / / / _ --/ / / / ,,� / v �- � - / I / / I / I v v v / A\ \\v\ v �"\ vv vv\\ \ 1 v v I \\ v / // / I I I I I I \// / / I/ , / // // / / / / // / // --❑- - // / / - 1 I I I / co // // / I 1 \ \ v- ' I I ' _ A / / A D I I / � , / / - \ --� \ \ \ \ \ \ \ c SCALE IN FEET I I / / RECLAIMED / /_ / / / / / I I l l 1/ lI 1/lI I / /// / / / /' / // / l / / -__�/ STAGING AREA ` /' � iG /�� / '! I I ( I / / // / / 1 V `V\A \ 8> I A/ \I A / // / \ I I /- �\ VAA\ V v\\\ V \ V v v I I I I \ / / I l/ I \ / ,- / / / / / / / _ / / / - I y I I I / / I I \ 1 \ --- 8 / v A 1 A v v v -- ` / l / ll ll/I / / / / / ' / / / / / / /' _--/ / / l � l / ( / 1 /- - /i / A V / \ I - I / / A \ v / / v / / / / / /// I I / � / - _ I I I v A I \ / ' / v � V A I I VA \ V A v v v v A l l I \ v v l l l / / / / / I .`� / / A I / / - `b v AA \ V A v \ 1 / v / / / / /////l/ / III I/ //// /' // /' /' ��' �/ / / / / /------ _-' / / l --- i � k �>/' / � � � � � I � A A 1 A I I ----_� I /� � VA \ V A v v I V A I / I / v `- /// / // / / / I 1 / / / / ' ' /' // /�////�---__-- I / I / � ,I I � I I \ v J / / /, /// /// `\ �- ( V A \ \\ \v I 1 1 I / / / v / / , � C-101 v I / v1 / / / 880- vv vv vv v , v / / / / \ �y -/W WIW \ \ I I / \ l / / I / / I / \\ \ \ \ I / - \ \ r\ \ / / / / - - / / / / / / \ r-x, - w \ 1 11 /-\ <- / / / \ \ \ \\ \ \ 1 1 \ / / / V I I //i__ I �i � -_ _ / / �� ,. '. / - - / A v SEE GENERAL NOTE 7 I I vv / ///// /// I / / //�v I A VA\ \ \ COv v \V\ \ V I I I v v v / A \ \ V A A U / / 1 r / / / , /� v I I GENERAL NOTES: // / / , v //� / / // / //, / / --,, � � �� I -' Z I I t , yV vvv v v V �\�A\\ 111 \\VAAVw v \v/// / / / // l /�vv I // / I �I \I \��V1\� v v A\\VA\11 I 1 1 I I v 1 v / \ v v v_ / / / — ---- PROPOSED \- �, ` ` v v vvvIIII vv��v I , / / / , I v 1 A �, /_— 1v v v I v ` v v _— 1. PHASE 1 INCLUDES BOTH TEMPORARY AND PERMANENT PROPOSED RAIL SPUR - /' i ' �/ / ❑ I -220v V v\ v\vV�vvvv\III ( \vv❑v`v ////// I I v I I I I II It / / vv // // 111 IIIII v \11 1 I 1 A II 111 _ / / � PERMITTED BY OTHERS - - \ ' � ' - - SUMMARY BELOW.TRAPS. SEE EROSION CONTROL BASIN ,� - BUILDING 1 \\\ I I I I \ \ \ 11 \ - /' / �� A /: w w1 �` � \ \ \ VA \\\11111 / ( f I ( \ I I / � / IIII I I / \ v \\\ \ Vl I I I V A 1 A \ � - \ \ / // - - - - - ST-221 u' I vvvv v / I I / \ v \ \ \\ vv - vv V ' _ �v v v / �I / _- - - __ 1 V A V A / / A / / I I / \ v v \ A / / // / — ----- /— I— — — —y / /-✓ �A _ L \"-" I y �I, I 1 I IIAII l \ V A v A / v 1 \ \ V A V 1 \ V v ' \ / / � / i /' v � _i' I w �ti \ w 1 11 I I I I �, I AA\V A \ 1 I - -� v 1 // / � � � f \ \ I I II / VAvv v I I I 1 I ! � v CSX RAIL -'//i///// / /'_ // _ v �" ��i / x cA �Y �l ) I I I I I11 I V AAA \ \ \ I I \ V v / I ------ / I 1 I - / AV A VI \ v v v v ` v - v _ - „ / _ - �� W � c�� W ,W , /W ,W I I 1 I I I I I11\ \ \ \ \\ 1 1 I I I \ \ \ ! I _ r / i ---/ J 1\\\\\\ \ \ \ \ \ \ \\ \\ 2. SEE SHEET OOG-005 FOR SEDIMENT BASIN, SKIMMER - - RIGHT-OF-WAY . /// / / - / w / \ / / \ - / \ \ \ \ \ \ \ / IIIIIlil1 \ \ \ \ \ \ \ \ \ \ \ \ _ \ \ \ \ / // // / / � � , \ � �� / -\\ w\\ �-w .6 /� � � (*� k � �-vr�w w /w, w /6 - � / � II � i \� \ I - %�✓_� \-1 I IJ\\�\ \ I I I \ \ \ I \ \ / / W � �sb �„ \ W I W W / W /W W u\\ \\\ \ ` \ \ / / - - `_/ ! I\ \ I I I j ' I \ \ ` ` \ _ ` \ \ \ BASIN AND SEDIMENT TRAP SUMMARY TABLES. -------\_ \ \ \ \ \ / / / /// / / - - / pP0 // , \\\\I\\ - w w' / / / \w / / w /w w w \ \ \ \_ 1 \ 1 I / -- / / \ III \ 1 I 1 \ \ \ - / \ \ \ \ \ --- / / / Ik / \ W i \ W/ W ,. + -x \\ \ \ \ \ \ - \ \ V\ \ \ - / / r \ -t -- / / v /�� v I x °,"� A\\� A \ v 11 �� , - N v v / �/ / ii v / C� / v \r \ v / v v _ A v v / / / J ))1 / v 1' l / l l 11l VA10\ 6 \\\\ A v 9� 1 11 V A v -v A A \ / / / / / �1 v -� � � / / / � v A v / , 1A \ V v / r A -''vA VAAV ` ` / / / / // � � / / _ ST-222 , v � �'/w / /i/�� 1 -\ \ �' v�� w/ /w w �1w ( �\ \ \ VA�y �\\\VIIIIV A\� \I Av ` v ` vim/ / II / II ! 11 -/ // / / 1 AI II III I / I V v v v \ V A �\-\\\\ v / // / / n � '�—� /,/� � �� I v vvv❑ vv vvvvvvv�vv ` v� v " v v` ` /// I / I I1 I 111 �� I I I1 I / IIII v v v I / v v 3. SEE SHEET OOG-007 FOR SEDIMENT BASIN SKIMMER // / / / ` IW — W I W \ II \ \ \ BASIN AND SEDIMENT TRAP DETAILS AND NOTES. _ v -'�� //� '� '� % " �/ �a -1� ///�� vA A `-� �� w w wV A v v v A A V A v _ / / 1 / V I / / / II11 / 1 I \ 8 6 \\ \\/ / / - v\ v / ,/ v v v v A\\\V AA \\ \ v v / / / I I I I A / I I I 1 I I I \ v \ V A - ' A -'�-s� // / A V `.�A - y I v - v \ \v v �-, ❑ / I / \ 1 11 I / A ----'/ // //// / / Illll I /'-V A \I V A I �/ / v // / v \\�` A ♦ A v v v - / / I I / / / / / I V ` 1 I V --- - - / / y / �\ I / / w i SK-240 v -x..y� x _ /„ v vvv�.� v `v _ �v v v / / / v ------ / / //////// 1 1 I II v v� v 1 1 I 4. MAXIMUM SLOPES ARE 3H:1V UNLESS NOTED _ C-102 1 / / // y W / \ \ .vl \ \ �+ \ w \ w \ - /a / / / \ 1 \ \_ -- / / / , / \ I I I / G/ - $9 y / - // / �� \ v / _- / / I CA ��_,) / / �' 8 U\ -��- _ /%;/ / I \V \vyv `v ��v A, 'v \ l//i///i��r v 7 �vv_ / / / I V I - / v I / RECLAIMED �= 8 •./ Iv / \ I A v / SEE GENERAL NOTE / / vv �v ____---- / / / / /,///// / I I I I ` / / I I I OTHERWISE. STAGING AREA / / ---=�� `'� y O A II rtv = j - c9 / ', v .! / ////i/i v v v - / /// \ 1 v IIII // / l / I \ ---_ \ V I l / -_ ♦ I ', cP S, // //// //IA v v v v /I I / //// // / l A / I 1 I I I -914-- \ \ / r =z- v❑I ❑ _ ❑_ I1 I U /� � A .''w w� � w\\\\ w\y 1 i l ; ! llllii�/��llAA�❑�V A v v ` o i/////'( I 1 �I Iiijl -- - / // /////// / 11 I I II AV A I // // / �\ I 1 // / v v I i - /; �� / v v v 1 / I / __ � I I v- 4 �� / ! I v �'� ` vv v �// l 1111 1/v v `Cvv v v v ` /// 1 b 1 I IIh1 / /��;// / / v I I v I I / / / I 1 / / / / 5. SITE LAYOUT IS BASED ON GASTON COUNTY UNIFIED \ v -- w w _- 8 -.^ vvv ^v� q w II V A \ I I' - 6 v�� J / / �j 1 Sb I I \ \ /-- -- -v / //// / , II I I / I I I / / \ / I I - - �� // I / v �`. I //( IIIA \ , VA\ I \ v -// / A I I 111 / / / / /! I 1 1 \ / / I / v v I I I i I !�� WETLAND AREA 2 /ri/ / ( —� �v :v / I VAvv v � vv, ` ` v 1 / / / I 1 v v / / / v I I / / / DEVELOPMENT ORDINANCE, APPROVED 2/22/2022. -- — ,I � � I ,I v v v v vi 1 I 1 �I I 1 / / � v � I( /I I I V A -C` �- i� -� v � A � ,�� J� // I 11AAI1 1 V A I A \ / , � 1 IIII / / \ t l r� �. =� -v v 0.01 ACRES -/�I II I I I v _ .� ,/ �� v vvv i �, I l / \ 1 1 Avv v / / �/ ti �/ \ / / / / 1 `� 1 xr �v -/�� / I I I 1 v -vA��..` o �� v �/ / i t I I vvv v - / I I �� -- ,� / / / I I v / / / I 1 I _❑ I ' I, \�� 9 ��' v`v�\Vv�v�^❑v= /( \ v cn '' v \� \� ` vice v �y 1 I I \v` vVA V1 \ \V AV v�� 1 ' // ( \ V I / � ► / /¢�❑iilll l / l I i I I A v / / / /\ I 1 I ! I� \ \v 6. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE I. \� v �/ �� . Vv vv v� AA\ V -v � d cb \� A v ♦ 1''. II\\ \ v I - / \ I 1 / / r I I A / / / I 1 I v w w I �/ ✓ �A V vv"`�`��` AVA VAV � SK-241 -_ wV A \ _// / A 1 II �I / / 1 1 \ _ / l I N 1 ` - ST-223 V - // / \ vvv V`` ❑vv=� \\ 1AVA \ vv ---- V > A �V �� 1111 IIII11111VIII! Il VAV A 1 \ \ \ v / I / 1 / / /// / // 1 I ` / / I I / / I I �/ I� I v v ,; v v vv❑vv „v vvv v v '';v �; v v� vv v v 1 I v �-=_% '' /I/ / I I _ --: //�'/ /// / u / A `� v / / / / I v GASTON COUNTY UDO FOR THE SOUTH FORK RIVER l / ,� �- A v- - V A \ VA\ vv \\ /vv�---- - III, � � \� '� I� ,1 A Avim �� Al A11j1111 1 AAA � A V AV v -/ - \ I v ��/❑// -_— - -- 1 / /// / /// vv -_ // / I I I I `V 1 i p / v .v v v vvv v , --_,_ �� \ . �\ �� a �� i 1`v y1 vv1vv `v �� ,�- l i ////// \� i ' ❑_-❑/ ❑ i v vv l i i i WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN � I ., - A VA V I\ vA Iry ___-_ - /'-v , v A \ v /// / // III v__ / \ / / / MINIMIZED AND NO IMPACTS WILL BE ALLOWED WITHIN -_v I I I , v" , y � , ' / l , /' ;1 � ,A V A \ V\Vl ��,v, _ -- -- - v / I / I� / ___ -_' /i 1 / / /\ / /.� � �\ \� \V �v�v\\0 ---_ -- - AI I �� w-� � /�� / �� // / :/- / ��--- `v -/ /� I I I / / - n n C \K,�� v v� `� v v v vv _— `i — — 1 / / / / THE DELINEATED STREAM HIGH WATER MARK.- - .- - V / / +a\ V A\ \ V A v �� -- III �\\ _ /� _ - — A - a v vvv / v 1 �. , '� v- --- / I I /_ Zvk, �-y❑I i 'A�\\AA \V A A `�I(1y v ----- < � a y �` v ' vv '"--- TI �1, ,� I / / /� V ' �QI1 �\ p ' vvv I I� \ 1I \ V v \ / I I - - - - - —_ / / / -' \ y \ \ I - _ I',� I I / v — \1 - x� v �� I ❑; � � � � -❑❑ - . I I .. vA vvvv v vIl - w ❑-��, � i I , 1` �. '< ` v � / t vv1v11111111111 1v �,__ WETLANDAREA3 v v v - vv / / / I - 864 _ 1 I / ` ��. w v� wv _ ` -- � '` �� A� \11\v A v� 1�3 ',A\\V _ �V 111 � V �� `' �`\ ` v � 1 A\IIII IIIII IIII 11/ A� - O.O9ACRES II� \ \ Iw AVA / \ v - -- � �� I I I I / _�= w -.— A \ v a v \ III I A v / \ / - �_ -- — v v <<v `, IIII 1 q . / 111 11 ,v I I / I I v /// / / 1 I // 7. CULVERTS TO CONVEY CLEAN WATER ARE TO BE �, - _ _ _ _ - `, 1\ v v v v v I - v SB-207 � / III III111 II ` y 1 l 1 v ` 4��, I �v , . \ I I I I tI v __ ----- // / 1 INSTALLED FIRST IN THE PROJECT PRIOR TO 1 A V A I i A V A \ I \ -V� A v "� I IIAII II ( \ �v / A w v w IIIII / IA / / A I- ' I / / / I I / / / � / -�- - r- �, J \v v v SEE GENERAL NOTE 7 _v 1 I I v _ v I / I V v v v / I v v PROPOSED FENCE. / I / �\ v v v v1 1v v 1 / / --- /— $�o� vv��vvvvvv '_ ' vv- ��v❑�v_/'❑ v �� `va vvv— �i�l IIII i�� `v ` /,/I v ��v I . �. �j / ///////T/ `II �// I I v v v ❑ / lI i / 1 I I I I / / INSTALLATION OF TRAPS. PROVIDE CULVERT INLET •� v v v vv, vv / /// / I SEE GENERAL NOTE 8 / / I PROTECTION AND OUTLET PROTECTION. , A v��- I I 1 \ I ♦ �., AVv vVA vA vim_ _v v vvvvvv �y v v v �_ / / // / I A 1 / / / / I I I I I _ I WETLAND AREA 4 v v , w v / / I I vv v v v __ v I 1 �I II/ 1 � w, �' I I I 1 \ i /' / - \ / \\ \\ \\ \ v\ v \ \\\\`` ��„ \ o ll \/ 0.06ACRES \ // I - / \ \\ \ \ \� \\ \\v \ \ \ ? \ /� /I f \ W 860 \ / // III/ / (/ // 1 / / /I // 1 I I 1 /- / /� � v v�v v v,_ ` v vvv vv--v v `V ` \v � W V� �^ /l l / l /` / !,,IIIII i i �/ / I / I v - // // / I I I I I / I 1 0 ❑ v A / 1 \ \ A / / ,' V ) ', v v v29 - v v v vvv vvv �- I A ♦ v / ❑ ! / // / 1 / / / I / / I I I I / /_ �� Avv v v v v v - V A \_ v vT1, p h I) 1 l / / / / 1 I / / / � / / v \z / / / / / / �. ❑ / I z \1 -- v �;v v v v v vv vvv v`v��v t vvvv v vv v`'.:v��o A ( vvly v / ( / / / 111/ I I /// / / ! / / / / I ( / I / /I/ / r I I / 1 I I I 8. PROPOSED FENCE TO BE INSTALLED AS SHOWN - -// / _ \ --. / / / / - _v /-� - -�,v v_ v vvvv v v v vv_ vI `vvv v ` ♦ �/ /// *vvVA 1 , - - / / / / / / / / / v I / / 1 I I I / 1;A /I v ❑ vI / / / , -- .�� v �I v v v v`__ v`vv �v�v��`vlwvvv -�_-" v' � v�� v v vvvv` v v I / / / /' v ��a' // ' ' / ' /I v 1 I 1 1 / I I I I v SURROUNDING THE DEVELOPMENT. BREAKS IN THE _ 1' WETLAND AREA 1 / 1 v-- / / / RAIL YARD AND _ v., v\ vv ` v v v vv v v v vvv vvvvvvv v I vv cS' �v / / v\VAvv V A I I / I /,__ -� I � . r / ///i/// ,'/ / / / / / 1 1 1 I I I ; l I v Q 1� v I / / - 'I v v v v v vv vv v � ,v vvvvvQ� � v❑ / v v vvI 1 , , � _ �I� - / ( / / / , / ,I I I I I I v FENCE LINE OCCUR WHERE IT INTERFERES WITH _v / // / - v v v v / 1 / / / ' i 1 I I ( / I v ` EXISTING STREAMS OR WETLANDS. 15-FT WIDTH OF RAIL LINE TO PLANT // /// I \ \, 0.52 ACRES 1 I I / / / / - /, -_ - IVI \ I \ V v A \ 1 A IIII 1 v` 'v v v❑ c //f (/ oo v AvA 1 i /l�l / EXISTING CEMETERY S /// I I c o� V `� vm `v --- / / / // / vv v v / / -- - r I I v� vvvv vvvvv W /%// l A V\ ) / / I /� I / / <_ — I \A I, v — —v,)/ / / / v / // — 1 \\\ 1v ` \ \\1Vl A\\ v v vvvv v v �,�v ///� I — 11 1 /III �' "� -1 - / /��iii/// I I 1 I I V A \ V o , v v v ///,// � • v v vvv vv vvvvv v v vvv`��vvv v v i _ �— —, /, 1 v v o� A v — DISTURBANCE ACCOUNTED FOR ALONG FENCE LINE. o A I / �/ v `v / //_ SK-243 " ,V\v A A A V A vvv vvvvv_ •v -- 00�� III /�/ \ \ / °p L / //////l/I I / / / III I I A 1 A \ \ \ V A \ V v_ A o A v - PROPOSED FENCE - v �� • v v v v v v v v .v _ - / / 1 ..�/ //// r / / / v I v v v v v v \ \-- // \ \\ v\\L\�\ \ \ \ \ \ l \\\ \\ \\ \ / I / i SEE GENERAL NOTE 8 - - _\\ \ \,\� y \ y\\� \ \ \ \ `� _ _ /, 84 /// / STREAM BUFFER 30 FT \ \ \\ \ \\ \\ \\ \ �I \ / I 1 / / - _- // ` \\ <\ 1 \ \ \\\ \ \ \ ` \\ I\ \, �// 1 `x \ O / / // ///ll 1 1 / l \ \\ \ \ \ _ 9. SEE SHEET OOG-002 FOR LEGEND p1 \, \ ,1 I' /•I, ❑�l / // / / t FROM TOP OF BANK \\ \\\\ \ \\ \ \ \\ \\ \ \\ / \ \\ \\ cP \ \ \ \ I \ 2> ❑ t�=-�'K\ / I I ) 1 _ _ — ❑ / \ \\\\ \ \� �� 11 \ \ I \\\ \ \\\ \ \, \ - �\ ,- �/ 8. / �lll/ I o\ i I I / I I � \ \ \ \ \ \ \ \ x�-` 1 � \ I I A v vvvv vv A \ \vv vv VA\ V A i� v` SK-242 // BUFFER/ I I I ; I \ \ v �, A v v v \ v / / /� / / ra I 10 METER CE ETER��(; ITE BUFFER l / / v v v v v , v vvv v xx , \ V — V Av vv v\ \ \ v AV A v v , V -x±� " — v �\ V A v \ V v vvvv / I I ` v // , ��'�-❑r/ I 1 NCE V V A \ \ v v v /11 / - � __ --- \ \ v v � � �� ' `v -- ! , I I / I IIIl 11 1 I � I I �o `L�// I / / I I LIMITS OF DISTURB\ / AA vv v v v v v v v vv v v �\ /_- � �. � - 6 vv vv vvvvv/// vvv � ;� � v\vv vv�w ��wvv �� vSTREAMCROSSINGN0. 3 / / lviillllll� v v I / v / / I v I 11j� 1 vvvv v v `v v v v v - v 1 A � �- \ v v A AV II 11\VA \ �� V A \A \\ V A / / 1 R) y.( / I I I /� ;� `- _ v \\ vv VA A ` v � v VA\\VAV I al z �� / / I I I I I A \ \ vA \ v v v v_ / v All IIIA\\ vv` v v v ��' ``�` vV vv v vv vvv SEE SHEET 01CP-B008 I A '� ' / ,� A DRAINAGE AREA 11 V v v 8 \ \ , v v v 1 11 I 11 v� vvv V '��v �� v v v v \ v vv I j 1 11 v I vv\ � ` / I v // /. / I I SB-201 I / DELINEATION v IVI v v v v Av v v v vv v v vv ❑ 6 v v / AT THE TOP OF SLOPES 10-FT \ I ,vvv vv V A vv A, .� v .� \VA v\VA \ v� SEE GENERAL NOTE 6 I I I IVA i1 AAA v v /q`�� r�/� �V l / l 1 V A V A \ V A v v \ _ 11 V A \vv V A1VA \ V ��v. .\\ v vvv v / �� /� `� III / .! � ( / / \\ \VAI \\VA VAA V A\ \ V vv - A-, v / I / TALL OR GREATER, INSTALL \ �' 1111IIII \ V v v ';�'�;v v \ v � ��❑�v vv -/ I / //r / r / \ v v r I --- I 1 Il � V Avv v �+ �� VA\\VA \ VA\\ vvv � . _ _ IIII I I , , -, �J /� / 1j11 /v \ VIVA V `- v , , v vv v / 1 A-N, / v v V A �v` v �V �� 1111 V A\ v AA \\ vv v T� I o �V v / / / / / /11/ v AV1V1 A \ \ v `_I - FENCE OR GUARD RAIL FORv�\', I I I I I IIII 1 1 vv v v`vv vi v • \ \ v v v v Av v // / \ ---- A / ��1 v v A WATER TREATMENT PLAN III �, +I I o0 1_, / I // / / / ;'� I I ` / / //// 1 1 1 I A v v v v v ,v 1 1 / '� 11 I I I / /� , II 16-N I v � / � /// v v 1 v v 1 /�- ` - -3 u - \ / / /�� I r \V A vvv \ v \ \ 1 v v \ ----=-- =-_ A /11I/I////- 11vv v�v` vv �y�\ �. A 1V A AAA\ \V ��`v v I, `- l�l\11 A -�❑ / // o 1! \ vV 1 A v vv v� // // / //ljlll /�\vvA\ IIII I V v v- �- ==--- vv v� v v \ \ 11 I / � �// vvv `it ��\ V AVAA \ \\ /AVA\ vvvv � / \ v v - / / / 1 \ I > /�-_ - =__: \ 1 / v vvv �C� I v k4 1/ / ap / i // lI v A vv _ ' / b /l / \ V A \ V v y v A \1 \ v / v / v v v / / I I I \ v v ` v / / \ v - ��--� ❑ \ 1 1A1\ v � v v \v � ,,,-�\ '� ` . a IA � I 1 11 VA \ \ I 1 v` \\ I I�c, 1 c� � v / I I / t � � 1 I \ I I I \ V v\ \ vvv � V A V. 2 \ Vv ao \ / vvv v v vv / / / I I I I d -- ) I \ _I v =vvv\ IA �v\\vvvv �y \ \ �v A III \ / / _ -- I ---v Z / V Ill v` AV A v� Q� �p -I �` \ SK-244V � v`v5 � � / I/) U �; t» � 1i// - vvvvvv �v A\ v � /jj//j�/ I I �II1111111A\ V A \ � v - �V v „ vvvv / / / I \ V v A \ cA v -1 V v v_v vAA \VA / I Av v , T �„ > �\ rl vV , , I vv % I' \ - I PROPOSED I I , , ,e,, / // l( -v vvvv v - ////// I / I V v V A V v \ \ B ` � 'V / 1 ) 11\ V A` VAA \�A1At( \ AA `�\ \: T" IA ,\ v ..., V1 1 I T __ I .,, / / / I 1` \ V A �� \ /, /// /'//// / I lll \ VA VA V A V A - - O \ \\ \ \\\ \ \ - I_ _ / _ \\ 1 J'"t CONVERSION �1�1 I /i '� / _ I \ \ / / / / // / \\\ \ \ \ \ \ z -''\ /) \ 1°�'l l l\ �1 ❑\\ \ \ .\ `\ \\\\\\\v\ ;lam �1- am \x xf` \ \ --. SB-205 I >Ii III P,, PLANT T y, / / I \ x \ \ I \ \ - // % / / \\ \\\ \ \/ \ I 1 c9 \ \ O --- \ , I o// Ill I - I - �- I I 2/q- / / \ \ \ \ \\ / \ -< If v \ 1 v v vSK-2451 i v_vvxt ; r- p 6 y v v v v, v v v < I o o f �'�,�'; A I v I ❑ / / / / v v -v G� / v �v v� 4� �� -- _ 845 ap 1A\v v v v vvv` 11 , 1/ IIII,, ., .'I _ � i v ,-v� 1 I I 1 / -, // // / / \ II vvv V A v v co oo• A I 1 / //// / / /v A l V v \ / I V � 1 \ A \ \ V A 11111 i v v , \\\ I I I I \ / A / \ \ v / 70 v , A v v \ 1 ,, 11 11, 111 v,� e v v v I v _ I 26-N / / , O V 1 11 V ` Avt t� sac�� '. if A V I \ \ \ \ vv ST-226 I I ` _--v v 1 / \\ ', / I I / I V /� \ I t 1 / / / / I \ V A V ` G I \\ I V I I I saI 83s V I I v� vv_ / A V I l V 1 I / // // \ I _ v V 1 1 I I \v A s v v J 1 1 0° I I � \v \ \ , A 1 / / / / / / ' � III I / I I v v ` v m 1 j1 I I Ill IIIv vvvv v II v` _: -F -� ` sT-224 / \�I II v v v - v Ii I b v v / / / /////___ I I 1 v EROSION CONTROL BASIN SUMMARY \ I x- l 111 \ \\\ \ - -- o - fi- y I� / 1 IIII IV A VvAvv v v --►�3, --�-� v� I S Tv , v / o / ,' _ 1 v / , ///// /- - - I \\ _ _ / / I/ A�; __ 1 I ❑ w VII S B-202 \ / V A / / // ///�� v I / I I 1 \ v v v 0 A 1 I II \ \\\ vv v '- � _ _ XI I, / I /! I \ / ) I I I c� A v 1 v \ v v --/ / / / / // / ( �--vv \ I/ 11 I \ v v v ` I I 1 / / ) I I I I v vvvvv vv - _ - . „�`�) /\ Vv tvv �I III i` --v I oo \� A \ v A V v v v v / / / / l l// l' III _v v\ I I I I I I 1 v v v_ TEMPORARY SEDIMENT TRAPS: ST ST-220 rn v I I I / / 1 \�' A \ \v` ` vv-`v v a. ,asc- _ / A \ v _-- I -- o �� v A I I I I , �. I A vv v' v vvv v v v=- �F._ -_._ / )(I -_ I I I / 1 I T z v \ V A V v v v v / / / / I/ / I I I I I/ \II 11 Ill ( I I I v v _ / 1 • A C �\ �\ \ \ \ v V / / / ,I I I l l l I 1 "16 1 1 1 1 1 1 A❑\ V Avvvv v v A - _ --_-- ��v llll 11 L L_L \ w v A v\\ / I I I I 1 1 -_v - v ST-221 0 / V A I I 1 III ; �� I V v v Vv v ```�v - v �� - - 82 - v v A v / I I 1 II I I 11 \ _ � �� vy l /Il//b � v__., I I I V ❑ v'. A'VA \ vv / 1 I I I I I - IIII / I I A I I �_ v `v -_A \ I I ) do-- x> \ 22 -\ \ I I I 0I \ • \� . � \\ \__/ / I l // ! l / / l I \ \\ \\\- - ST-222 30 STREAM BUFFER TYP v vv _ vv _ � x x� v I v vv v v 1 I I // l ll Il III /1/ I v__-__ v v `v ST-224 / III A ' \ - _�� vA�� -� - zx � I - A A 1 I A i"J I` �V A V I I I I / 11 / \\-. / — - -- - - 1 ----- SB-206_ TREAM R IN N \ A - 0 \\ \ \\ \ / 11 / 1 , 1 I ch \ A 1 III II \%1' , / I I I I I '\ \ \ \ - - �w �� _1 \ I \Y ❑ ` \ I I I l l I ( \ \ / / _ - S C OSS G O. 4 I �\ _ \\\ \ \ / / / II I / \ / / / IIIII L— - - _ \ vA \ \ \ \ \ I / I v v \ \ / / -� v o - vvv v vA V v I //////% 11 IIIII / I I �0 ----- vv ` v v ST-225 \ \ \ - // \\AW / / / / / a O \I I I �� - � V v \ �� /// I v ' / / I1 v -- SEE SHEET 01CP-0010 — ° ° v �,__ �` _ vv vvvv vv ` / I v , _, ° v v v - / / �I I\vvvv / / <' v SEE GENERAL NOTE 6 �v �� 6' 1 v �S _ / ----- --- A/v Vv A vvA 1 A v / / / 11 I/I II 1 I / I ---- �v vv v / ST-226 5 �_ \ -' - / \v`v`A v r- ,�-�--- �x-,_� v v �� v vw`��v�� 111 � A= x=<�-, � � / / -_ _�_'��-�-'� �` 11A \VAV A ` 1,-,/ / / // I I I l I v' -� v -� / / � � \\ \ `v--- - / 1 A v, --_ __ ��''� _ v-,v v __ 7 / -- I/ J �� \ v ----- _ / _ v v _ _- �' �v vvv �� A - d� / / 1 ` \ v / // 1 [ I I 1 / / - A v / IIYY l 6 - A ST-227 vv v v vvv y� o - _ —I 11 1 111� \V v - / - / // I111 I I\I��vv �_-vvv '_; - -- - - I I \ - - y �� ✓ \ -j / I � _� � � - / �: 1 II \I 1 v v v_� / / I / III I _ A _ v v v v v AA I I� 111 1A \ v v / //// I1 1 1 v �,-% \ v v v v v , A\ \ \l \ 1 ��- 1�y I - r \ I / �/ l I^ 1 I 1 - v v \ \ _ V I I\ / IV A \ v v / , /// /1 --- V V \ / / / A v v - v ST-225 \ \ \ \ I 1 i I I - I 1 11 \V A A v // // / ,�-__�l A\ V A '/� ` \ v v / v v v ZONING SETBACK --- �� v v v v v v' VA v 1 1 vvv ST-227 v1 I I I II 1 v -- // 1 �- \�� ` _�/_\ vv /- // // I \ v v ` v --- ` V A A 1 1 A V A A 1 1 Av I I I I / I - - ///ii/ 1\/ JI /� 1 ' _ v \ V A v vv v v AND PROPOSED V V A o \ 1 A11 i t I I ❑ 11 I o I' y / / , // /I III \\ // � VA I / v / v v v v v ---- v 1 I I M ° I I / .�/�/ / I I I I I ,v 100 YEAR FLOOD ZONE= 1v�// _ v -\ v v v v ---�9� -' - , I v v v v FENCE LINE, SEE _ - v I WETLAND I - __ /r ��/�v__ - vv 'G - _ v TEMPORARY SKIMMER BASINS: SK SK-241 \ 1 v I111 I / .° .� / / / I I \ v /v �/ ' v r V A v a --' - _--__ / v v ---- /\ y - I _�_ ao. // / / 1 I \ vvvv ----'j%" , - //i<�� - _�� v A v A _ v v I I l I II I IIIII I I I� 11 // // 1\ 4 // vvv - ` ---_v --- vv v -/ /- / I vv vv I I �/ I^ L 1 \ f v /ii/i/i rl- vvv - v v I v v SK-243 / \ \\ / I \\ \\ NOTE 8 I 0.11 ACRES I //r I / / / // I \ - - 8 / - `-- - 1 / / \ _ -- ` _ \\ \�-- / / \� --\\ - �� \ vv � //.// / I / I I I i 1 I I I III 1 rl � I v / / \, I I v``v`v-_, // / , v_I - vv A � LEI V ` 3 v v v j / v v �l i I i 1 I l I 1 1 1 I l SB-204'� - . / / 1 , 111 v v // / /i I v v v- - / / v v t I I I I I �� '1 III _ vv v _ �ii//// \ _ -vv \ � I v /�S /' / --- / / A - v vvv //' / \V A \ v v- \ v v �;� / I I I I I I 1 I I I l I I V o / / / / // \ \\ v -�//❑ - \ v� v / V _v SK-2. \ I I I v� ` �v /� // v v`�v 1\ \ \ /- \ \ v- / // / - v A - �v n v / / � � I \ \ 1 I l 1 / `�, v v A // / v vvv \\ \ v \ 1 — v Cd I \ / / vvvv v / O �— / / / \ \ v v // / , -- vA \\ \ — A `v v // /—v-- / /�— \\ / // I I V A v h �� 0 - /// �/ y/ / \ \ \VA\ i ` v—/ // V A \ v �\ SK-245 � V v v — / I -----_—� \ _ / / / / /,' / , 1 V A I /A V / / -I v I — / / / / / A \ /— - v —/ /// vI V A \v v_ \ \ v v / / / — / �' VA \ _ v v v / I -____-v , / I / / / � v v 4A-N - v -,/ / , , / v vvvv vv / v v vv v - --- SK246 / co / v - - // / \ vv \vVl-v /// vv \\ V �- `v / � _ / / Y / \ \ vv v V v / V v \ vA �A \ \ \ / - \ I I ----- \ / I I / I // ,- / / / / / ; \ \ \\\\\ I \ -/ / \ v \ \ \ / / I / / / / // I �/ / / / I ! I ! I I I \ �� / W -_ I °I / /i i /ii _ \\ \`\\ \\\ \\ / \ - \ 1 \\ ` \\ v- SK-247 v _-_ - /i v v / / I I / / ' / / / / / / I I 4B-N •v I• _ I v / I - - v v ---- - v- 1 ' v v / / // // I l \� v A �"o � -\_ , .ap-_ - / / - /i' , -\� \ v A`��VVA\V ) V �_ 1 I A V A 1 V v \ A - __ \ V // / v A 1 f \� y M-- / v (�- / / �.� vv % l 4- _vv ------ \� ` - - \ I \ - - \ EXISTING CEMETERY SITE / / / / c\\ \ \ \ \ �„ 00 - a 1 1\° \ -- \ I \ \ / \ I �F l \ \ \ h 820 ~\ v I \\�\I\ / \ I \ �I l \ A II 1 V A vvvv / /I- 'vv / 1 V I I I /- _ vv I �' A \ v M v _ X' _j //I/I/ll'/,011 I/ \ / I I V A �_ - --- SK-249 \ - \ `---1 \ / \\\ k _-- -_ M -_80 I� --- / /// qX I I \ \ _ \ /i/i/ 1\ /t I / 1 lJ vv \ - / I �- v _ / _ ❑\ 1 /i `vim v v // _ I - // // / / /-- A �62 v / Qv I 1 VA\\�k --- _�_ --� - //�� In - -/��1 \ - ' ' ' - 10 METER CEMETERY SITE BUFFER, / \ _ _ ` ' ' - - --/'/ \ I I I I I \ WETLAND AREA 7 I �I I I v v I A v I / ❑ / 1 Iv Av v wo - v �. _ %% / - \ v 5 PERMANENT SEDIMENT BASINS: SB SB-201 1v / I vI v I --- -__:_ - C6 `A vv v ( i 1,�: -' _-_- ` 1 v vvv v 1. 3 ACRES I 1 / 1 V A / // q� - �-- ,_._ �� \ v v�\ 1 � i / \ \ I\ 1\ \ /-- ---\ /,// \ \ ��O � \ \\ M '/ // _ - 2 - / i \ \ 1\ `,�'\ \, / / \_ SIB-202 / \ v ` Av \ I/ v— A // , �, AAV v _ �__ �� — `� / — — SB- 03 �/ _ v � — 1 \ � _ - _ / / / \ \ \ \`(\ =\ SUBJECT PROPERTY LINE (TYP) �;� ;_ \\ - _ _ // \\\ \ //1i// _ / ;\ SB-203 v vv _ __ , v vvv �_--- _ - /'/ 100 YEAR FLOOD ZONE // ( / by-� vvv - ---- _ �_ �*=�/ / /,i/ �/ /�/i_� ❑v� I// //I I- -`v SB-204 __ / _ _ _ / ----_ / // / /I _A � �/ / /.� 1/ / v A AA \ v A - / , / / / / /� - _ / w �V�- // �� __ _ 1 \ \ / _-_V A _._- --_- /I ( � -i A, - q_ /// / //// ��i- - -�-� � � � A ////� . -,-- /////// , I V �- IvA��1� 1 A`AV _--- \ \ \ 1 / / / -_-� -G -\_� - // / / \ \\ \ \ \ f\ _I _ // / % WETLAND AREA 6 / / ( /// / _ _ //// / /�� ` v vv v _ - SB 206 - - / / N - � _ _ _, / v v o v v v / I , ;_ _ - AT THE TOP OF SLOPES 10-FT / /// / \__\\\\I - " \ \ - // / / / / / / 1.13 ACRES - / _- / / / \ \_,- \- \\ / \\ \\ - / - - - - --_ - 'i / vvv v v v v - 9�� l / / / l I I //� /i/%/%�- -___❑ -- % =_ TALL OR GREATER, INSTALL /i///i /' v _vvvvv v - _1 v v / / / / / I 1 / � - - - _ = =%%'-%= , / v v -vv wvvvw\ v v SB-207 L / / / I I 1 / /'"' - _ \ '=_ -_- -- FENCE OR GUARD RAIL FOR '/' �" ` v_-- / / I I I _ _vvvv /-- /// v / /-�A1 11I 0\\ vy V v /��/ / ,! I I / - vvv �vVV1 ////��=== ��v ❑ _ I, 111I IIVA V `y �v `v _ / l I I I I , SEE SHEET 02CO-DO03 FOR CONTINUATION �, -`�T ,//I„ << -- SAFETY _ - �\ _ \ 11 \\ --- _.� I v, v PROJECT MANAGER V. HAYNES, PE - PIEDMONT LITHIUM CAROLINAS INC. %��''�N �ARo LITHIUM HYDROXIDE CONVERSION 1-1109"- =o�:••F�Ss/off❑: CAROLINA LITHIUM PROJECT = Q�° PLANT EROSION CONTROL & DRAINAGE 5 3/13/2024 REVISED PER DEMLR COMMENTS = S AL 4 1/23/2023 REVISED PER DEMLR COMMENTS �3 LITHIUM HYDROXIDE CONVERSION PLANT AREAS PHASE 2 - OVERALL MAP PIED/�AONT 3 5/31/2022 REVISED PER DEMLR COMMENTS ',,9</ '•;�01 N :•� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �'/.�"�R/E•K••NP;�.��3/13/2024 FILENAME - 01 CP-002 440 S.Church Street,Suite 1200 "",,IIIII�l�J,�,\ L I T H I U Charlotte,NC 28202-2075 1 8/27/2021 MINING PERMIT 01 C P-002 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 200' N.C.B.E.L.S.License Number: F-0116 1 2 3 4 5 6 7 8 w z_ J tY w Q z OZSHOUME� w U INSTALL GUARDRAIL PER D NCDOT STANDARDS AT LOCATIONS WITH FILL SLOPES GREATER THAN 3' IN HEIGHT 2( 0 CROSS SLOPE 2% CROSS SLOPE EXISTING GRADE P+. 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 U) CD co co a J 1 910 > w CD M 't M 910 0o 00 o L6 -------------------- Hco 1- J Q °o 900 ---------- 0 w cn w HP STA= 24+04.54 900 ------------------ -------------- -2.75% > > a a LP STA = 21+32.39 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 K= 79.54 24" PIPE - K =42.61 200.00'VC 880 ---- 200.00'VC 880 - EXISTING GRADE LO LO LO LO N O N LO LO (0 t � + CO 870 - - - - + CO + (D co � 36" PIPEN O 870 - O N � O � N � N Q COM Q co co - ---- - Q 00 Q 00 H J J 00 --- H J F-- J (A w (/) w $60 PROPOSED ROAD GRADE --- -3.69% cn w U) w U U n' - -- 860 ---- - -- B-- > ; +_ -- - -- N O ----- 850 ---_- - U) co 850 - � J - co ------------------- -- -\� 1.00% > w 840 ------------- - d ---- - ----- ----1.5----- ----- 840 830 - 830 STREAM CROSSING NO. 3 SEE SHEET 01CP-13008 820 820 810 810 n M v n N a a o m v o ro 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. N..CARO ROAD PROFILE �o�:••FEss,o•..•�-; CAROLINA LITHIUM PROJECT = S AL f� 5 /13/202 REVISED PER DEMLR COMMENTS 1 3 = LITHIUM HYDROXIDE CONVERSION PLANT 4 /23/2023 REVISED PER DEMLR COMMENTS PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS �'.,9��•'•��1 N �••� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''�i F/'i/•••••••••••Py ��3/13/2024 FILENAME - 01 CP-003 EK. N � I T H I U 440 S.Church Street,Suite 5 1 8/27/2021 MINING PERMIT SCALE - 1" - 100' 01 C P-003 Charlotte, 2075 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 - 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 if TURNOUT 930 930 00M 920 � 0 920 D + 0' r > 910 W > w PROPOSED TOP OF RAIL 910 -2.00% 900 900 Y Q NO LIDAR SURVEY DATA Q 890 ly AVAILABLE IN THIS AREA. O - -- --- 890 ~ EXISTING GRADE IS z APPROXIMATE, AND FINAL = - 880 RAIL DESIGN IS PENDING O ----- _- SO 880 - _ 880 U) SURVEY DATA. o ti U EXISTING GRADE cl� ow rr-- rl- 870 = + 00 0 L6 o CO 870 0 00 o 00 + 00 O c"i + 00 m U LU > 00 00 860 0- w w w 860 w J o- W 850 850 L 200.00' R -0.25 840 840 830 830 820 820 Cr 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' j 890 R 0.25 880 L 200.00' U -- ---- 880 R 1.00 - --- - - -- PROCESSING PLANT ---------------- 870 0 870 M O O 00 00 -2.50% 0'; o o 000 00 o Sri rn rn ti 860 M > + 00 + Mo � o � o rno 860 ------------ U W M 00 o 0 M > + � C'') o rno 00 850 � w 0- w > J `'' > � °0 CO > N °0 850 ---- 0- w Uw M > > � > PROPOSED TOP OF RAIL 2.p0%° a w J > J J 840 w � w 0.00% O w 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. N CARo RAIL PROFILE 1 � ........ �' '''- CAROLINA LITHIUM PROJECT o .oEssio''•••2 5 3/13/2024 REVISED PER DEMLR COMMENTS U14W3* = LITHIUM HYDROXIDE CONVERSION PLANT 4 1/23/2023 REVISED PER DEMLR COMMENTS PIEDPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS �' 9 ��'•�� •� �.`� GASTON COUNTY NORTH CAROLINA SHEET i HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '��i/.."••••••''Py ��`� FILENAME - 01 CP-004 L I T H I U 440 S.Church Street,Suite 5 1 8/27/2021 MINING PERMIT '""i��K�1�� 3/13/2024 Charlotte,04 338 6700 2075 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1,, = 100, 01 C P-004 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' 910 co so i � N rn 910 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 oo 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 PROJECT MANAGER V. HAYNES, PE N..C.ARO PIEDMONT LITHIUM CAROLINAS INC. "'''' RAIL PROFILE 2 �o�:••FEss,o•..•�-; CAROLINA LITHIUM PROJECT '- ..� 5 1/ 3/202 REVISED PER DEMLR COMMENTS - LITHIUM HYDROXIDE CONVERSION PLANT 4 /23/2023 REVISED PER DEMLR COMMENTS PIEDPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS I ��• GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''IFRj•••••••••••Py`.`� FILENAME - 01CP-005 #� + + 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT ' '"""i��iii'i�►,��``�3/13/2024 L I T i'l I l.J 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 , Xiii'i/ ��\ \ \ \ \ \ \ -\ \ \ l -\ \ \ _� \ 1 I l__ / \ \ � - \ / I I \ I / / / / �_� \ I I / � ,�i � _ \ \ \ \ \ ` \ \ `\ \ \ \ \ \ I \ \ ) / i - - �._/ I \ \ ---- / / / / \ I / / \ / // i / - \ - `\ \ \ \ \ // /- / / / i \ `, /ice,,, , 15 - \ \ \ \ \ \ ` \ \ \ \ \ \ \ I , - \ - - \ __ ---- - \ \ \ c, I / / \ \ , / / / / / / / / / / \ ---- \\\\_ i,�'; //,i_ \ \\ \ \ \ \ \ `\\\ \ \\ \ \ \ \ \ I I l , \ \ \ - I I _ - \ \ l \ / , l / / ( / / ---- \ ` % J'\ //j// \ \ \ \ \\ \ \ \ 1 \ \\ \ \ \ 1 I I I / / \\ \ \\ --- \\ ` \ -- , \ \ `\\ \ \ \ \ \ \ I I I `- �' , // / // / / \\ \ /, / �\ I N v -��j,, //j/ �1�� / I I 1 I I I I A A A I / I I I I / , ,� / / vA\ VA AV A V A 1 A `v / / / , �� , , 1 V I I I \ / , Av v V V -_/ , , IIIIIIIIIIIIIII, - v v -v -�:_�%// I ( / I \ 1 1 1 1 1 V v v I 1 I / / / /I I I I I / vv 1 I , \ M �- / / vvvvv v v V A I V A ` "I/ / l / / / I I V _ � ,/ / / // \ 1 \ \ V v \ / / / / / / / �� I / vvvv vv A V A 1 V A / I / , vA v - - v A / \ I / / / / / / vv \\ 11 / ` \ I ( ) V A V / I J / ` V A V A ` I I / / / / / / / / ( I I v / vV \ \ V I / I / - `--- �-� ) \ \\ \ l r� \ I \ \ 1 I / I / / I I I \ \ / *# I I / ♦ -_� \ 1 \ \ \ \ \ \ \ 1 / / \ \ I / / I ` 11 / / V v- - A / ," A VA / vv 1 1 v -, A I I I I I l l 1 ( l V A \ I V 11 / --- I I � ` I A I I 1 A V v \ 1 I -/ ` v v ,' I / / / / I , \ I I \ \ \ I / / \\ `-'� �\`\ /�/_ -\ // \ \ \ \\`// `- 1 \ \ 1 I i I 1 \ �\ \ \\ \\ I\ \ 1\ 1\ \ \ \ \ I \ //,�' �\ I I / ) / \ 1 �_ _� I I I I 1 \\ I i �-_-� �� `\ - \ / �--\ / / / 11 \ - ---\ � ) ///, / / \ \ \ /--- / \ \ 1 I \ \ \\ \ \\ \\ \ \ \ \ \ \ \ \ `\ I I � I ( / , \\ I I I / I I \ -� \\ \--- \ � / , I // / / / -- / //// / / / A A \ 11 1 A A \ \ v - v -v v vv v v V A \ v ) l / --- 1 1 - `--- �� I I A 1 I I \ ` V - v A \\ VI �`-_�� / \I I / / / / \ /// / \ \ \ \ \ \ \ \ - \ \ �,,� \ \ \ \ \ / - \ I - - \ - - - / / -- \ ///i �n / / / / \ \ \ -- \ \ \ \ \ - \ \\-- -\ \ \ \ \ \ \\ / \- 1 I I I I - \ --- ` // / l I /) / I I \ \ \ -- -- -- \ \ \\ \ / / / /// / / \ \ / ///i/ ( / / / \ \ \ / / \ \ \ \ \ \ \ -, \\\\ \ \ -\\ \ \ \ \ / --- , \ I I I I \ \ I \ \ \ / I / - _- \ \ \ _ - - \ \ \ \ -- I C / / /// / / \ //// i / / / / / i\ \ \ \ \ \ \ \ \ \ \ \\ \ \ \ \ \ / ,' l l ` � , \ I \ \ / / / _ -- ` 1 / - \\ \ \ \- -1 ,/// /// / / \ I ///// / / / / / / / \ \ \ `\ I �--- I \ \ \ ` 1 \ \ \ \ \ \ \ \ \\ \ \ / / -�\ \ I / /- - \\- / \\ I `\ / // ` \I I l//// /// l / / l I l \ `\\\ `\ / -- \ \ \ \ I / 1 \ \ \ \ \ \\ \ \\ / / \ I l - �' \ I \ \ \ \ \ / / l /x -�.--- ---- \ `\ \\ I / \ \ \\ \ \ - �- _ //// / / \ / / / / / _--- - I \ \ \ - � // / 0 400 \ / // I I / / I `\ \ \ " / -- / / I / Erb / / \ \ \ \ \\ \ \ / / , I / - \ 1 \ 1 \ \ \ \ --- \ ---' , _-_- -- \ \ \ \ ) 1 \ \ \ � � // / O D 200 111 / I \ \ 1 __ i / , � / 1 \ \ \ \ \ \ \ / / / I I l l - 1 l , \ \ \ / ,--\ \ \ \ 1 / / 1 \ \ \ / / I / / / / Z / I \ \ \ / - \ \ \ \ \ I / -\ / / , / / / / I I I IIIII 11 I 1 / / / I \\ \ \ / / , -- / , gS / \ \ \ 4f/ I ( I ) I I / --- / / I I 1 111 ql I / / \ \ I _ \ / / / __, \ l I l / -- ----�� \ I , \ \ / ______ / ,, \ \ �_ � \ \ - \ I I -� / '1--- ` `- \ / / / \ \ \ \ \ 1 \ \ 1 - \ I / I/ / / / SCALE IN FEET / v A / / / 1 I I A 1 ** / / / \ / -- \ \ \ \ \ A ( I I l l,illj 1 /// / / 1 I `v v v ` / I ( \\ / / / / / / /'-__ / I I A 1 I I I / I I I l / I / / ( --_-- I / // -v `v v \ I (- V A v v v vv v V A I `- / / / / , 8 8 6 1 _ v v v v v v v v v v v \ I I I I 11 I II I 1 / / I I I I \ z / / / // -- i / ) I I I I I I / / ( / \ \ I / / - -\ ` \ / \ ` ' ` ` \ - I / II IIIV�J I \ \ / / I I vv \v --- I / / / ---- ) / \ --v I \ V 1 - v v - - v v - v - --_� - -i / / / / / / / l I l ( \ A 1 v V 1 \ \ / A \ V A \ v v I----- v v - vvv - - / 11AAvv V / 1 v v I , / / / // / , --. / / \ I / I I I I - v A / \ V I v A \ v v v v- v --- v v v v --- v - / A Vv vv V A l / I �v v ---_� I i / / / / 892--- l �/ /l// l I i \I \1 A /_�, \ 1 A v v v -v vv v v \ - v v- v v I I / / \ \\\\\ �\\\\ / - \ / / / // / _ / / / / / I \ \ \ ( \ I ( ,� / \ I / \ \ ( / I ( \ \ \\\\� �\\\\ 1 I I -, ---- \ / / /// // / /// _--- / / / // //// / // I I / 11 --\ \ \ \ II I -� / / , \ / \I 1 \ - `\\\ \ \\\ ------ ------- \\ \ \\ \ \ \ \ / 1 ( \vvvvvv�_ vvvv I I --_ --- / / / / / / // / / / / �--- / / / I / / v I v v v v v I // // /' v r I I / - -- - v v ) v v ` GENERAL NOTES: �, - v vvvv- \V 1 I I - / / / / / / / I I / v A I I lam/ / / �-_-- v I -vvv v v - --- v A- / 1 -___v vvvvv�v 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 -- -vvvv \ \ 1 I / / / - `-__ I I III / / / / / // / / / \ 1 I I I I \ \ \ -_� / / /* / A / I I I I -v vv v v \ v / / V I/ ---� / / / / I 1 \--v I I `\ \ / v v - v I I----__, ��`v�� 1111 '-- -vvv / IIII I / / / / / / -'9 , // �/ / / ` I ---' I / !�v v v v 1 v OW)- 1 - -- v v v -- DRAINING TO PROPOSED CULVERTS. THEY ARE NOT FOR / / / �\ ( I / \ ` - 60 R V - ( ----- A ` V / V I I / I----_- -vv vvvvvvv 1vI I I / I r _ v v / I I I I I I I I / // 0o ,' / / 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 i - v / I I I I / -� / /-- // COUR I v \ / / ----- -- - v \\\VAA\ 11\\ \ ( / -v-- , I I I I I I I I / / / / / / -� V v \ \ V ��/ 0EPHZIBA.- - - V V ` \ -_ \ I I V ---_- \ V / �V / , / / / I -- vvvv vvvvvvvvv v v�v v I v / I I I i I I I / I // I / r l ` v ` < ' ` - - / I I I / /I / ` vv ( \ v v v --___ - v v vv / v / / / 2. PIPES 1A-N THROUGH 5B-N DRAIN TO PROPOSED BASINS. - \ \ \ \\1 1 `\\\ \ \ `\ \I I - _ / / I / 1 ` \ `\` ` - / \ \ \ \\ --___- \ ` \ / / / I I BASIN DRAINAGE AREAS CAN BE SEEN ON SHEETS - v VAA \ \\\\IVAV`,Ill i 1 1 / 1 ( // I I I I I I I ( �� / // `\ v V A -- _ v ` V l �__/ //_� ,� / - ( \ �- A A \v - ---- -- -, ` ` I 11 / 1\ I Av v v v v v I I vIl - i i I i r/ _ ---' / 1 1 v 1v Il v // � // 4 / r_- - v v ` v / _ , / / ti vv I v / - ` �--- -v -v v v v v v / / v 01CP-B002 AND 01CP-0002. v v v V I I i // / V A \ / l / -- \ I // - v v v vA v v- , �\ / / ♦� \ - v, -_-v v v v I-- - v A A A vv A -� / A - v v v v l l l I I I ll l I / I / /� - v v v v v / , v - 1 vI vvIII 1 ` `�v `v - ,'884''� II 1 _ -- 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 l I I I I I II I I / ) 11 1 Ir I 1 / / /� -_ , Ai A A \ V A / / // / / / -- - - o v I , Ili \ ` v v - - - / - v v - v ` I A A \V A v � II \v A A I 1 1 1 / ,- \ \ / / / , v -�- , �� v v A v _ A \ V A I �♦ - v--vv v \ I V ` \ V A , A A 1 I I I I I I I / / / / / / / / / / _-/ / I A / / ( / /' V i�a I DA-101 (TO 1 1 A \ \ \ V A ` - i � A l / %a ( -1 - vv V A - v r-- - / I 1 IIIII / I //, / / / / / / l l / / /----_ / I / // / / 4f r % I I C-101 : 2.50AC I IA `� __ , v v `_--� / - vv v I v v /-v \ \ - 1 I (/ / / / / / / / _ � / I / / - ) / I �v v v � v1 A V - �♦ �� / v vv `vv v vv A A - v A /l ) I A ` I I 1 I 111 II // /I / /- / / / / / / / / / --- - / / / I / / TOC: 14.7 MIN I \ \ \ I \ LI♦ -- \ \ I / / / / / / _-- v v v A v v / l 1 I II lI / I , , , / / , , / / / - l � / - _�''I �► *". I \ 1 �� g� I I A �� / / v I 1 \ VA A I A v v v v V 1 I - \ / l / l I l I \ / , / / /--_-- _/ / / l l �, I/ A 1 CN: 79 - v , , v I vv v V v v v v -v v 1 1 - v COMPOSITE CURVE NUMBER CALCULATIONS / / / l l l I lI I / / �� / , i i / / --- ( / A v I I , �- v \ \ v / v / / / /l//111111 I , i' , i i� // // / --- _ / / - t �'�/ /* ) /` A I Rj I O \ I \ - ) / / / A / , A Q� � V A \ \ vv ` I - -- /- //// / -- -, _ j� I I \ \ \ C-�Q \ \ 1 / - / / k \ \ I \ \\ \ \ \ \ - \ \ I \ \ / \ / \ / / / / / / / / I I I " / � /- I � 1 / ) � � - \ \ _ I DA3-TO STREAM CROSSING NO. 3 i � , _ - / / r-x.x I / / , / / / VA\ V I v AVA \ V A V I I V A I I I 1 V l\ / / /l / I / / V I I I / U / l / / -- ti - / / _ \' I i I \ - 59 LF 24" REINFORCE CONCRETE PIPE 5.12/o SLOPE 1 / / I \ \ o� -\ \ \ - \ \ / / 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 / i A A A \ // ( \ \ /�/// �/j -_--- --' / ,, ----- / i x 1 �� i� l 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 \\\\ \ / l V / / I i i �, I1 I v V \1 I I I I A \ \ I I - B Pvmt/Sidewalk/E ui ment ads 13.43 0.18 98 0.97 t - \---`\ 1\li//l//\��///i �� ---- , / I f� O'`� i - V A V A \ V I \V / / / / \ TIME OF \ \ \\ I I I \ I _ v , --_-- v \V11v//// i-I /�/j�/�-- _ ,'_ "1 �� v - , / / `� °�t� �:/\ I �\ �11 A \ \ \ I\Il\ I11 - ��v 1 / v-� I /�- v\ \ \ 1 l I I \\ 1 I \ \ 1V ( \- �' WOOCIS 28.21 0.39 66 / ,�, / v - vv\v1 vv - / CONCENTRATION I v v V I \ v - v -\ \ \ \ \ \ ` ` / / / I I I I I I l _ / I \ j I \\\\ \ \ \ I \ \ \ - \ / Grass 30.99 0.43 79 // / _ \_ I / \ I \ \ \ --- v 1 // / - _ _-- -__� / / I A \ 1 I / I I I v \ / \ \ / / // / ---- - / / \ . /_ 1♦\� I / I IIII LINE (TYP) \_ 1 \\\ \ \ \ 1 \ \ \ \ \ - \ v v I v / ,///// / / /� 1- _ - - , / , �� , ♦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 @ - - r' --- -, / lA\\VA\ V A V A v - - v \ v v v / // / '-__- - i - - _ --S � , / , x V A \ ,N / I I IIIIII i A \ \ \ \ \ \ ¢ _ / \ I v A\ V v _ A \ V A \ - \ \ 1 / I / / / / / � , _ v / / \ - / I \ \ -____- i/� \" / - \,� III I 1 \ \ --- ( ) V A I V // / // / ' i / - - , , --� v / / +`+ \ \ , , _ / ---1 / \�A V � I I VA A \ \ �_ \ \ V A V A - v \ VA \ \ v ��/ / // / / / -� --1 / � / v vv � / � � , �,. ,, v v 1110 vvvv v v v � -- v-- / / I / - �� 1 1 / J / V \ v _ \ \ \ , , \ I I � \ I I _ \ \ \ COMPOSITE B 77.5 C �/ / �� - , / - / ,� - v `\\ \\ V v v v �� / I / ` ` / J I 1 \ v A A \ \ - / / I rvvvvv- v / / , , ;1 v DA-102 \\\� A \ V A\ \ \ vA\ \ \ v v / , ,x- A vv - -- / , v v '' VA0V6 \ \ v 1 - \ " I \ IIII \ \ v v \ \\\ \ \ -- / 1 11 i))) \ --_-- / /, TO C-102 : I \ I I I I \ \ \ -\\ \\ \ \ `\ \ ( ) / / / �/ -�' t\ v v 1 \ \ \v vVVAVv \\ V A v v v v I I _/ / v ( ) 1 vv v \ v ` - /� / 1 / / 1 1v\ I I I I I A l l v v / / v COMPOSITE D 83.0 vA VA\ V vv `- / // / /� ,I - /'- // ' -1 I Alm -v - / /// 5.59AC I \ \ v v vvv v v\\VIl) I\ \\\VI Av V A v v- / / I I 11 �/ I I 4 l - I_)I I I I I I I / / 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- --` \\\\ \VA\VAA V 1 \ VAA v -vC / l ( I I / 1 I - / IIIII 1 II I ` \ \ / - 1 TOC: 12.9 MIN \ \ \ \ \, ) \ \ \\ \ .✓ / / / \ - _ / / \: ,i \ \\\\\\ \ \ _ - --- I I \ � / / / / / I )I I I ) I I I 1 I \ \ \ \ \ TOTAL COMPOSITE CN 78 _ / , - /I "` // \`-- /// / \ \ 1 � �J 11 II\ I I ♦ / I I I \ \ \ \ 1 \\\\-- = I / , i \ ✓/ // ( \ I \- /// //'- \ \\`,y \ \ 1 \ , -- \\ \ / � I I I ♦♦ --- / / / / / //////// I I \ \ \ / \ \ ) 1 \ I \ _ - - //_,,,�, , / I -- - _-/// /// \ \\\'t \ \ 1\ \\\\ \ \ I \\ I / / / /// / I DA3: 74.73 AC v I �`----- � /// / l l I I `v I I 1 1 I I I \ \'`;� / / \ V ` IIIII I v - - , / / / // I I v v / , /� -y // , -_ // v V v A I I v � 1 \ 1 1 1 i G/ _ / 1 _ / - _-_ - / 1 v \ _ --- / / I I / I I , / ,.�yg yy , �v - gQ'/// � v v A v �,,� v - !� -x_,�, l v v v Ili/ /III Av �- - v TO STREAM CROSSING NO. 3 V I -�v � / / / / // / I I 1 v DA-101T0 C-101 __ , 8� / / )A - -_-- / I I V ,„ v / i _ \ V A v \ I l/%////i%//i/VAvv v ( ) 1 11l l ---- / / , V v v ( / / / / ----' � 0 ll rev -E- __ / 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' II - CQ" v / /// / / I I \ / _- o 0 \ \ I 1/I �J/ /,-- -� �, X V (J - -'/ tiv- A III I �'av a �� v v A V I �� //�///�%IlAvvvv `�` \ CN: - L�---- / /// // / / )I I I 1 V / / 14--*#-v /� �� v �� --__ , -,) q) / ;, v / �, v v v l llll11 ,( IA vA v � I 1j ¢ � l // l///// I/ I I A I / I / v v v v v TIME OF / �_ ;, 8 / / 1 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 1 v v CONCENTRATION I I 1 I I /III __ __,/ ,,�6 --v ��?, // 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 / ' �- �\\ / llI cl( l - `_•\ \ \ \ / I II I 1 � \\ \ \ \ I Ill \ / / // I / / Grass 2.44 0.98 79 /1 \ \ LINE TYP I I I e� -\ �- / _ / - -/ I \\\\ \ \ \ \ \ \ I -- _� I I / 1 I I / \ \� I 1111 / / � / II V / I I \ _ , /// \ � y �- o� \\\` \ � // I I \ ,/ / \ I I I / / \\ ( ) 1111 I�/ 1 -- ,- EAAv % �-��/�ll( IIIIII \ v �', y v \ / / IIII I VA\ \ \ -, , b, \ -- , AI / I / 1 I I I / - v A ,/ V - ---- �� A / / I I ll �� 1 V � V A v / I 111111 l \ I I / ' - 1 l l ♦ / / / I I I \\\\ \\ / III - � O \ y \ / / I l I \\\ \ \ ' / I 1 -- - I I I I II � '_ �-�- _/=- '1 �8� _ \\ \ �l /f \ \-___ �� \ � \ ` ` \ \ II \\�\\ \ 1 \ \� �_,_-�� /� ,, \ I l � --- / ¢%///I// / / / ,I I I I I \ \ / // / 1 I I 1 / I y - \ \ / Y \ \ \\\\\\ \\\ - _ \(\\\\ \\\ - v i. �p \� \ \ \ \ \ -/ IIII 11111111111\\\\\\ \ \ \ \\ \6Z9 I _ // ( \ \ / /IIII -- 4 �' / j///l / / t I I \ , // / 1 I I I I \ \ ___/ TOTAL COMPOSITE CN 79 __ \___ / \\\\ \\\ \ ---- - \ - / I \ I I I N 1. / � I \\ \ \ ,/� +� �� \ ` \ `\-��^ \\ \\\ \ _ � �' �\ \ \ � ) II\ IIII1111111) II \\ \ \ 1 \ \ \ � , ,� I I / I � _��' �-�ii///1/ / / 1/I l I 1 \\ // / l I I l I I I \ \ // i: " \\ -- 1\\ � \ \\\\\ ----- _-� \ \ \ \ \ - ) 1 11 11 I \ , 1 1 I , --- / x � \ \ / /� - `'\ \\ _ --\ \\\\\\ \\\----- °�1 ;, 1 \ \ _ \\\ IIIII11 \\\\� \\ \\ - = / \ �--- °___- , /i , / // / / I \ \\ --'- I I l I 1 \ 1\\ \\ 1 \ \\ 1 - , /l/lI I , - 1 / � \ ' '`_ \ \\- \ \ -- \ \\ II \ / - _ / / / / \ `-- -__- / \ / / I I \ DA-102TOC-102 \ \ \\ \ --- - -x -� 1 \ \ IIII 1 � \ \ \ \ � ) I � �� , I I / I \ / I I\ - 1 P -DA- - /%f �.. `, \\\\`\\\\si, _ 4, 1 \ \ Ill \�\ \\ \ \\ \` - \ --- „ _ / r `- \ / I l - x / / ;, o \ \ \ - 1 I III11111111 \\I \ \ \ \ I I / / / \\)\ /// / , I I i -- \, -11 / \ l I l l I l y ; C-103): 14.22 AC / / % %,' 100 LF 48 REINFORCE CONCRETE PIPE @ 2.7/a SLOPE � \ -� -- -- ` / - -- / / I - � / / / o 0 r // 1 l / I\ / / SOILGROUP COVER TYPE ACRES /o CN /oofDA - � 1 --- 1 - v I =- / // / , III -__ v- ,� , I I I / / / -- - I TOC: 16.1 MIN - //� " *1 \ \\ \ \` \` ,`s - ----------- \\ -`� \ / / - --- I / / / \ I � �\ \ \ \ \ \ 1 I ,y - \ \ \\ \\ \ _ / \ I I / B Pvmt/Sidewalk/Equipment pads 0.13 0.02 98 1.00 11 / , \ \ \ \ \ �- \- ----- I , / 1 _ II I I I / / / / CN: 79 � \\ \ \\\ \ \ \ I I I\ , \ /- ��QI I i 1 kl` O --- \ \\ \\ -/ / I 1\\\ \ \ - / �_ -x. . . ............ . . .�-.-.- - - vvv v _ _ / I 1 \ ,/ v, 1 I I / - x -,x i VAVAAA \ \ V1 f v` `V- v-v� _ ---- 1 Il I v v A v v-i 1 I\I\\\IIIII IIIIII\\\ v 1A �-_- / / 1 / // / 11 I�p \ \ �x. .-. . . VA / // / I ---v --� 'i' l � I I l / ., , v v ,., v v / / v vv / I 864 -- , I Woods 0.68 0.12 66 -•- k ------ �. A`1. A AA \ v vv vA I 1 V\V`- .v v v AI // / v �___ / \: ---- / / I / A \ \ \ \ \ - I \ a \ \ \ 11111j1 1 I \\ _-- / \ \ , / I / / ------' j v v v v 1A v �vAA.,?\� v v `-- I , I , t � v v Al IIIII 1 / vv I I - v I IA11111 I I / I I v __ _ �� 11l I I / I Grass 4.77 0.85 79 \ �.-X _, ,,;, ------ _ ♦ I+ \ \ \ \\ \ \ \\ -- Q \ ` \ / / 11111111 1 I I \ \\ \ -_ I I ---_- v v ♦,- - �� A v A ,v \ \ ,� III II( \ / �v I ) I / I V A -- ----- / / I I v v vv vvv` DA4: 149.8AC v v v ` / ,II 1 v-- STREAM v- l ill , Iv � � / I 1 v 858-- / // / / v V / �� i ., v v v A v / - IIII I v I V 1 \ / / / / 1 I I / // v v / � I I I III V A / v v v I l l v I / an so no� --/ 880 I vvv vv vvvvv (TO STREAM CROSSING NO. 4) - v v / �� j l 1 ` - v v / // U// I v � v / / �vv v -� �/ 1� v // I CROSSING NO. 3 v v / / 11 I v ❑ / - \\ T TI'� ��- - - / \\ \ \\ INCLUDES UPSTREAM DA'S '"�" \\ \\ -- / iI lll/ \ \ \\ `- \ / // // / I \ I \ / / -\- I / / // I I I I I TOTAL COMPOSITE CN 78 >> SEE 01 CP-B008 I l// / I / I I I I - / v v v` O I ll \/ I / / v / '� �,� v v- TOC: 27.7 MIN v v v v I ( / v v ; , 1 III I / I - / I I I I ) v � ,- / __- / v v l vv �v v - v W O 11 r Vo �^ / 1 I �860 I/1111A I i I -i �/ / i I % -- / / / I I I 11 I I v v / V / / / _ \ I , 1�'`., v v -- CN: 76 - v'�,1v o - / VI) / / / I / r/ l / / / I I 1 I �� _ v ( a� // SB-207 / / I I I // / / / / / _ DA4T0 STREAM CROSSING NO. 4 \ / l I V / / i' \ � /- / � ` �`��._ vvv- v ��.\\� V _ I I I / / �_/ / l III I I l/ / / / 1 / 1 I ( / � / I l l ( I I I l I � \ \v , / A - /� / -vim �- '`., -- vv A'vv � w�yv� v vvvv -- v v �1 V A\1 V -III / 838 _ / / / / / I / / I 1 I / / \ SOILGROUP COVER TYPE ACRES /o CN /oofDA \ - / i i / i c - / \ - \\ \\ \\ \ \\ \ \\\ -i \\ \ \ -- \ \ \\ /// \\ \ I / // / \ ` coo i/ ill/ / / // / / / / \ I / / / I 1 I I / 1 ff o 0 / I \ / / - -- / - '`.l \ ':- \ \\ \ \ \ \ \\ \ \ \\ - \\ \ \\ \ 1 \ i " \\\\ \ / / � // /// /// 1 / / / / / x \ 1 I II II I \ \\ \\ -- \ - \ / / , I I 11 / 1 i/ / , v � / --�+ ,�. -\ v v A V A` v v VA \ l�v---v v vvv , c�� ,V v \ \ V Al I / /„/i/ / / / / / I I I ( I I / ( I I I I I I 1 v__ / --- - v v v v vvvv vv vv v �,, / / v / v / / - ��- / //// / / / I B Pvmt/Sidewalk/Equipment pads 14.74 0.10 98 0.96 --- / v v / / i / V , / v � v I A A V A v`VA V 1 \\ w �Vvvvv� v v Q I �' / I _ A V 1 ( I , / !' �\ A° '/ii/ r�l i / / / / / / 1 1 I I I I I / I 1 V v_� 11 / I I A \ V I `�\)� -- v v v `v A ` ` /// A V \ / / // i / / / / / i I I I \ ------ �/ v / /9 / /-v A l\ //i �`� �1.,I l 1 I \ \ AA \ 1 A IIII 1 _ vv` �v�v`vvA v'J ///// / / I v °o VVA A 1 �l/ P ) 1 / a _ ��,////////�)/ l / -.-:- / 1 I 1 I 1 I I 1 1 V ` Woods 55.09 0.38 66 _ fI _ A vA1�/ /// / \ v ,�,/ / // / I N o� V v - -��/ / v / //� _-- - �. V A 1v eA V1 A\1 l I \\VI vvv v��v-��vvVv� � /%//� II a� 11 1 /I/I /// \ I�� ,;"��ii%//// / / I I V V_ \ I\ \ \ V B / / / / i / A A �/ -- I, _ /- ------ V / �,' / / / ` `v `-� ////�i--- - - � , , \ v�\ VA \\ VA \\Vv v V -v "` -�``vim oo„ 111 AAI )l I 1 ( M - , // , I \ \ o0 V Grass 75.95 0.52 79 ° ---- �� / ' ' v - / /i/� - v � y *\ v A A A V A v" v`v` v .�y� / I / A \ / i , //////l/( I / / I 1 I I 1 A V A \ v \ v / / / v- -, // /�, -- vv v ~\ V `,- v \ \v A A� \ vv vvv vvvv �; 111Txx / / �___� V - / //// 11 / / / / / / / / / / I I V A \ \ V A \ \\ \\ v - -__-__ I / / / - / /� - v v �V A \ v / /// / / I A V A v v D Woods 3.87 0.96 83 0.04 _ v v - Grass 0.16 0.04 89 - _ / / /�� - / - - v v y '`.v v v v` `vvvvv v ` vv```v v` v ';�. ,a g' //// / / I / / / / / / v v v v v V I ' / I /' -- - �// ��-v- - A \VA; ,V A \ V AA\Q VA \V A \ V vvA -\ v- v`+, v 4 i / / / / I - \ / - /// vv v- vA\ \� cP� �{ \ (11 \ IA VA \\VA IAvv ` \ �� " v� v v </y/ I . �,� / / / / ///// / / I I A \\ \ \ \ V A \ \ \ v v - v vv v -+� y �°mil � / l ) I I l l / I I I V 1 V A \ \ 1 / i A �, / / I ) -v vv x i A VA\ \ \ v vV AA ` v�-,-,-` 'I- / , LIy 1 I� ° /" �� / / l( ( V A A v v 1 1 - I� /� ° ' x / A < w vvvA \v v a ``.I I\I 1 \\ �\VA A\\ v A �v vv vv - - i'�.�1 38 / _; //// o I / / / / I v \ \ v v _- - 8 °/• A / / I \ \ V v v ;/ v A v A V v v \ v v ( \ / / l ll 1 I I / I I \ - vvvv A �/ I., \ \ V A \\ VA\ \VA 2 vv 6 /// , l I l I / A A V A V A V A v - V ', i / A __\ x �- -- vvvv \ \ �.� ��A v v A \ V V \ \ v /� v vvvvvv - / �. / / /IIII I I I � \ / /zl �` I II \\ VA \ V A vv ,-- � _ 1 / � �x x x__,_x - _- - V A \ \ \ A AAVA ., A v vvv v\ VA\ v v v vv -_, / F'ir}, / //( l ° - ' I I / -` - // /A V A V A \v v - A -- _ \ \\ \\ \ \\ \ II I)I I I ' I / '.J r-/ r / I 1 \ COMPOSITE (B) 76.0 v v v v v \ ill vvv v I / / I if / / \ VA \ V A \ v ; 1 _ - - v v v v V \ V A v \ V A , \ v \ VA \ l` vvvvvv v v, -R I 11 . v _ I I p / ,4.�/// ( I I \ A I I / A \ \ V A \ v - - / -�`-""�` ---- --v k�\-� vv vA \V I V v vv \V 1 vvv I / 1\ IIII I I Q) / V ` - }� / / /x - vv I 11vv v v v v v v v vv v v v v v v vv v l 1 ��_ v / / / / I I v I v v v v v v v - v - COMPOSITE D 83.2 / - - -- Qvv -- `vv v v \VA \\ I1111AV AAV\\ \ `'t, ,� \ \ V A\ VA\\VvVAA V w vvvv\ vv 5A-N 1 11I �I II11 �� . v �. / I �- �cA M 1)� 1 A \\ VA \ V V ` \ \ V v `-- ( ) v \ ,v \ V \ �� ,�� v �,vv / �� / /� / I \ \ 8 __ \ / / ` _----- `v -- - I it I� \VVAA\�\`v�,_';A �''�. A \\ V AVA A�AVA VAV�\ I 11 II\ 1 � v / I v / /M ( \ / A h \\ \\ A A v vv 6 - _ \ ll \ \ \ \\ \ \ \ \ \ / / --- __ -\ \ `\-- -- `\ \ \ ll I\\\\\ \\\\ \ ; '1.A \ \\ \\\ \\\ \ \\ \. SEE GENERAL NOTE 2 / IIII\\ 1; \ \ //b M SB-201 ' \\\\ \ \\ \\ \ \\ \ \ - - - __ I vv \ v v vvv v . 0 \I v v v - TOTAL COMPOSITE CN 76 �Ez "W 1 l A V A \ V A A \ \ v v v 1I v vv v - '�,'�;v � v 1 v v - I v 1 l / 'llJl' /, v 1 A-N v / / - v 1 v - - v / I __-�A A v v v A II11 I A \ \ \ IA \ \ V A \V Avvv � -__/ I1 V /�/ / II A \ \ V - �- I__ v --- -�` A A IIIII/ \ V A v -- y 1 V A\V A V A v� v��-- 1 IIIIA v / 01 II111 / \ VIVA \ \ \ V v ` v v - v v , VA \ \ v v 'vVA .1 IIII \ V A\\VA VA V A\VA\ v v v v v v - SB-205 III ; \ T'' V - A V A v A V A --- � - - I IIIII \\VA` v -v ;� `,1 �F 11 A \ \\ \ VA \\\ V A\ V v _ I� � M� 7 / / 1 A / / / / Il / \V I V ` ` V \ 1 v / _ ,, ,-____ IIIA VA vv v , V �� I A \\ VA v v A1A1A 11 � N' / / v / / / // A 1 V \ I ( \ \ v Av - -> > VI ) IVAI Vvvvv`�v- i*,, J \VA A\ \\\\ V A\ \ \ � v vv --- v I oo un � B- - -- // /� / I - I I � I / / /� 1 I v I � 1 1 v v DA-103 TO C-103 \ \ v ` 11 \I v , / / / ( \ v A v / / // // \,\'\ IIII A \ V A V v A - \ I \ �- -�_'_�_ ___ `v A �I'I I I I //, v vv v vv v v A V A\ V A c�\ \V , vcQ v v- _� I 1111 A - fi I / °; c�� o A v v v- / / / // 0 0 v- " � - ====-- - I vv vv - �t, l A - / v v / i / %/ \\VA\\\ I I AV A \ \\ \ -v- 0 0 \ \ - /I I , / / q� / / / / I I \ SOILGROUP COVER TYPE ACRES / CN / of DA \ - \ \ / ii/ ----C - ( \ \ 7\ \ \\\ \\ \ / \ / l l I - '.� ,� 1 V AVA \ VA\ l 1 A\ v \\ J-i / / k // y -- / - / //// \ V A V A _ v v y \- 03 V \V A v - v / ray o 1 / l I �\ 11 1 I v v A ____ - 1v I �� -v vV - / / I v v B Pvmt 1.06 0.07 98 1.00 , - I \\ \\ _\\ \\\ \ \\ \ � T,,-\y ;' I`\ \\\\\\\\\\\\ I I`� \\ Iao \ i/ •*� _ \ --_- - / / //l 1 I 11 1 \ \ d ` - --� \ --_ -vv\ VA �v\\vvv '` VA w v - - /1 A U I I � v // / 1 I IIIIII \ \ \V Woods 1.30 0.09 66 o --- V - .L 1 I \ \ l J\ /, t/ J / - - \\ V A \ VV �4.1�� A � ll , , , / // lI v ///��/ // I IIIII \ VA v - v v v vvv vvv / I vvv v - T,,-� �p / � �/ I v v v v vv v v v 1 0I ' / v /// / / v v - Grass 11.86 0.83 79 t ` ` J I� 1 / \ ` ' \ \\\\\\11\ I( \\\ --_1; _ v I c J I '1 / // / 1 \ \ \ \--- \ \ 1 ( 1 - v A \ \V vvv \'., AA\\ STREAM rNl,',,I _ , I ; / / I I /// //// / I I I I V A A v 1 cp \ v -v vAVAA \\VAA \ vvv-- �= - J.-=f,-'' ��\\VA �J \ „----- /! i,� / I v / A �� / /�/ /// / v1VA\ \ VA VA v I \ \ - T-� _- I� I�, /� A V A / v v A / I I v v v Av\v vv vvv v - ;, v A , CROSSING NO. 4 II - _ _ / I v v / / / v v v v A I A A \ VA \ 4�0 4 ---- �./ 10 \\Vr IIII�:T',IAI - I // / \ \ \ v v - \ I I \ \ \ \ 1 I I11I 1 I \\� ` A'T-`- O ___ \ \ \ a I o � o. \ ` 2A-N / / / \ \ \ \ `-/ - TOTAL COMPOSITE CN 79 / v A I I \ I -� ' �� - y , mil v V II I I�'\ '�,� I \ I / / / // /j/ � A A V A \ \ v - q, vvv SEE 01 CP-0010 I , , d 1 I / v I V II V \ \ V A IIIII1111 / I) v 4"_� _ _-_ 845 \\\ v � / , I I Ilk, , o -_ --- lap. v 'gil l v -v \ _ I / / ///// i / /- VIVA \ 1A \ V A �v A v v v I II v \ V A11 III111111 vv -- d _ aaa / I I \ VA �v - // II v 1 � V / / % - 1 I N ? 84G 2 44 �� yvv l I _ / I / / / /// / / / 1 11 1 1 I 1 I I v v v / ) I � _ - I I I l v A I 1 / I I I I I A v v v v \ 1 \ 11 v v t -fir /, I \ \ \ \ 1 vv I vvv III yr t {\// 1 / ,- ////�/ /I/ I I ` v 1 1 I I `� era ass aaa �./ A I 1 A� - A v v / III V A \ �' Ic l I / 'I-- " ) A \ v � 1 V I a,'t t \\ \ A I , / / / / - I \ \ v \ \ 1 III 11I II 1 \\ \ (\ _-� - \ \ , - \ Ch I V I i 1 � � 1 IIIIII \ VA \ v P ,,-=-=f-tom O -�_�-- � y/'� \\ I , �� 1 111 \ / _ v I 1 Iij V A \ / // / /,- - - II/I I I 1 \ v v v ° I / v \ V II III IAA\\ Vv \ __; _ _15� _ - y I // I \ 1 - \�- V A � V V v `�__ / / // //"//;�-vvv II II I I I A v v_ _�_ 1 \\ / I/ I/ v 1 I m 1 SB-202 I \ , / I I - - III I� ' / / / / IIIIA\ \ vvvyyv�\��-___ -_� y /V v Il\ �/ I v , V v v / / Il/ - \\ I II I _ I / A A\ II I IIIII I I ( Il 111 \- \vvvv vvv v- �._ �,aa- -- �� I1.. , A \.I_ A�)I v I /IIII v I \ °0 \ 1 v \ \ \AVA\V v AA\ v__-- //// / / I////1IIly 11j1IIIII i j `v ----- `v - / / A I I I I I I I I I 1 v v Ev v v - v \ w� -'-'-_"- '� I ll 111 I - I I �b - A v \ / 1 I I I I 1 1 1 - v _ 1,I l -1 1 I AS V \ I I \ v A ---- >=x \ I I A c� v \ \ v V / / / I I I I III I I I I I �'61- v _ A, .`.� \ v v A I I I I 1 v , \ I I I I // I 1111 1A I VAv AV v vvvv �� ---_-�- 8 � v� l %) lid _-' _ \_=.. 1 vvv VA ` v A V / / 1 III III �- II / IAI I I �__ _- v v _ \ ) 111 I I 1 A v A v SB-206 - -=�_-� ate , o -20 xr, �� 82 4- / I ( �"�� V \� Iv \ 1v V A I -_/ / / 1 i I I // 1 1111/I l l l l I 1 - v /� r� / I I I111 ) / / j 1 A \ ' A\ i)\V A v A VvV A7____ -_Io- ---- _, \ \ \, V v v V V I l / / //I / v ` _- -\ �; x-.� � I I� IIj � \ I I A ' v �\ � �1V ` \ 1 / IIII 1/ 11 / I l / / l I v - v\ - v cb v I 1 IIII 1 v - -_-;_- - - v A V I I ASP ` VAv I I I I //I // / _ - v v- v - / / ! A A _ -- -___-- = v \ �- v / l I l II l I l l I II l I ` - / \ \ I / / 1 I II, - .-.-.-. . --.-. . . .-.-.-:-.- v - ___-_------ - �� A - 0 vA 1 \ / I I I I - v v vll I - � ` \ �- --v-- --� ��- �.�� \ 1 V A ` 1�"� \\\� A V / l I I I I I III l I I I I I I I I v ` ` _� \ \ / / � �� - 6- -v A\ v 1 �v `vvv` V A v � lIl I I I / / I 11 1, -vv vw\V A A \ 1 I vvvv v / / I I /// v -_ � A \ V / / 1 II\\\\0 / / I ----- - v ��v-�� - - /, ,p °V A A I I 7 _ -�_, v1 11 v,vAV A j / IIII Il llI 1 V v v v \ V , A\\VII / / v A v v- - --- -- - v - -vvvvv- vvv\\V r �� y-�� \.. ��O 1 I I / _ - T_ vv VA VA V,)I0v V ` / / IIIIII/l �1/lll ( l I A ------ ` _ i l� �� / a V / / I I V / /, �� \ -`- -_ - -- - - v - `--29 --v \V '',,, �_ 7 ta��y `Z I I / ---- _--, --7 VA A\ V I V 1 V A 9J / 1 /II --- - v I -i __Q_ A V v _ / II�VAvvvAA - -- - - --- __---- - v v -- - v-Q-_v,-1,v /- %�`° 111 �� xR / / _ \ V 3\ \ \ v / / / I II l I CA - v / \ - - / vVv - --_ - --__ - --- - - --- -, �� A 6, \� s ,x,�R / / _ - �� ,t� V I 1 1 / \\ \ \ \ v v ' // // / /I I - - / 1 V \�j / �/ I I U� / / 1 - v _---- _ - - -vv v A , 11 A v / / 6 - 77_ V/ \ - < \ / / III11 II\\-\ `\, ---\\ --- - - ---- - - - _ - \\ \ I / `� I I \Il \11 1� `\`\-' /_ 111/ll l _ 11111II i \ J \\ v vv / I v - - _ v---vv` v`�` \�VAAA \lamv \ I �� \ _ ; 1 - -\\ I 1 \\ \ --� ,%/% � _11 I v v- _ ` v - � �� // /�j Ill l \ V -- vv v- ----- A A VAV A \ \ \\ 11 i \ I I l� �- III II -\\� v , --- / /i/ /I I'/� Al \\---- A \v / \ \ \ -- , J / \ \ - - - \ - - - - � \ \\ \\ \\ \\\ \ 1 \ \ I I °I / \ lull /� \ \ \ / / I�--- I\I 1 \ \ v - �O _ 1 1 v ,� I I 1 v - __ _ / \ - v v _-- - ` ` A \ VAA11AAVA \� ( D-N \r' / I \ - _�/ ///� A/ I )/ IAA V�-- - v - - - - / V A v v -v vv V - ,, ------ A A\\1A \ 11\11 Ill I - 1A \I o / / I - - _ / / , /v % - - - v-,- V A U/ \ \- "� / / I \ \ \v \\ ` \ \ \ 1 I \ I I , l I \ \ - 1//,/�-/ \ // \` \ \ \ I i\ ° II ( , / J \ t \ - / \ \ \ \ \ -----_ \ \ \ 1 l m1 \I II i / M I E-_- ) \\ \ - / 1 r\_,/ \ . - \ - \ \ - \ --- --- \ \ \ \ I I I 1 \1 I / / /Z III \ 1\\ \ \ // 'Z ,/ �_ \\ \ \ / \ vv -�� -- _.-- / I v � v v A v -_ �� --- _--- A A I 1 I ) I I ll 111 I v 4A-N /IIII I / / ) / ." o � / I \ \ v - _-' / /ii/ , r` ,, �/( _ -_ � \ - v r V A \ , - , / v v - - I / / I I I III I �� ///// I I 1 I / / � / V// I I l I III\ 1V `vvvv -----'�////ice/_ / i- (, �-- -v` -� v --- v V 1 \ \ V v �- _-__ / 1 v \ - v A - \ I I I / II I I ( / _ ao / v / v._--- vvv _ - _ __ ----- V v / /- , l v v v v �_- - ---- I I I I l I I i II 11 11 I I I 4B-N -I I 1 / / ///// I IIIV /� I ��,,�---- //////�' 1 ('I- ,--_,� �, v- \ 1 \ v I I I l I /r/ �' I l,. vv �/ / v A n Vo A\ v / / / i -v_ V A A _--_ I I / I I I IIIII itI I �A� V ap / / / 111 vvvv` i/////// - fl --_ - Vv i�l V - v j I A V v - / / ,, v v v ------ - 1 / / // / I I I I I / I I / / I I I Il1I I I / 1 1 SB-204 /> \ -L I 1 I`I I I I .I / / / / / / I IIIII " `�- - / // - v - / � _v v- A / _ � _-- / A v --- ---- / / / / / / I I / / / / /I I I I I I II I V 1 \ ,- I - V o / / / - - �i / / - IV - `vvv I 1\ \ n \ -v / \ / z _/ -/ v A -__�- / / / / / I / / I 1 I V A V Am l _, / / �, �v - ///// , V v/ , V v V it v v �11 -_ 1 , A v--- \ - / / //// // l I / 1 / / ll l I Il III AV A v 1 I l , -V / � A\ V -v - - /I I I I \ / / / vvvv - v- / // i v V � A I v i / / \ \ \ \ A - A \ v A - - -_ / / / / - / / / i A \ / - \ V A - -- \ v v / / - V - -- I / / / / / / I / // / / 1111 \ \ / oo - / P v / - vv \\ \ v \ \ v v / l _-_- v v---� / / ( / \ \ V I I / cp / v - _ -� / / v \ vvvvv/- - A - - / / / I I / / / I \ � , ,i/- A \ \\VQ��v`v -�/l V A \� A -v vv V v v / ,_-v I I _--- v- - - I / / / / A \ \ 1 I I / N1 / / // / I \ I I I I <; // - .I i� i i , , , i ,' VA V`\\VAA\ IA v ,// AI v� A\�.A Ate- -v \- v A \ / -� 1 - A /�� -- / / / / I I / / / / / / 1 / � / l v d I/ �. 11111111 I I , i i i i i�i' - AAVAA\\VVAVA VI�- / /� - \ PROJECT MANAGER V. HAYNES, PE - PIEDMONT LITHIUM CAROLINAS INC. ''�.. AEo LITHIUM HYDROXIDE =o�:••��Ss/o*..* CAROLINA LITHIUM PROJECT ' �° : CONVERSION PLANT- 4/'/ 5 3/13/2024 REVISED PER DEMLR COMMENTS = �' S L � ': v * 3 =_ � ,,� LITHIUM HYDROXIDE CONVERSION PLANT CULVERT DRAINAGE AREA MAP 4 1/23/2023 REVISED PER DEMLR COMMENTS G'I PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS '% -Z 9��'•�.. N•,:•�•\� ,` GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �'�",F1i'/E K AP'�.�` FILENAME - 01 CP-006 L I T H I U 440 S.Church Street,Suite 1200 ' i,,,1iiii J%��k 3/13/2024 01 C P-OO6 Charlotte, S 28202uite 1 1 8/27/2021 MINING PERMIT 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 200' N.C.B.E.L.S.License Number: F-0116 1 2 3 4 5 6 7 8 \ I I I / �- � � \ \ / / / /- - ` �- \ I \ \ \ /� I 1 / IIII - � \ 1 \ \ � / \ -- \ \ \ \ 1 \ 1 I 1 1 I I I l I I I I I / / / - / I \ \ / / - \ i/ a \ \ 1 I / l / 1 \ \ \ \ - - \ / - \\ \ \ \ I \ \ V I // / / J I / / / / I / v �/— 1 I / / / / I \ v v V v I / v / 1 l / vvv v v v v 1 - r-- I ■�■i■ ME rtiu� ■1■fi■■M■■■/■■■■,M■■■�■■■Lf■M�■ua■■� ii■■ ■ .�■�■y■■..i■■�i■■■■,M. ■■■MEW �i■■■■ ■■■NEM �■ ■ ■T■ ■ ■ ■ �i■■�■�y■�■* � ■y■s� ■■■■■�■�l■i■�■�■�■i■■u■■■■�■ �M■■ ■■■yam■■■■■■■■I■■■■*■�■■ ■■■■■u■■E � ■ ■■■■A■L■ *■T■■ti■■u■ ■■■■�■■�■�■■■■V■�■■■■■■■■■■■■■■■■■�■■■■MIF■■■■ / 1 / / / / / / /-�- / / / I \ \ V V A / _ -vim VA\ V A \ \ / / / / / ,- / I / co / / 1 ,■ v■, 1 I V / I / ■ INSET A -/ / / / / / l / / __-// l / // / I l l / ,� w I I I I / I / ❑ I R v 1 I I I / / v I I / v vvvv 1 v , v v v I I v ■ ■/ / / / / , , / , / / / / / - � / / / I / ,, ��- , - /� 1 I ■v A I INSET B I I I A , - / v V A I VA \ V A \ v v v A I I 1 --v v ■ 1 IF / '- // / // /-/ / / / / --- l / ( / / / ❑ V A 1 / D 1 0 v I V / / / /� v b1 V A I -t AA \\V A A A vv v A V A I // I / v -- ■ / // / I " 11 z / / I --- V AV A \v 1 \ I / // /' V \ \ v A / / / / / / / - / w W W I W \ \ \\\ I / / / / I 880- \ I -/ / //// / 1 1 / / /' \ \ v I ■_ / // // VA\\ I AVA \ V II II I v AV A I I 1 I I /\ / / A\ // v -/ / , / / / - / / / / / / I v ,-*,, w w wl I 1 A v v- '\ V V A A A I I /■ 1 1 / / /// I / / V I I I / / y /r/ -' -// /-- // / / / _ \ - / tr \ .\ w v IIII \ 1 I I ,AI v V > / / / / /- \ VA\ O v \VA \ V 1 I I v / \ 1 \ 1 A 1 / / / 1 / / / - - / '+ / 1 14 , /, , A , � -v v v \VA\ \ 1 I I v \ / / / // / / A \ \\ v v I _ -/ / / v / / A\ / / / V A \ / / i _ _ __ Iv \ \\\ \ 11 \\\ I // / / I / V A \ \ V I v v A\1 I I \�96,5�`\ \ \ / \ vv ❑A\1 v////\ //ice--' - - _ - ' +. \VA\IIII IIII V / I / v / ��l Ill v I I \ V v\ -v 1 \i /l/ \--/// // --_// --- 11 ---� // - l/ �1� � / /: �. w I \ w Iw a 1 A A \ \ \V\\\\II I \\\ 4S v / / / I l \ / I IIAI I \ I I 1 I I V A I 1 v ❑ �� ■ // +, \� w \� A \ \ V vvv \��/ / / / I A 1 1 1 / / 1 v �/ / I I v \ \ \\ 1 1 I I \ I I I v- � ■ / -,---- A \ 1 // I ///i//----' //'/ // /� ///- I 1 , / - �9 I � � \ --1 \ \1\I\I I V vvv v I A A I I / / IIII / - A \ \\ l I I I I I A A V I V A \ ( --_- I 1 ■ \ / // // / / / / �� \ + \ V A \ \ \ wI v A vvvv v I I V v / I I / /� V / I III \ \ \ V 1 \ //■ -T--\ \1 \ 1 \ // -� j///// /--- ---/� // I /// - - v v_ / / + -- �I + I \ / 1 llllll!i / \ ),VAA\\ V I I I AV A / I I / / \- // IIII I I / A I ( V A V A /'�� - V 1 ■ --■v A \, A \ / , %//// // / _/ - � � / ✓ - �/ I I I I I IIIIII I I A \ \ \ I \ \ V / I I _---- // I - / IIII V A \ \ V A V A I- //,v \ \ V / ■ \ // - - / ❑ 1 / ■ \ \ I I I I 1 \ \\ 1 - - / 1 v / I \ 1 I v VA V A \ v A v - v V A 1/ ■ I 1 / / /' - / _ w / / N \ \ A \ aIv I / ( / / /// // / /' /-- - v-�8/� y I ,I .\ .v /I / II III - ¢v-- /� I AV \VA\VA \ I \ v v - - v AV v // / - CP /� I I I I\\ \ VA V / I IIV \ v ■ VA \ I ( / / / i - / / V / �/ - v A -� / I IIIIIhi � � A \ \ \ \ \ - _ / V ` ` V v - \ V v \ j/� \ V A / / // / / - -/ / / / / - v - w w/"6 /� \ -w w /. w /, \ / II L� A A \ /- \ \ \ \ \ / v� �y �'� ,r v - A \ i1 - - / I v v v I v v - ■\ V A v �/ / // / / r // / P� / / vv y - / + I �, �, +11 v / 111V1■v V \ v v / / - --_-- - I v v v A \ - ■ \� \ VA \ v / / / / / / / / -- / / R� . I / A I i ti / \ V `� v-/ r / / // / / 0�0 G�' 1\�A\� v y /�� y/i ii �� v vy y/ /+ VA V A v ` v I \ --�� / / V III I 1 A V A \ v / v V A _ _ + + v / / w, A\\ \V A \ V v v vi I l v 1 / l II V AA A V A \ v v / v V A \ v P (( _ — PROPD�vI';v v v -- // v v v / I / / vv v v v v / v v v v v v ■ v A \ \ v / / / I ❑v v / \ / r / v��'. � I I I 111 VAI1 V v /95 l I \ / "J I \ 111 1 I v v y1 \ v v -v v ' ///// / -- r �e ".-x.x //- v v / + \ \v IIII/ A \ V v v v I I / I I I / v \ \ / 1 / III / V A \ \ . \ + I� / I / / I III I I I I \ vv I / vv \\ v v v - / / / - / / �pNti ,1 AI\, - -- ❑ L v ' \ v v \ v / I I I I I I 11 t� :��, / I - 1� I \ _ A \ v v v-a 200 0 200 400 / \ \ v vv v \\\VI�I\ \V 1 \ V / / \ vviVAA // / / - / N / / �. h //// - v -y v v v v` vv lv\ VA\ V vv v / / II 1 l I I / V I v c4I / v V v v1 I v-' /i/ i / / �/ - 1 - �' \ v � v A\ \ VA I / / III /�V I / / / I I 6_� V A V A /// / r / v / // - v \ v , - v IIII I,IAI A\VA v v - I / 1 II I I A / I I I I \ V \ \ \ �\ / r- v -1 / \1+v i r�v vv-- - ;-// / / - //+ / / �/ \� // / - v \ v / / 1 1 vv I A\\V AAVA \ 1 v A v L I ❑ / III \ ,� r / / III / \ v /- \ \ ■VAS__--- / / / // ✓/ /// /1 I( �- --� -�-� /// /// I \ VA: A \ \\ � //w \\w ,\ --`�` \ \VA\\ \\v -- - /4 / / II IIIV l t --- /- / / / I A A I■ v - _- I /�X_,� 45 / I - - - // /// v vvv'� v - i \ I - / / A I - - / / // / j v - A / v I \ I I SCALE IN FEET I ■ --- �// - / I - -w / V �. \� v v v - v - �v I - ----- // / ll / I v A I I v / - \ 1 I v I /a v / v v / - // . 1 \ / _ A \+ \ v / w \ v �I1Ij1 ail v v - v - / A I I / //// v I I I ■ // / / � ❑� 19 _ t�❑// / A A \ 1A +��\ v / V v \� //// //j/v , vvvv v / / / / AVA A 11 `-- --- - / / / / //I/ / ) I I v � I / I I I I ■ -v 1 l / 0/ rv ;-- -❑❑---/ ( I I 1 \ -� /� /// ///AAv -v-, , v \ v - /_/ / /// I V III -- / / / I v I -f_ /� I l _-_ / pr"t/ I - �X / , l // ///\vvv vvv v v- / / I I / / //// /// / / / 1 V / / / 1 I I I I ■ / ( /// //I V V / v_ / // I \ J v A / llwl // /-w �_ ��x / \ t l� _ __ //- / vv 1 �c�� wv vw \ V l / v � �` \ v v ///// /( I IIII ¢ - ¢ / / //I /// / I/ III I \I // / / 1 / /� / 1 / I / w w � �_ Q / i`� w \w w V ll/l1 -\ A \ vAA ' /// 1 1 I I / / / / V 1 vI ^ems, /vim ( +; / I11 I( l V \\ \ - :v A \\ v - � � I I� I � w - �/ 8 vv � v;_, / I ��pl/l/ \ _ /; � v� V A � � i l V A V I III / /// / I / / I // ■ \ V A --' f I III " /}I 1" --_:� ,,•6+ +,� vV �� / / v A� >0// 1, 1A \ VA\ I A v � _// / II IIII /-- -v / / / //////�/ / I I I I v \ / / / I I I I / // I I I I■ _ I� I� IIII //� _� � ❑v�� WETLANDAREA2 �� /�/ //� ( � - /� -❑ v A v � � v w ,IIII 1 VAwA�1 v1 �Vvvv vv vv `❑` 1 -- _�� / / / / I I I / / I v / / / v I I I I / / v \ w \ \ - / A I / All lam / / / 1 1 /' / A / ----- / 9 / / / / ll / I A / I I 1 I �/ _ ■ l - _- -1 I I� ICI Irl / / � + v �/mil I II A � / I 1 \\ v V � �/ , � __ 1 �\ (' w VA,,,,� //, ��_ / \ v -- cQ�� V / �I I 11\\\v \ \ \V vv v - _ - / I I ■ 1 \ - T I � I � x 0.01 ACRES //� /1 I I I _v'`.,+ � \ � \� \� � / / I I I Ill \ 1 1 / 1 I, � / 1 v / / / 1 1 1 I I I I I l i I I w I 1 I w � w :-v , \V vvv � �� /f A -- -v i. A A w\ v v / I IIA\\ \ V A \V 1 I \ I I- ¢ // / / I v / / / I : ■ - - - / A� ` �/ �� VAvvv�vvIvvvIv A -_ �,A I \ -// "/ / A IIII -- - / / I \ _ / / / I I I l I I, w I - vvv �/ A - \VA\ \ v _ ❑ A \ \ v I I III I1\Vv \ v A \� / V / / / /// I I I I vv / I -/ ■// I f v /i / v\ vvA ` v�❑`�� \\ 1A\\ \VAS,---- --� 1 A� I V 11 VA V A \ \ \ ��-'_/ I -/ ,,�-iii///l� / / Ul / I v // / / I �I I I V , V /��❑ +�+�vvvvvv � ��wl \\vvvv A ��_-- - A, +�A AI �\ \� \\ IIII \V w V A ( \ —/� \ / / II ❑- _=❑_- --%<,/ ,- // / / I / I V v--� vv I I I I I \ I/ / N \ \\ \ I I I� _ ■ _ w w\\W w \ w❑" / % w +`- \ \ \ \\\ \\� \\`\ \\ \\- --- /- \ \�. w 11�1 1�\\\� \ 11 \ \ - __/ \ I `-\_ �// - -//iii/ / / / I/ l I I \ II II I I / / I I / ■ I 1 � \ - +` +` \ \ \\\ \\\\\\\\ \ - -i// _ &+I w wl� w\\ \� \ \\ \ \ \ \\ ❑/ \ \ -- j'iii - // / /' / 1 \\ l I I - \ \ \ \ \ \ ■ w w w .� W W1 w w w/ /W l \\ \ \ \ \ 1\ \ 11❑� I W � W I III \\1 \\ \ \ - / / / \ /` /// / /-_ / /// I I I -\ \__-/ / \ / / I I Iw ill w w w ,w � w / .l � a�.+ +,A 1 \ \ \ \ \ V AAV\\�-v - -- - \ \++. I v v I\ ��_� / --- / / / / + A v V\VA v 1 - I I \ - / - / // / � -- v / �/ I I / 1 I a \ \ \ \ \\ - - \ I``+ �9 I - I W\� \ �\ 'I-,� \`_ `/ / I. \\\\\\\\\ \ \\ \ \\ 0\\✓ \- ----\ 1 1 1 I \ --,W y \\ �/ I -x ) I I \\ -_-- I I I I I / / / \V \\ \ \' \ � I , � 1 i � ,� , , "' \\ \\ \ \ \ Ill ` \- ------- I �❑ I \ _ \ \\ I / I \\ \ -- / - \ /� I / /w w \ VA A \ V I 11A v - v---_ v I I 1'a I 1 VA \\ v A v - .x /. 1 --- --,-,�.-• / �/ v - \ I / / / � w 4 - . vvv -v - \ ?v _ ` v 1 1 IIIIV v \VA - / I I - w w w w / / ', --- �864 -- / in v _ --- ,X ' A �v v VA VAA A \ \ Vl l w vvvv ��A ---v --� I I - ` v v ■/ I 111111I -_ WETLAND v w w w \\ - / / I Il 1 I I / vv ■ -X. \ - - - -_-- \\ \ \ \ \ \ -- _-\ -- \ ■ \ ill IIII I \ I / ___--- / / I \ - \W - ,,�\ \ \ \ \\ \\ II \\\`-- I II \ \ \ \ - I \ \ \\\ / 1 � w \I \ 11 / / I / i ■ x ,_X I� � wV w w w w w w w a \ \ v V A I v / W - =_ \ \ \ \ 1\ \ l \\ \ \ 1 1 \ \ 11 I I/ \ - 0.09 ACRES / I \ \ W \ W I 1 1 // I I \ / / I I I I ■ ■ _- +'� V 1 v \ VA V A VA VA v I 1 111 l l v__ Q\ v v Av ■ / / �11111111 I v \v v v , I �v , , 11 III / r --- - //� l l I / -■ \ \ I / �� , JVAv v \ VA VASVVAVvAA l\ - - v--v A III I A /�- \ \ V A v■ / I' 111j111111111 111� \ -� // ( ! I 1 AV A v �� I /I ❑ I A - -858---_- / l// l // \ v l IIII / IA / v/' ■ / /--- / + v v v A A v--- A V vv--/ - v v v IIII Ill vA v / / I Ili 1 v w v /// / v / \ \ _ --- I \ ■ \ \ I / / - -/- �+ \ \\ \\q\ \ \ ----\ - \ \\ \ \ \ - / 1 I \ \ w \ w // \ -- / I c \ \\ \ \\ \ / I v �v w w \w / / / // / I I / / / / / / I I ■ �; \ \ \ \ \\ - \ w- \ \ ■ — I \ \ /-- \\ \ —` � \ \\ \ ❑ /-- \ \ —i'// 1 II / WETLANDAREA4 W\ W \ W \ / /// /// I "/ / / I / ■ 91C� I I 1 I \ l � // /- I+'+.I � \ ,\ \ ` � ,\ \\ \ \��__ - \ � \ \ -L/ I IIII// .. >> \ � \W W\ w / Ill///// / / I / I I 1 �"- - I / l I I I I I I I 1 /-7\ --M-- � / /-_ \ / , \ \'\\ I �\ \\ -\ , - � \ \ ■ I 1 Ill/ \/ 0.06 ACRES \ w I Mitt / /l I I 1 1 \ - / / I 1 I I I ■ ■ - w I 1 \ / / /// / / / +�, V �. vA\ vv vv - v ��vv-vim vvvvvv_- A \ V v ■ I I� v /� 1 I v , - / II 111 I I / / / �/ J I I // // I I I 1 ■ 1 I /- �+ % Vv v vv -v v vv Ivvv-v _ v I A v % v A l I / / l , I lullA I I // / I / �� / / 11 I I I I I / ■ // 1 A \ \ /j/ / A I /_1 + v \v_❑ - I - I v v vvvv v vvvv - VA v v: V v ■ / I V > / I A / l Av x / / I I /// // / / 1 1 / v I l / / I I I I I I I ■ ■ \ -v 1 V A _/ C. � v v v vvvv vv t vvv v v v - v �. \ // \ I ( I / / III 1 I / / / 1 / I I 1 // / I I I �� i - / I 1 // / // r/ /- /l+'+. v v vv v vvvv vv I vvv- v ■V f \\ 1 I I / / - -/ /// /I / / / / / l l l I V - -8�--- v v vv ` v vv v vv v vvI -iwv `v�-,�vvv v � \ ■t/ //I AVAA\\ \ 1 1 I / // �/ %/l //r/ l r / <0 1 I / I I I I I / I ■ \ \ ❑ / / / / r - -- / v v v v vv v IIII v W v, v■ \vA I / / �a /% / / v ■ / \-- / / / / / �_v v / - +. � VvvAvvvvv v VA \ ��V1 w-vvvv ,v v \ / / A Vv V Al III - / // // 1 I I I I ■ I I r / 1 � / v �. v VA V A \v vv � vv vv Q . - ■ o / / / r - +.I I I A \ VA 1 1 `\\ �AIIIIv v ,I vv \ v IIII lI V f' / - /// //// / / / / / _- / III I I I I A ■ 0.52 ACRES I / / �/ / / v 1 / + I v A V >> vvvvv vv v // I v vvvv 1 1 /95/ EXISTING CEMETERY SITE _,// / // / / / I I 1 1 v v \m - -- / / / / v / - t., A V I v _ vv vv v + /// //I A\ I V A / / / / / // /// ) /x x x I I 1 I 1 I N o� V v \ - / / / V A / - __\ \ - SB-207 (/ I I / r \ / / \ v / // - - \ \ V A v vvv v VAv v v I. / / I \ \ A � \ - A / / v / v v v vv v vv v l //// /// / I \ \ \ v v v - ; -- / / / v /////�---v , v'+v v vv vv v v vvv vvv v :' I / A i / I v ■ ■ I / / / / v -. / ice--- vv v +.v V� \ v v� \ vvvv vvv vvI v / /�1�=xx /./ / / \ V A V A ■ v --_- I / / / / / v--/// vVA '. A aV A V A V A V A V A\ VA v *+ , /, \v ■ / / 7�- V r/ l / I V A A \ V -- o --,-- I / / i i// �� - V A 1 A \ v V \ VA A VA v� v v / 1/ l A \\ \ \ ■ / I / II / � v \v � \f A \ VAVAA \ \\ \v �\ \ vv-vc'9v�vv�v vv�i�X_/ / a �� l .1 I'°° /� a� .��° �/ / /�/,% �l I l III VA \ V A \V A \ \V A v v -- ■ v I / - - /// v �v v v cP v v v vv v I v v // I ❑ S❑ / - PROPOSED LABORATORY I I 1 I I A v vv v v v v v v v v vv v ■ x-x=x�'x / // 1 I 1 I 11 I / __,".-. / // �A �< <v-wvvv�vY �� %'�,I I\IA \\Av��vAAv\\vvv vvI Vv1A vlv❑ � ,� 838" / N// /. of ❑ ' /; AND ADMINISTRATIVE 11 I I I I I � w VAA\\ \\v A A \ v, v vv v vv—// �__�- 1 ;,.-„ ' / I 1 / \ vI vI II A A / ., \ V v V A A\\ VA\ \VA Z� v" ��v�v /j /` I / \ \ \ V A v I ■ xv / 1 - ��vv v vv �.� �A v v v vv v vv \ v vv v p _/ 'FX� 0I lI II �° �, 10 METER CEMETERY SITE BUFFER I I I v v v v v v V / \ \ \ \ A — — ■ — v - v v v +v v v v v vv v v v v �� ; ■I �X., 1 BUILDINGS IIII v vv v v v vv vvv — v---�-- / / �� v I v v v \V I VA v�__,�, v vv vvvv \VA / I III II I / X/// � �v / I II \ AV A V A v v vv `-v \-- ■ \ \ \ \ \ I I I l I Q) I / \ \ - - ■ ■ _ - v v v I v \ / \ I- A \ \ / x-<-x-.-. --' v v I I I v v v v vv v vvv v vSTREAM CROS ING N 3 1 / / I I - / »� y v c46 1 1 IIII I v v v v v v v - v /x / - - -v - v v v vv\vVAVA \1 I111A AA \ A \ I 't, \ \ V A\ Vv\V , VAA �' IIII/ 11111 �sl'� �v v e / 1 �- v / I I I � , V A VAA \ \ VA \ V A - v-- -7-- v v _ / J/ / l I A \ V A v ❑ ■ v ---- - IIII II Iv IIIIvv v �, ,', y+,v v vvv vv v vvvSEE SHE B008■ / II I� v vvvyl I c, / / / /�� v v v v v v v t ■ ---- v Iv - v V A V 1 1 A v A v v +� A \ \VA \V A \\ -� �I I \1 A v - / / / / SB-201 A A V I A V A V A \ \ v A \ -�-- ■ ° \ --- -- I I 1 I I 1 A\V A \VA �;_, , A \\ \ VA -AVA (�, v �V v- ■ / 1 II \ l V A V v \\ v A \ \ \ \ \ v ■ ■ / / - - v v v v v A 1 A 011 IIIIv AVA \�� `'+.A \ V AVA V A\ VA \v ,. \ 1 V A \� V / � \ I I I \\ \1 A V A v - A- _ \ \\ \ - 1 I 1 / \ \ \ \ \ \ \ ■- \ - - \ v I V \ I 111 A \ v +\ V A1VAAvvAV� \\�v w� A1111 / /� V v - v ■ v I / I / _ - __- - V vv v v A \ I I111 II \V A\ \ v -��•,�'� A \ IA \ \� � , . - � A��❑v - ■ / \ V 1 A I / ° / l � I/ 1 / i I IIII /v \ 1 VA \ \ V A \ \ v - ■ ' C- IV 1 - -- v A v v- v V A \ 11 ( I l I I l 1 I I l \V A Vv v v - ;a +,+1 I j 1 V v ■ v v -0 1 1 v J'/- I I V A \ - v ■ - ❑ v - v vvI I 1vv vv vv 1 \ WATERTREATMENT ,ivv - ■ _ AAII I -� I I ( -v / / i/ 11 Av // l l /IIII / Iv\ VAVAA \ V \ v vv vv ,-© I I I I A \ v v ll A \ v - -J \ Nll I / / \ / / / / \\ \ /- \ 1 A Av / -v vV A A ❑--- v v ,A1 I / / I IIIA VA vvv v `, I \ V PLANT v v VA 11 A I I I / /�/� / I I I I v v // / ///I VA 1 I A V \ \ v � ■v I-- v I I Iv - ---_> > - 11 / VAI II / JJ/llVA1 vvvvvvv "-",,, v1 vfv _�',�w v vi I11111v + / I I / / / l I I I I v A v / / ///I//// vA1\ VA11 A \ V A V v v ■ v ■ A 1 \ /;�' --- \ \ M66ME ■ 6M11 r. `■M\M,w "M * �� ES&@QF ■ �{ ■ ■■■■ ■ y ■� ■ *MtiMMM \ \ \ / i / 111 \ \\ \ \ \\ ■ I I , - - / _ _-=___- - v A / L/ -vv - --- - -=__-- ❑ -11\ \ \\ IIII\II /�\ -� \ \1 Icb \1 \\ \\\ I\ \ \\\■ - - I I / \\ \\ \\ - ----- / / /// I I \ \ \ \ \ \ ■ \ vvv � `v1\\I - ;'`,'� � aA-� I AA \\ v A v v / I I 11 I❑ / / /l I ■ - - \ \ 1 I \ \ -- \ \\\ \ \\ \\A, '/ I \ ��\\\\ \\ \\\\ I \ \■, `\ \ I \ `�-/ / ,- I i , \■ \ _ i I I 1 \ \ cQ - --\ ■ - `- <' v-v v�v - v / / // A\IIII II IV \ V A A v / \ \v v■ ■ --- _ 1 ■ \-_IIII 1\ 1 1\ ! I \\ \ \ \ �\ \ R -- \ /�j11\ \ \ / / I / IIII \ T \ \ '/� ///lI / I 1j111 \ \ \ \ S ! ■ ` i a / / \ - \ \ \ \ \ CQ ■■■■■■■■ ■■■■ ■■■ ■■■■i. \ \ Y� \■, i- ;WM �■■}��}� ■ V .uR��.R�I I . ■■■. .■ri■■■■■�i■�■ IN *��irT T �r■i■�ti�..f■ ■■�...iui-■i■■■■■'■.■,r`�i��i�{�T ��*I*�■�T�■�.�i■■■T■.0 ■■..■■■■■■■'■■r �\ ��i�T \ 11\ III \\ T\ _/ / - \\ --4— - 1\.,❑\\\III I INSET C 11I1 �1 v v v v 1v �v : /;;�� // / ' 1j111` v vv v v �,,,�, \\VA Al\ Vv vv-- +./x_,f,_�" ��A\V v A 1\ 1111 �,I'�� V PROPOSED � ' ❑� 1 v v \ \1 A V ■ A A g - r/ /�//// / 1 \ \\\ \\VAVA v - Z � //-I v / v �Av\Vvvvvvv v - x, - / 0 1\VAA v v �v Av / III �11 (�, ', - - 3l / v i I A r // / / / V I -< v � I \I v\V v v- T,T -- rr� vvv v vvvA\ Ill I o(��I IIII I I CONVERSION I el I I V A 1 // / // I AA\ v A v I Iv / v-- G� / I \ 1 I 111 I Iry -� -- 01111 \ \ \� \ \V J I / 1l 11 , , A I \ 1 I I I / // / /// / / \ V A \ - I \\ \\ ` / / \ \ \ IV r 1 \ V A 1 I I I I / v v ��er --_--- 845 1 \\ \ V A\vv�/ 1/ I 111 j I f��1,11 // PLANT V , , 1 v 1 -v \ \ 1 / A l I I / / /////�/ / /v IIII A \ V A 1 AV A -v A v v v I I I . A V A I I l l I I I 111 vv - ; - - / 1 1 \ \ \Vv v // I I / v I /c \ _ i I I I / / // /// / / I I 1 I l I 1 I I v v - v O 1 I \ - �"� 1 \ \\ \, , I /r / / / -- G \ I 1 1 1 IIIIII 11 \\ k./ \ I I \� \ \ \\ / / 1 l \ \ Us �`„ It\l\ \ I b \ � I / / ///// I I l I \\ \\ \\ \ _ \ \ \ _ `M I A I ■ 11 I 111\ VAA\ 1 vv - - /., 1 \ \\ I � /\I I _ 2 - -- I I I I / \ \ 1 1 I I / / ///// \ I 1 v I 1 v P," \ \ I / / / / / r IIII I � -- - � v �-/ IIf1�' I AVv;� � I° I� r \ V � / / / /i � I III I \ v v v I / I I I \v V A Vv v V �, --- ---__--- f�-�� v � / I/ I \ �o I /',,` s v �' 1■ v / / ////%/❑_- v I 1 I I I \ v - v / / v V ■ 1 I / IIIIVvvvVAvV1 - _, , _ ___ - /+, 1A\I / 1 / /111/ I \ vr ❑ I I ', Vl1 \ SB-20 \ 1 cQ ■A A - / / ///// / - vv I I II 1 I `- v ■ I / / / A\\ Vvvv vvim ) 1/ VV I lV /I v � �/ _ I A�, V V ` \\ \ � V VV // / // ( ////11111 - \VA IIII I I I A V v v / A 1 I II I 1 1 / //IIIVA�\\ VA �vv `�v❑ -❑�❑ -`: -- '9., / A \. xx\�I v I IIII I -� A V A \ \ ■ \ _ / / A - v-- _-, \ \ v \ \ \ v v v - / / I l l IA I I I I 1 I o A I �\ V A vvv v v - v w_ - -"--' - _„l.. x -J 11 _ 1 I A I A A \ - V A / / / 1 111 I I I I I I I v- ■ I l l I A \ V AV vvvv A - '� 1 I11 11 \ \ \ / I I I I I I I I 1A 1 I A - v I / A 1 I 1 I Q v vv v c- _-_ _ A V ,Y x \ \ tv A v ■\ V A / / I I 11 I I �,- v - 70 V A I I ■ I / / I, AV \, VA v. vv ` ❑ - a\� - A�820 v V Il4 _ \rr 1 / A VAVAv VA \ Vv V ■ \ - // / 1 1 III11I/ I I III I l� 1A1I �-_- v `v , / O ■ / I V SB-206 _ _ - _ xr V g22 v v v v ■ A \ / _ ) \ ■ - - x I E�-V A \ \ ■ I - - v v A / !z I 30' STREAM BUFFER TYP \\ _ '-� ❑ - \ \ \" \ , \ \ \ I / - \ -- P \ ■ ) W - - - -- -y 0 \ \ 1\ \ / II l ///11 / / / I \ I \ �" V ---_--; - v A \ I --- --- vvv_ A I - l� v\\ / 1 / / I111// I I IIII/ IIII l I -----_ v \ `_ v / \ I I I v A \ - - i-z -- - / V A 1 \ \ vv ❑ ` \ 11 I l v v v v-_�' �� - ,\\ \ / M / 1 II �-, ---__- - \ - \ \ \1 1 \ / / II 11 I I III / I 1 1 \ \ 1 - v �I v v� v v� V v / / III I// II I I v v v- v / / / \ \ // / - ----_ - - STREAM CROSSING NO. 4 v V i� v v vvvv A v / I ll l I I I I 8� v v _/ 'MWe v V / 11 I o ------- v r A \ / I I 1 A \V A V A --- o V Ill I ` - ' 1 \ \I\ \ -v v�vvv VA V / / v B v ■ v v v SEE SHEET 01CP-0010 vc., v �_-- -�� v \ v I I 1 I II / 1 v / / / A I / j v v - �� 11 I / ,- Iv \A \ \ 11 V / / __ v - / - v v vv -- X_X_X -�<- I vvvv\� ��I L� ��,_ ��J��\� 2� I -�_�_- - , VA VA\\V I *1 / / III I / / I A------ --/ a \ - - - - - �- - \ 1I // II / v -- Q \ \ \ � / ail/\\VAVA / ( � / \ -v -- - -v vI vvv IIIIA b� I / - V V 1 \ / t I - - , v /- 1 111 1 \ I / 41 / ■ / \\\ v-- \\\ \ / / - \ I \ / / / 1 I I 1 / _/ ///-/ r ■ I \ --- \\� --- v v -- \ \ 7Q \ /-/ 1 II \11 1 \ \ - // I// llljl 1 1 \ - \ � -- v `� vvvvvvvv y I / 1 \ . / A I \l�< v `v // ///-- V / ■ / I I I - 150- `-- -�-I v V AVAA\VAA\ \lLv / \ I V - /--- \ I I I I I A 1 1 i \ v v / _ llll I 11 1 I \ -- �" \/ \ - \ \ \ \ , IIII \ - - I \ \ \ v / \ _ - - \ \\ \ \\ / /// I \ � /V A vv --- -/-- / ■ / v vvv -- v v v - v v \ A v \V AA V A 1 11 I 1 .I I I / /^ \ 1 � a \ - / \\ \ - \ / / ■ / / 1 v - _ --1, v A VAVA \ \ V A / I III 1 V v v // / /-__ - \ /v \ v / / ■ / / / V A A -v v- -v v ` ------ 60-- vv VA A \ IIIIAIIAAVA 1 I 1 \�A I / / / - - I / II ll AVv vv__- / // �111/ VA \ \ v vA v V v v v v v ---- ` V V \ 1 1 1 1 , I Vv I r '� i-� Ill 1 I � _ /,ii /j\��/ / 1�AVA v--- A -`I I /VA v v -- -�9fl - --' /i I A V vv vv vv v v V -- ---- A\\I 1 WETLAND AREA 5 / 1 v v / / - �� I 111 v \, OO YEAR FLOOD ZONE = , / �� _ I v v- v \ , / V A vv '--/---- /� ■ / I vv v v , A A\ -_ v- '----- -- \ \ I I I 1 �1 // /III\ I I I / // /,/V/ / � I IIIV A 1V ��v -----'//// /sir / l ---vvv __v A vv /- \ 1 VA I I 0.11 ACRES � I � _t_ I I / \_ ___ // / ' _% '_� \�:__�\\\ ` `\ _/ \ \ \ \\ p / /- ■/ / \ \ \ \ � \---- --/ \ \ I I I j 1 I l ( I I / , / I I I1\ // IIII _ // / / \ ----` - -\ \ - \ l \\\ 1 I I I I I I I / I I I I I l / I---- v v vv A \� \ - -/ / / I-- ■ /' vv \ v v /// / I / I 1 1 1 / 1 1 II BB-204 /> V� 1 I 1 I III Ill v - -; /// // ` \ v vV i1 \ 1 I v v I / I I I I I I I 1 rl�� I I 1• 1 \ I I V / / / III 1 III v vI v // 1 , v \ V -v v // l / y- --- � / / I I I I j 11 I I _L I° I / / / / / / 111 - I `�� _ / / //// / - v v\' - / A v v - v �� _ \\ / r l 1 1 1 I I I I I I I I o a / / / \\ -�v v- v-v /////// n vv - v v v 11 I\ V v-` A // / /�-��// i --- -� - --- / r// ///// / I I l I / // � �/// I I I II II 1 \\V A\v ��1� lJ I I I / I / A \ // / l I l // / I 1 I - -� /i / v vvv \\ V -v --v / ,1A / / I I �, v v ` -////////�- 1V v vvvv A11 V A v / V 1 v v /�__ J ■/' / / / / / 1 1 I \ v l ll -- / / V Ay vv` / // I \ V v A I v -_-_ / -- I 1 r / / l l l I I I / I ICU I I I V V / / /// / // / / / / \ vv vA v �, - , - /// / v �,/-vv vv V A\ V --- v v // \ v v - --- /� I / / / / r / / // / 1 1 V A I / I A - -- / / / / / \ vv v v/ / vI - A -- A \ / I -- / // l 1 I A / / / _ / // / / 11 A �vv\vvl /l v A v v v v v / /-v ----�-----' / / / / / I,�'V-� I I I / / / / l 1 I \ \ \ I I / , l� . / A - v \ /---i ii i-/ ■ �AVv��, v v�// / V `v A�\A A I v v ` _ /�/ A\\ / / ■ I / / �/ / / / / I \ 1 I 1 v *. 1/ .I / // / / / / j \ \\V0\ IAv_, / Al \ A\\��I v v- - n vI v , v------� / I I V ■ ----- / / / / / // 1 I,i / I / / / / l / / l � I / I I I � v 1 _ v fZ I - - I I / / / / / / --- ■ A \\VA\ VA / I I I I I V A �� -----' v-/ _�- I v / / / / / I I I / / / / / / �V A I v, 1 ,- 1 - / / - � v III IV �- ,, )( \ _ / // - I \ 1 / ■ `- v--- / / /i// //j/ / / // / -v p�6kd�� II - � 1° /iii/i/ A A \\\\\ �1 -� A \� \\\ v v ----___-- / / / / dj l \ 1�I / A A / V I \ V A l v v l- - ❑ - ---- \ ■ /---- -v / �� /i IIII / / / / / l l / v A111\\ \ - _ iii/ / ,-- ❑❑ - -- ivvV A \v v V 1 \-_I -- \ l / l / l I y / / v v\Vyv > l 1 cp EXISTING CEMETERY SITE / �1 �- l ////// / / / // I // / v v vvv f�\-� ` v v '� - I I 1 I- ■/ / / / I / / / / / // / // / / // / / L\ \ \\VA\VAVA �i � -, VAVA\�� A ' G �Vt I IV A _ 1A V v - v / -_ v ■ I / / / / / l / 1 / y k -- - h / � J / I A I//1 1 \ V / I V V I vvv / // V I I I ■ i/ / I l I I l / / / // /// / I l l / // l / // I I / A \ \VA\V\ v - X� / - - -■_ / /i/l/III/�W I I \ 1 /----_ -vv A I v _ v / / / / \ _ —� I I I V A v_ v lj � vvvv �v / I / I ri / / / I I / / / // I // I I 1 V A\ _ - - - - f-- //i//// i V - - v / ` - / / / / I I I I / I I /-v v k I -// /I V 1 1 I 1 I \�- / / ■ /^\ -� / / I / I I I \ 1 I \ \ \ I\ \\ _ ;/�////Clrl -/�tJ1l I I \ \ I v I /-- 62 / v i r I I l I I I I I \ I V I I / 1 \\V - /�// / I I I l I l I v - ' I \ I / //' //��i A 10 METER CEMETERY SITE BUFFER / /i // // / / , ,/l/ �l/ I III I V `\ v\V A l v A \ \I ll/\ \\ __ v v_ �` � ��' - 7 ❑ 1 I WETLAND AREA 7 v,v v / ' / / / I I I 1 IIII I -� i , - 1 11 v I v v \ - - / / \ \ // , r / � // 1.53 ACRES / A I - e -� \ , v - v A \ / A - i v v /i / - /i/ / / 1\ V\ \\1\ v - / - - 1 1 v v \ v v - \ r A - / / / / // l I I A I y - - / \ v / / - v \ \ -_ VA-\ V \ A ■ / / // / / / / / I I \ V A V A A --» - �-e / i / -VA / A v A- --- - \ \ / v` v 7/ ',-v❑, ■ SUBJECT PROPERTY LINE TYP / / / // / / / / // / / l I l I I v A \ \ 1 j 1 � w v -_ _*_ - v_ -/ -SB-203 v r / I v - -v \-- A v v - / , , , / I //1 ,`_ // / A v / \ � \ L--w \ / /- / / // / / / r / // i\ -\ \\\ - - �*� - - i r -- / \ /- / > ■ v - / - / i / / / /////i///l/ �/ _ A\vv l-- - ''* =�_ =- /�� _ �/ / i� j`wvv I� //I -/ _ I I I \ \ - _ - \ / / / / / / 100 YEAR FLOOD ZONE / - / I --i -- \V A // / // //'/��/%ice�/ / l / / / / /i// /I ��--- - - --- /i ////�/ // �l//// /-❑��❑` �- v - ��.. v v\ \ ( I I I 1 \ , / -- V v-- -- l // r / / '//i/Q,�{'J ./ ,/,/,/ QP / /I // // //// A - / -�- --- / i- - v / - -- /- - AVA V v �V,v --- \ \ v- A / // / / / / / / -- _--;� - _- / v v v� - - I■ - /-- / / / / / / WETLAND / I / l I - �- -�I- _=_ I �� 0/ ■ A 1,/ ///// /-� �,-I-vim vv � - --- -` v v ■ v -- / -v// / / l / l/ / l l I ll/ l -/ ,- -_- _, - Av I ■ A // // // / - v--,I``vvv - - -v\ v v_ ■ V `- ---- -// / , / / / / / I( / i 1.13ACRES -7 ( // / , - v-�/- - �- ■ _ \�/XV/�/ //// IVAA- �`❑,,,,, AV I I Vv - ---- -��- ■ - / Qj / / / l I --� / I /// / / - -�� - - �// / /� v// v --- �v- \ v / / 1 I ( / / / // / %�; --- - -��-- - - ----__= -�_ "/ /i , v v - AVAVAVA\\ v A - - vv v-- ■ v / // / / I I 1 I / / / / /II / / / /i//i - ---- -v��-- %/- _ =_ I�-` -_ ----s//// /i/ -v -/ / 1 A� V -' 1 v` - ■ v---- / / / / / / I 1 1 I ( /-//// // / / // ❑-_�v�-vv��> r-_- � vvv I---_-_■-__-___'///_- vv / /-,AI 111110 v� ` 1 - v A ■ / / / / I 1 l III ' / ' // /// �/// / � I // / //�/ ////-- `��-nA\ ///r l� _-'-` I�`I ' vv_--- -- �/ - 1 11111 IIA\V v� vv ` - / 1 / -11' / / 1 // v" v-_v //II V v �v - - �Pv /,�v VA\W1\\ l v -� v ■ - // _ IIII / / / / / /r / A /I V - v vim;v /l A \ -- v v V A \ �� --i --,- -_--- _ "�vi/ v V1 \ V A C ■ / / / / / X�X__ / / /' i i/ / _ v /I 6� \\ c� I v v v vv vV vv // I I / v v\ --- '/i - - IA / //- AAVA\\VAVAAAV\v A v v A ■ / / // - � , / //// /// /// / /A /I\ \ VA \\\\ 4\ \ - Iv �i / \ \ 1A \\ \--- -_-�/ i/-=----- VA / --A \VA\\VAVA\ ❑V < / _ - _ - / / /---- V / V V A \VA L v- ■ I / / / +X_ / / / ,r \ \ \ -_ \ \\// / / /// \ 1 \--- -ice/ /-----_-\ \�/ i�\\ \ \_ II -. _, / \ \ \ -\ lam\\ / / ___ ■ / - / / 5� -` // IIII\ \ \ \ \ - �I\ �'/ / / \ ---_---;-ii/ --_- -- \ ❑\ / l ( \\\\\\II II \ / - v vvI vv / // �--_--I \ v A� 1111111� vvvv_ AI i ) ) v / / v _ v I ( \/V\VA VA1 111 11 —� A / // IIII / / x-v'" // // \\ \ \ IIII - _ \ \-i/i//� /-\ IIII \ /i _-�='i / /'__---\\ \\ - -/ i11 � / ❑Z❑ -\ -_ �l \ / _/� V A \ V I / IA / / / __- _- / AA VA / // v �_�� // i/ / 11 \\ v A \\\ // v- / ///-- AVI\ I\ /_-- ;--/ --, A VAVvv //IIII - __ -;,, / _/ / / /_ - IIII I \ /\ v I \ // - \ \ / /// /- r VA \ V V\V A\V I v / - \ V // / / AA V v ( / /// /i/- v-_-_- - vvv y - -� \11/ / -I I A V A A \ V / / - / I \VA�i // - I AV II ( "ll ";/, - vvv \V A ■ / /v V \ \ \ I / -/ V /�-- vv II / / vvv Av ■ JIII / / A� / A V I I I / / / / A AVv /r/ ///-- �;___---vv v v v vvv ///// /-- -_- vv 1 \VAVAA\11\\ v--z-_ ■ A �- I \ 1 1 I I I / I I I / , i / -❑\\ ////ii/ --'■;-----ZS `v��vvvvAll\I / //-- -,� 111 \\ \VAVA\I1\VA\\ /� 11 I I ■ BEAVERDAM CF K �1 I I I /I , A I 1 I I I I / / / / / I CONVEYOR FROM MINE SITE // // �-- -� vvv vvvvA\III1�1 / / //' -- I I I1�`A v\ Iv% \ l- ■ // / "/ ti / 1 I I I / / / / // - - vvvv / v I V\ \ \ /---a---- - I \ 1 II / - 1 \\ \ \\ \ \ \\V \ ll 1 I / / SEE SHEET 02C0-D002 // ///// r_—--_ - v vv v 1 / IIII// ---v v I 1 I vvvVv v - �� ■ % // / I l� \ \ I I I I I / I I ///// v vA A , / c l % / I 1 1 ( / vv _, / //�/ - ` ` `- \\11//IlIIl1 /// l / - AA\ \ v\ A\ / // / -- ---�v VA I I /////1 11 111vv VAv vv V A�vVAVA A /� I/ I / /" v vv_/ / I// - R�- _ v v \ \ I ■ I / / / vvv v / I / /� v v V A l / / I / I A VA V I1 1 AVv V A I / / / / / / /- - vvv - 111// / / / / - vv V I111 IIII I VI /I \v\-vvvv v / -, , 0I ■ \VAVI IIII I l I I I / / / / // / l I / / / / // / v vvv / I II II//��/r� -vvvvA \ V A 1111111 \ ////i/// I I I I/ I / l I \ 1 I I AAAVA V(11VVA�vvIIII / XI �'Q y■■■■■..■■■■■■■..■■■■■■..■■■■■■■■■■■■■■■..■■■■■■■..■■■■■■■■■■■■■■■..■■�i\�T...�a■■■■.■1� ■�i■...ytw■�i� fi(■/il■� ii■�il■��i�� ■■��..■■�i■�.■i��ri //�iiuG� /--, vvAA A \ 1 1111111111111 ////// / I I / 1 111 V AA VAVVA\V w��-�__- �� IIII I 1 � �. \. ll / / 11111 � 1 / Il / / �/ / / / /��✓ 1II� I , // V A \ llllllllll111A� /// II / � 1 \\ VAA1AVA - Ivvv / �I/ PROJECT MANAGER V. HAYNES, PE PIEDMONT LITHIUM CAROLINAS INC. %��''�N C�RO '''''- LITHIUM HYDROXIDE =o :••F�SS/off❑: CAROLINA LITHIUM PROJECT Q. CONVERSION PLANT- PLAN VIEW 5 3/13/2024 REVISED PER DEMLR COMMENTS = S L 4 1/23/2023 REVISED PER DEMLR COMMENTS 3 - LITHIUM HYDROXIDE CONVERSION PLANT KEY MAP PIED/�AONT 3 5/31/2022 REVISED PER DEMLR COMMENTS ❑••••�0 I N ��❑ GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ,'/, ❑E•.••N..(` �`� FILENAME - 01 CP-007 440 S.Church Street,Suite 1200 111,IE �„``' , 3/13/2024 L I T H I U Charlotte,NC 28202-2075 1 8/27/2021 MINING PERMIT 01 C P-007 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 200' N.C.B.E.L.S.License Number: F-0116 1 2 3 4 5 6 7 8 GENERAL NOTES: / / / / L / / y / 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 / i / /i SHEETS OOG-009 AND OOG-010. - - / / / ♦ t + 2. ALL SLOPES 3:1 AND STEEPER SHALL BE STABILIZED WITH NORTH AMERICAN GREEN /0 �/ I I \ I S150. SEE DETAIL SHEET OOG-012. / - - - - - / / CONSTRUCTION ENTRANCE - v/ / / y` \ \ \ / r- \ I I AND CONCRETE WASHOUT / \ \ I CO \ I 3. SEE SHEETS 01CP-AO04 AND 01CP-AO05 FOR SEDIMENT BASIN DETAILS AND % - - _ / / SEE DETAILS ON SHEET OOG-008 ' y ��` \ I - ST-228 \ \ \ \ I I / \ \ I I 100 0 100 200 STAGE-STORAGE DATA. / / - - - / I / �\ \ \ \ I I ST-220 SCALE IN FEET 4. SEE SHEET OOG-005 FOR TRAP AND BASIN SUMMARY TABLES. SEE SHEET OOG-007 FOR V I I SEDIMENT TRAP AND SKIMMER BASIN SEDIMENT TRAP AND SKIMMER BASIN DETAILS. SEE THIS SHEET FOR STAGE-STORAGE / i - \ / / / / y ! / \ \ \ \ \ \ \ \ I I \ \\ STAGE STORAGE DATA DATA. / \ \ / / / - � > !�' � / � 9`Z � \ \ \ � \ I 5. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING THE DEVELOPMENT. / / / / / / �/ ♦ / / \ ` \ \ \ \ \ \ \ \ \ \ \ 1 I I I \\\ \ ST-220 D / / \ SK-247 \ \ \ \ \ I I I \ \\\\ BREAKS IN THE FENCE LINE OCCUR WHERE IT INTERFERES WITH EXISTING STREAMS OR / / / / / / �� / 1 y \ ` \ \ I Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl WETLANDS. 15' WIDTH OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSED FENCE - - / / \ \ \ \ \ \ \ \ \ 1 I I I \ \\ 889.00 0.00 852 0 LINE. 890.00 1.00 1,091 969 6. CONNECTIONS TO MUNICIPAL AND OTHER EXISTING UTILITY SYSTEMS ARE STILL TO BE � � I I I I 11I II I I I I I I I I \ \ \ 891.00 2.00 1,355 2,190 DETERMINED. LOCATIONS SHOWN ON THESE PLANS ARE APPROXIMATE. � I Y' 892.00 3.00 1,645 3,687 7. SEE SHEET OOG 002 FOR LEGEND. 893.00 4.00 1,960 5,488 8. INSTALL TEMPORARY CULVERTS AS NEEDED FOR CONSTRUCTION ACCESS. / CONSTRUCTION STAGING AREA 1 \ �I ST-221 \ \ \ / / Q / A �\ A APPROX.2 ACRES + I �\ 1 \ \ \ \ EXISTING CSX RAIL - - CONSTRUCTION ENTRANCE / / / �Q/ / / I \\\\ / Tt/�+�\I I �`y \ x V_ T \ I \ Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl \ \ AND CONCRETE WASHOUT / / / // \ / / / x-r-x-x-x-x x-x-x x- xl \\\ \ \ \ \ \ WAY SEE DETAILS ON SHEET OOG-008 / I Ir \\\\\ - /� ST-221 - CULVERT C-101 �\ \ 1 I - I�- 'I 884.00 0.00 778 0 A��y j/� / \ �� \ SEE GENERAL \�y I I I I 1 \ \ \I 885.00 1.00 1,032 902 V A / / / ♦ \� x, DRAINAGE AREA \�u / NOTE #1 \ \\\ 886.00 2.00 1,317 2,074 �� ' DELINEATION - - - /�,+ 3.00 1,63lk 2 3,545 887.00 �f� y /.� v I \ \\\\\� 888.00 4.00 1,978 5,348 SEE NOTE 8 \\V � / ' / / v A � � \ /+ / / / / ` y - - y /- f` y �y / CONSTRUCTION STAGING \ \ ++ 87 - �� / / `�� \ \�\ / AREA 2 \ I X \ \\\\ ST-222 7 E +/ / \ \ \ \ APPROX.6 ACRES \ \ - - - / / �♦ / ST-222 / I `� S 1�1 \ \ \\ Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl r 876.00 0.00 1,348 0 A / ��\ \ ' _ i // / / \ \ \1 \�f�y \\ \ / \�`y / \I l/I�� 877.00 1.00 1,640 1,492 878.00 2.00 1,957 3,288 f� 879.00 3.00 2,300 5,414 ST-229 / `M��,S+1` i�'��'/�/_�/_x�_%/�"%( ,+X ��v�vv�vJv v\vv\\��y\v\��-��y'y�VA�� / \/�/� � / \/ I/1�� //( / b Vv �f�-.�\�� +\�\\ _ // v �%/�/�/ ��♦� ��R \\ \v AV\ '� / ///// Ixx lIlIlII l II I' 880.00 4.00 2,300 7,714/� � c -246 SK 9�/ x,+- % v \ // ST228 - Phase 1 x' C / �'� \� \ / / I\' Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl DELINEATED WETLAND 892.00 0.00 947 0 // - \� I 1 Xx ( I II\ - _\- ,\ \ ��V /\ /-//�•�/,�/moo f��/f�� /-��% ��v ��v�v vvVv�. v � ��'�\��v\\v�vv- 1��_'�/ ��I \1 VAI I\I I\\ \A. \v SK-241 i � �__ \\ \ \ \ " \ \ � � �f�v�f♦ A/// / 1 ,�X' I II, 893.00 1.00 1,353 1,144 CULVERT C-103 I A / /� 894.00 2.00 1,816 2,723 Z_ SEE GENERAL X -00� -y NOTE#1 895.00 3.00 2335 4,793/ STREAM BUFFER 30 FT 896.00 4.00 2,910 7,410 / \ // + y+. \\ \ \ \ \ \\\\ FROM TOP OF BANK _ � xl - �� / - - - \+��\ \ \\ \\ \ �\ \\\ \ \ \\ \ ` ST229 - Phase 1 it ( ) p O (sfl Cumulative Volume (cfl Elev. msl De th ft Area \ ♦♦ X CONSTRUCTION STAGING AREA 4 \ / / - / \� �1+. \ \ \ \ \ \ \ \ \\ \\\\\\ \ �\I 1 \ \ �p \ I I 876.00 0.00 636 0 APPROX.6 ACRES \ \\\I �\ \ - - CULVERT C-102 - \�i / x, ♦ I 877.00 1.00 853 742 x� ♦ / x / R \ y \ \ \ \ \ _ SEE GENERAL I \ x �� \ - ♦ / X _ \ �► I \ �\ \ \ \ \ \ \ NOTE#1 1 I � \ R ij /\ \ \ X x 878.00 2.00 1,095 1,713 879.00 3.00 1,362 2,939 IxI �x,x x\ I X \ \ I I \` \y\`��\ \ \\ \ \ I \\\ \\ I 1 \\\\ SB-208 \ ;�\ - - �� \ \ \ \ \ \ ( \ \\ \ 880.00 4.00 1,654 4,445 oo SEE SHEET 01CP-AO04 IN 1%�) / 1I sK-241Pn1 - sl) Depth (ft) Area (sfl Cumulative Volume (c Elev. (m `% � fl 874.00 0.00 3,928 0 X�f� \ \ - � / 875.00 1.00 4,426 4,175 \ - � 876.00 2.00 4,949 8,860 - - I x I 1 / �• \ \ \ \ 877.00 3.00 5,497 14,080 B SB-210 v `+� \ \� . ♦ v v v v \A VA VA �A \V v I V \ V A v / 878.50 4.50 6,367 22,970 SEE SHEET 01CP-A005 SK-243 Ph 1 \ Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl � \ \ \ \\ \\ \ \\\ \\ \\ \ \ \ \ \ \ \ ` \ \ \ / 874.00 0.00 2 676 0 � � � � \ ♦ \ \ \ \ \ \\\ , \ \ \\\ \\\\ \ \ y \ \ \ / 875.00 1.00 3,083 2,877 1 \ LIMITS OF ♦ \ \ \ \ \ \ \ \ \\ I - y ♦ \ \ +�� 876.00 2.00 3,627 6,228 Q DISTURBANCE + \ \ \ \ 877.00 3.00 4,090 10,085 SK-248 I \\�� \ \\ \ \\\ e`+�� ///� 878.50 4.50 4,832 16,768 \ a� PROPOSEDFENCE \ \ - _ � X` \ \ + \ \ \ \ \\\ \ \ \+. // SK-246 Ph 1 V"A - - DELINEATED WETLAND \ / /// - - \ l� \ ♦ \ \ \ \ \\ \ \ \ + / / / LINE, SEE NOTE 5 Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl - �01, \z,+�< / z 877.00 0.00 3,539 o S K-243 I �I' I I / / \ \ \ \ \ \ \ \ \\ \ \ k ♦ y- Q 878.00 1.00 4,013 3,774 \ 1 I x 879.00 2.00 4,512 8,034 _x-x-x-x- � x I I �X x-x x-x�� 1 \ \ \\ \ elf /• \ I I � � I x� \\ \ \ \ \ \ ✓- \\ \\ \ �I L x-x� � / I I I x x_x_x \ VA \V \\ \ \ •A ♦ A/ �\ ♦ I \ V A A \ \ V A \ �\ \ \ \ \ \ pZ 880.00 3.00 5,036 12,805 1 X ' / \ \ I _ 'x- �x_x-x - I Vv �v vv v �� ♦ I - �� v v vv \ \ v 881.50 4.50 5,869 20,976 i \ / x-x� \ \ \ \ \ \ \ ♦ \ \ \ \ \ \ Ll \ \ \ \ \ \ � I \ \ �� \ \ VA \\ VA \ V A \ \ \\VA OILL � x v \ \ \ \ I I I I\ V \ V f �\ \ \ \\ o S K-247 Ph 1X 7 o ZONING SETBACK (TYP) \ \ \ \ \ \ \ I \ �� \ J \ \ \y \ \\ �\ \\ \\ _ \\ \ \ \\\ \ �. m Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl X- x-x- -x-� / - \ \ \_ \ - - - - 1 X \ \ \ \ \ I I I I I l I \ \\ \\ \ \�� \ `♦ \ \ \ �� \ \\ \ \ \ \ \\ \ \ \ \ \` \ \ \ \\\ \ \ U 888.00 0.00 2,273 0 PROPERTY LINE (TYP) 889.00 1.00 2,658 2,463 I \ V ; \ V\ \\ 890.00 2.00 3,069 5,324 PLANTING BUFFER (TYP) A W \ 1 \ \\ \ \\ \\ \ \\ \ \ \ \ w 891.00 3.00 3,505 8,609 892.50 4.50 4, 4 \ \ 1 A \ v �� v v \ \ �__- -- - vv � \ I /� I I I I II I I I I \ \\ \ v vv v v v f ♦ y v �► I 1 I h ��,+\ \ \ v v v v v v s K-248 Ph 1 Elev. (msl) Depth ft Area (sfl Cumulative Volume (c fl+ � 1VAVA �\ \\ \ �\ �\ \ \ v 870.00 0.00 3,720 0 I \ � / _.�_� _-- ❑ _ \ \ 1 1 I 1 I I I I /�/� // /� \ \\\\\ ♦ y - - - - _ - ' `\/y / J� \ \\\ \ \ \ \ \\ \ 871.00 1.00 4,214 3,964 \1 \ \ \ 1 I\\\\ \\\ \ 872.00 2.00 4,732 8,435 873.00 3.00 8,276 14,857 SEE SHEET 01CP-CO01 FOR CONTINUATION \ \ \ 6fl�y - / �\ // /\ / \ � \\ \ \ \ \ \ 1 li\ \ \ 874.50 4.50 6,139 25,628 - - / �- ---- \ PROJECT MANAGER V. HAYNES, PE " PIEDMONT LITHIUM CAROLINAS INC. LITHIUM HYDROXIDE o • F�_SS;o••. CAROLINA LITHIUM PROJECT CONVERSION PLANT - EROSION 5 3/13/2024 REVISED PER DEMLR COMMENTS = S L 4 1/23/2023 REVISED PER DEMLR COMMENTS 3 LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 1 - INSET A 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 '�" �i'/ K NP`��`` FILENAME - 01 CP-A001 L I T H I U 440 S.Church Street,Suite 1 8/27/2021 MINING PERMIT ' „�iiii�it 3/13/2024 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 / _j i / /� EXISTING (SEE NOTE 7) ELECTRICAL /,�/ // (SEE NOTE 7) w CONNECT TO EXISTING - v j♦f► } ��, �'"� / / f� - RECLAIMED STAGING AREA I o A SANITARY SEWER / - ♦ " / I 1 \ I / / / ♦ - _ f \ / / - - _ / (SEE NOTE 7) - �� I f X . a \ V I N 36 079 382 / _� 100 0 100 200 4.Y4 AC � � \ \ \ I I / V I I I SCALE IN FEET r �.B. 43 G. 25 + �� f Z ED:R-1 ( AS O00 I GENERAL NOTES: {./ �� \ \ \ \ \ \ \ \ 1 I I \\ \ 1. CULVERTS INSTALLED IN PHASE 1 TO REMAIN AS PERMANENT RECLAIMED STAGING AREA / / / ; �� a� \ ++� A + I ST-220 \� >` SEE SHEET 01 CP-002 \ \ \ \ \ I I I \\\ STORMWATER CONVEYANCE AFTER INSTALLATION OF ROAD AND \ \ \ \ \ \ I I \ \\ RAIL. INLET AND OUTLET PROTECTION SHALL BE PROVIDED PER \ \ \ I \ V DETAILS ON SHEET OOG-010. SEE GENERAL NOTE#1 / f "� " \ \ v, � \1,A .#t C-1 02 \ I I /� \ 2. ALL SLOPES 3:1 AND STEEPER SHALL BE STABILIZED WITH NORTH AMERICAN GREEN S150. SEE DETAILS ON SHEET OOG-012. \ \ \ \ / / / ❑ / // ' / I - �� SEE SHEET 01CP-002 I I I I I I 3. SEE SHEETS OOG-005 FOR SEDIMENT BASIN, SKIMMER BASIN, AND � 07 / �� \ � / � � \I \ SEDIMENT TRAP SUMMARY TABLES. 4. SEE SHEET OOCP-005 FOR SEDIMENT TRAP AND SKIMMER BASIN / ' P� �� / /j +, SIZING. SEE SHEET OOG-007 FOR SEDIMENT TRAP AND SKIMMER WAY CSX RAIL / O� / - / / / O / \\\\ \ \ �' �/ % / / �/ / 1 ° \ DRAINAGE AREA _ _ -x7x- T _jx, \\\ \ BASIN DETAILS. \ \ / / / / �p x-x x-x y \ / V'r ♦ / / \ \ - - / � / + \ DELINEATION I \ / x \ � \ 1 I I I � 11� 5. NO IMPACTS TO DELINEATED STREAMS WILL BE ALLOWED WITHIN THE STREAM "HIGH WATER MARK." / / /ST-222 �� ST-221 ❑ \ �111 // ' � I I A \ \ VA \\\\I 6. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING THE / / / / �v / +�+ / / / / �� / / / \ x \ % I� \ \ \ V A V\\\\ DEVELOPMENT. BREAKS IN THE FENCE LINE OCCUR WHERE IT \ / // / / / / + / / / / ❑ \ _ / \ �'� \ ` - / \ \ \ \ \ \\\\ INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15-FT WIDTH OUTLET PROTECTION, / ` �► + 11 /� \ ` \ \ \ V A _ v - ❑ �_ / �- / + / / a / \ OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSED FENCE LINE. TYPE .A 0� 7. SEE SHEET OOG-002 FOR LEGEND 7X \ - PROPOSED RAIL SPUR / / / / / - X � y // � / / ' I DELINEATED WETLAND / // / \ \ \ \ fly �4 k`k SK-240 \ X \ / - k` �� 896 y \ v � \1 _ / \ �f� O / �� /� A x I SEDIMENT TRAP AND SKIMMER BASIN PERMITTED BY OTHERS � � /y � / _ / / � \ \ \ � F ��x � \ � / / / % w � �� `+ + 880 / P �� V - -v Z �� I \ �\ ° / � + f ' ❑/ STAGE STORAGE DATA \ ( / / �� `r, II �� \ �� '� STREAM BUFFER 30 FT I I +� ° ° cP� / PROPOSED UNDERGROUND / / // RECLAIMED STAGING AREA / I �/ / - - ♦ �❑ s' II \ I I I ` ° /❑ ST-220 \ \ v v ✓ ( \ - - FROM TOP OF BANK \ ��`\ k ELECTRIC *f �� \ ° ' Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (cf) /x� VAV �� - A b + ° PROPOSED WATER �� C �1� 1 �f� a ,� - � � \ � I( 889.00 0.00 852 0 890.00 1.00 1,091 969 1 V � _ _ � I I I I / / - - - + , . - vv❑vv, vV� ,'v�wv � /l// l ❑ � l v - '-w _ / / � f � � � � \ f - I I ` I ❑ + I I INLET PROTECTIO\N, TYP. / I \\1 891.00 2.00 1,355 2,190 .X % \ 892.00 3.00 1,645 3,687 i PARCEL NZUM.N BE3E DR I II ��`I1 \ J�OI \ vA v //�/� +8+9+-f � �5555 >�;.��_+++\�\\\+\`\\\\\\V\v❑A\\v\v Cv_v�\��\V vVAv v\v \\_�\�v\\�\/\\A\�❑\�\\I\\ \\\�\\\\v\\\v\ -_ ----_ `-_+ - //x//x /. \x\� \fV�V i\I II\ �\ II II 893.00 4.00 1,960 5,48 8 803 0 $ 4TAX4IN sT-221ARCEL NUMBER 360P5 S 198234 TAX PIN 3600583511 T-223 SK-241 Az Elev. (msl) Depth (ft) Area (sf Cumulative V o lume 884.00 0.00 778 0 T SEE GENERAL NOTE #1EORG � / 0.62 0.52 AC 055� n R zqnl Pr 0109 885.00 1.00 1,032 902 (cf) I I \ / + ♦ �� SEE SHEET 01CP-002 YV V \V V / 886.00 2.00 1,317 2,074 HER GRAVEL SIDE ROAD (TYP) (C 887.00 3.00 1632 3,545 SEE GENERAL ,-VDIE#1 \ I + \ f X +\ 888.00 4.00 1,978 5,348 \�\ \ \ \ \\ \ I \\ \\ �\ \ I I I +` _ ROCK CHECK \ \ �� I/ ' I \ - RAIL SPUR �`+ \ \ \ \ \ \ 1 \ 1\\ - \ \\ I 1 �`+`\\ ♦ DAMS, TYP. \ \ \ ST-222 _ ` ° \ \ Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (cf) PROPOSED SANITARY SEWER I \ +� �� \ 1 �` 41 �J_ FORCEMAIN 876.00 0.00 1,348 0 877.00 1.00 1,640 1,492 878.00 2.00 1,957 3,288 `+ I A V X \ \ \ \ - _ - - ; �.+. 0 +` \ \ ❑ \ \ \ \\ 879.00 3.00 2,300 5,414 LIMITS OF / + \ \ \ \\ ❑ \\� � ✓ �� \\ \ \ J \ \ / 880.00 4.00 1 2,300 7,714 x Jl0- DISTURBANCE / `+ �\ \ \ \\ V A V� - ❑ � V A A V\ \\ V �� \ �\ - \ PROPOSED RAIL, \\ - ��\ \\\ \ \ \ y \ - `V A � ST-223 - Phase 2 LEAD TRACK V A \ / / / \ _ / ♦� + I A \+\ \ SEE SHEET 01CP-004 \\\�\ \ 0 AA\ \ v \ �►\ v Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (cf) / ♦ + \ \ \ \ \\ \ \ \ \`\ 882.00 0.00 1,219 0 883.00 1.00 1,501 1,358 V" \ / / / \ ` \ \ V, �� \\ \ \ \ \ \ \ \ ❑ �\\ \��\ \\ \ \ \ \n\ � \ \ 884.00 2.00 1,808 3,010 AI - - - / / / / / / / / - \ \ \ / +.+ ♦ �`+ �� \ \ \ \ \\ \\ \\ \ \ \\\ �f❑\❑\\\ \ \\ \\ ` f� \ \° 885.00 3.00 2,141 4,982 p 1x / +. +` +.v I vv\ vvV v v V v 1 1 v\vV �� vvvvv ❑ ❑ \v vv vv v�V`�� ❑v / // 886.00 4.00 2,498 7,299 J) V"A\ m V - / ,' \ V A / //erg g$ _ _ ►`+, A A V A \ I I �� \\� V V A A\ \A\ \\ �� \ / S K-240 Ph 2 \O \ \ PROPOSED FENCEa`1 `ii'►►'` Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (cf) \ - - DELINEATED WETLAND \ \ / // _ ` y \�+\` \ \ \ \ \ \ \ \ \� \ \\\ \ \\ \\ \ \�. �y \ 1 \ \ I I LINE, SEE NOTE \ \ / //// \\ \ �� \ `+`+ \ \� \ \ \\\ \ \ \ \ \\ \\ ❑ \\\ \\\\ \ \\ / � A � � A \ \ \ \ + �� 878.00 0.00 1,853 0 \`'\1 y �; \\ \\ \ \ \\ � \ \ \ \\ \ \ \�+� . z 879.00 1.00 2,203 2,025 SK243 � � \ �`+\ \ �J \ \ \ \ \\ \ \ 1 � \ \\\\\ \\❑ � 0 880.00 2.00 2,579 4,414 �n EL 880.22 \ \ \\ \ 1 I \ \ 1 \❑❑\ ❑ X / �� \ +�+,+ \ � I \ \ �\ VA \ \ \ VA\ � \VA \ \ AVA \VZ , 881.00 3.00 2,979 7,191 1 EL 880.29 + \ x_x x x 1 J / \�\ \ \ \ �� \/ � ` ; \ \\ \\ \ P P\ \ \ \ \ \ �\ \\\\\ \ \ 882.50 4.50 3,627 12,137 =x-x _ x \ \ \\ \\\ \\❑ \ + + \ \ \ �� l \ \\\\\ \ p SEE GENERAL NOTE #2 \ \ \ \ V A - �+V A SK-241 Ph 2 V, ``� \\ \ \ \ \ \ I I \ \ \ \ ILL N Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (cf) \ \ �\ \ \ \\\ \ A I \ \ \ \ f �� EL 879.95 +� \ \ \ \ \ Vv o _ (TYP) \ \ \ \ �� + \ \ \\ \\ \\ \\ \ \ \\\ \ m 874.00 0.00 2,483 0 _ ZONING SETBACK TYP 1 �\ \ \ \ \ � PA �Y59122 \ \ \ ` �+ d v v \ A �1 \ V A \ \ \ \ V A \ \� \� v v v vvv f � 875.00 1.00 2 382 2 432 \ _ �A._b I ' 1x;1 \ \ \\ 1 \\ 1 I II III I I I PR OPOSED RAIL YARD \� ` EL 880.05 \ o PARC�L.NUMB� 124 PROPERTY LINE (TYP) STORAGE, SEE SHEETS U 876.00 2.00 2,792 5,017 TAXPIN 60857 687 01CP-005 = A� � 877.00 3.00 3,228 8,024 UOb//624 PLANTING BUFFER (TYP) �+� \ \ \ \ \ \ \\ \\ \ \ vi 878.50 4.50 3,928 13,382 PARCEL NUMBER 15 23 I 0. 7 AC ZUI1T1_-"ESIUgN I IFlL f �� \ I \ \ \ \\ \ \\ \ \ \ LLl TAX PIN 3600 745V23 1 ' D 25 PC 6696 - I \ \y EL 879.69 �+ \ \ \ \ \ \ \ \ \ \ \ \ W R-40 \ 1 1 I I I AT TOP OF SLOPE 10-FT ` \\ `+1 I I �\ \ \ \ \\ \\ \ \ \ \ \ m - T !_i-` \ 5 cHER YVILLE \ TALL OR GREATER, INSTALL ` \ \ \ \ \ --- � � - � \ D.B.3207 PG 25o J ( � � x � � � 1 �� - \ \ ❑ SK-243 Ph 2 �_ D R L �F \ \ \ V v - _ I I FENCE OR GUARDRAIL FOR \ I � (zoNE R 4 \ \ - \ / SAFETY (TYP.) �� EL sso.o3 + \ \ \ \ \ VA \A V A \ \ \ \ V A A \ \ \ \ Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (co � � \ CHER YVILLE) � \ � �A I / _ 1.11 A _ D.B.4951 PG. 467 \ v _/ _ - A l I j v v ♦+ \ \ \ \� A \ 874.00 0.00 2,483 0 ZONED:R-4 \ o A A _ i❑ �� \ VA \\ � V +` \/ V A \VA \ V A \ \ \�\ \❑ \ (CHERRYVILL //// AA \ �� < \� V A VA \ \r I \ \ \ 875.00 1.00 2,877 2,678 EL 879.67 ) \ `I \ \ \ \\ \ \ \\\\ \\ \ 876.00 2.00 3,296 5,762 - \\ \\ 877.00 3.00 3,740 9,277 _ � � woe- v ' y �y. ❑ � _ _ _ � � A v v � �,>-�\ '�i I � VA \ \ V �zv A \ SEE SHEET 01CPCO02 FOR CONTINUATION- EL880.01 \ \ \ \ \ 878.50 4.50 4,705 15,597 1 - 1 P \ \ AW �y + \� \ \ \ ❑\ \ PROJECT MANAGER V. HAYNES, PE " --" PIEDMONT LITHIUM CAROLINAS INC. \A..�AR0 ";"', LITHIUM HYDROXIDE �sS;0 :�: CAROLINA LITHIUM PROJECT s AL CONVERSION PLANT - EROSION 5 3/13/2024 REVISED PER DEMLR COMMENTS - 3 ' 4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 2 - INSET A PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS ',9� '•��1 N GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �'�FR/•• �"'•• P� �` FILENAME - 01 CP-AO02 {� +k�+ 440 S. Church Street,Suite 1200 1 8/27/2021 MINING PERMIT � r�,,��K�� `�3/13/2024 L ` � �1 � Charlotte, NC 28202-2075 SCALE - 1" = 100' 01 C P-A002 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 N.C.B.E.L.S. License Number: F-0116 1 2 3 4 5 6 7 8 \ l I0 / \ I I 00 \ I I N 12 IL f v / / � � / / i / I � \ \ f TOREMAIN \ \ \ \ I I 100 0 100 200 f 1 1 I I I I I I \ SCALE IN FEET YL 1 — TO REMAIN I I I I I I I I I I II I f I I I I I I I I I \ \ GENERAL NOTES: (0)1�1 / \ \ / f 1. ALL BUILDINGS AND EQUIPMENT TO BE REMOVED. AREA // / I d \ \ / TO BE GRADED TO DRAIN AND VEGETATED. ROADS AND / j \ \ \ / / / / / / _ _ / , / / / I ❑\\ \ \ i \ / / RAIL TO REMAIN. SITE TO BE FOR FUTURE INDUSTRIAL "-7 11� USE. 2. SEE SHEET OOCO-002 FOR LEGEND , v \ CID Le X � _ DELINEATED WETLAND SEE GENERAL NOTE ��' 1 x / ° >11 C \ _ _ � / / I I I /� I , / ❑/ _ vvv vv -v � h� / \ / I I � — _ — X I I I 1 I I � / I � - - � / ( / v _ vvv vvvv ��> �v _ �� ❑I � I I V � — / / ° ❑ v V A \ \ � � � / / ll� II , 89O vv v � � � �� , � E_ARC \ \\\V A\\ V � A \ / I \ - IJMBEF / I V A V // /98233 / / A\ \VA�A\\V� V�\ % � / X I I 1 \ \ \ \ // / � � A \ \VA❑s\\� ❑�� f � � �� ❑ \\ \ \ / / / ° ♦ V A \ A \ I II \X II i541J � x / 1 � 1 � I I A V A A / / � — \ \ \ \ \ \❑ �_— � �A\ ��\ VA VA � _� — �� V — _ / // / / \ V A A A \ V \ A � I \ V '� \ \ Er \ \ \ VA \ \ VA. A \ VA VA\V��VA VA \ / I E�1VG. i L l \ / v v vv v v v _ _ / / 0.52 AC - / / 1 \ \ \ 103 \ \❑ ❑��\1 \ \ 1 \ \ D.B.3201 PG. TO REMAIN ' _ 'III F1 ini 16NE I I I \ \ \ / \ \ I V A \ V A \ \ V ❑ VA d / I I \ \ J H'VI � I STREAM BUFFER 30 FT � \ \ \\ \�✓/`1 � � \ \ � — \ 1 I � I \ � \ \ \ \ / / / I - x, FROM TOP OF BANK x x k �c A — — A _ , �° C% \ \ \ \ \ \ I 1 880 V A V A \ \\ VA � X' � � I \ \ / / / � � � / \ / � " v = / � � \ \ V AVAv ❑ \ � ❑❑� �� \\ VAv❑� � AAA \❑ � � � � \ � \ \ v \ � / / \ � '' / / � A / / / / / � / / — � / I v v �� v vv ❑ v vv ❑❑ ❑IL vvvv � vA \ � v v v \ moov v / Z / x \ � I � V / / / / / / / i — ❑��— � _gam '- - � l \ \ \ v \VAS \ \\\ VA VA \V A\��❑ �'\\\ \ ❑ � ❑ ❑ VA\ \\ \ \ � / \ v / / / v / / \ \\ \ \ v \ \ ❑ vvV Aq�v vv v v V A \ \ I / / / \ — \ \ \ \ \ \ �-�\� \\ \ \ \ \ � v v v I / / / � / / / V 1 I � / / , - - v � v I \ \ \ \ v VA VA \ � \ �❑ �V❑Vvv v ❑ v vv v\ \ v � / o v v � I ) ! � � / / / / � — I � — /� _— — _ � _ v I I \ I v � v V A \ 1 I war �� vvvvv ❑ vvvv vv v /// \ m v 1 / ❑ / v \ �/i�8e- _ _ v � I I I \ \ \ \ 1 III � �\ v v vvv' vv v v ° \70 A I ❑ V A v _vim � ❑ t � 1 \ � \ \ I A 1 � 1 \ \ VI �v v� vvvvvv � vv\ v v // \O � � \ \ PROPOSED FENCE \ \\ \ \ /// //� \ \ \ c0 \ \\ \ \ \ \\ \ \\ \\\\\\ \ \ \\ \ \\ \ DELINEATED WETLAND \ LINE, SEE NOTE 8 z _ _ _ _ / ///1 �� v V A � \ \\ VA��\ \ \ \ \ �\ \ �AAA��❑ ❑ \ \ vim o 'Dot � � / / � v ❑v v \ \ vvv v \ � \ \ \ \ \ ❑ \ \ \ v v A - -- is � x_x- , / I v v v v v 1 � 1 1 \ \ \ \ I vv v ❑ A vv v v v v � � _x-x- x-xx � I x-x-x- x-x-x-x-x" xx / // 1 vvv v v \ v \ I \1 \ \ V A��VAA \ \ Vv v vv \ \ \ �� vvv vvv v — / z 1 x -xxx_x-x-x X I xxx_xxx vvv v\ v \ v v IV A v VA \ v ❑ v VAVA \ Z v vAv v v v z x-x o ' _x-x- \ _ � � 1 \ VA v\ \\ \VA \ � V v � V A \ V AVA � \ \ \ \\VAV x x_ x- - v \ \ \ A \ \ \ ❑ v \ \\ \ \ \ \ \ \ o x-x- _ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ \ I �� \ \ \\\\ \ \ LL x- x x� \\ \ \ \ \\\ \ \ III 111\ \\ \ \ \ \ \ \ \ \ \ \ \ \\\\ ❑ \\ \\\ \ \ I ❑\ \ \ \\\\ \ a ZONING SETBACK (TYP) x \ \ \ \ \ \ \ \ \ IIII \\ \\\\�\\\ \ \ \ \\ \ \ \ \ ❑\ \ \ ❑ \\\\ \ \ \ �\\ \ \ \\ \\ \ � U _ -- — - PROPERTY LINE (TYP)I BtR 459-124 \ \ \\ \\ \II\ I II _ LoUPN 6A057 687 PA MBER 1 119 TAX cHAR1E� LU BuAX PIN 6005774 ARD PLANTING BUFFER (TYP) l� U) HO SIN G OUP, o. 7 AC mom€ RESIDgiv i i I I I I I A v \ I \ \ \ V A\ \ \V A \ \ Lu kRCEL NUMBElk 15 23 — TAX PIN 3600 74690� C PCrB696— — \ X I I I I I I I I I I \ \ \ V A \ v A A 1 I I A V A \ \ \ \ \A A \\ \\ \ �A A \ \ \ LU LINDA B BEAM \ 5 CHER YVILLE \ 1 I I I I I 1\\ \ V A v I \ \ \ V A ❑ AND RSSTD ��v \ D.B.3207 PG. 250 \ / R I A \ (ZONE :R-4 I _ 1.11 A� CHER YVILLE) _ v — I D.B.4951 PG. 467 A \ \ �% — A I I / / // / I \ \ \ VA ❑ VA A \ \ \ ZONED:R-4 I \ I (CHERRYVIL Z_ v � 1 1 I v �� v o �\ \ v v _ — - ❑ A ❑ � � �A A VA \ \ \ � I 1 ❑ \V A \ � � I v y❑ � � A \ V A \§ _ — — ❑ � � _-_ , � I i /� SEE SHEET 01 CP-0003 FOR CONTINUATION — 1 1 I \ \ I PROJECT MANAGER V. HAYNES, PE " --- PIEDMONT LITHIUM CAROLINAS INC. N..�.... � O••..i''' LITHIUM HYDROXIDE AR • '', -''o�:•'''Ess/o �'; CAROLINA LITHIUM PROJECT • CONVERSION PLANT S L � : 5 /13/202 REVISED PER DEMLR COMMENTS 3 1 4 /23/2023 REVISED PER DEMLR COMMENTS = LITHIUM HYDROXIDE CONVERSION PLANT RECLAMATION PLAN - INSET A PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS .,9<1 •'•N�i . �� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTSFR/•••••••••••Py � FILENAME - 01 CP-AO03 440 S.Church Street,Suite 1200 ' E K• N�0% 3/13/2024 L I T H I U 1 8/27/2021 MINING PERMIT ��uniii►►�� Charlotte, 2075 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1,, = 100, 01 C P-AO03 N.C.B.E.L.S.License Number: F-0116 1 2 3 4 5 6 7 8 \ \ / 50 0 50 100 CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES TOP OF BERM. ELEV 879.00 �V'/V'/V' 20'WIDTH 4 / SCAL IN FEET 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT 1/2 \//\\//\\//\� 4 \\//\\//\\// y y / N � ( � OD 1 � � c/\\�\\�\\� Cumulative Storage \ INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. ELEV 877.50 880.00 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\ ^��^��^��^��^��^��^��^��i/`%/\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//` TOP OF BERM y / AREA WITH SEDIMENT CONTROLS. \\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\ji\\j\\j\\j\\j\\j\\j\\j\\j\\j\\ \\ \\/>\\/>\\/>\\/>/,/ ), /\�/\� �\��\��\��\��\��\��\��\��\\ 8 79.00 79.00 i��//i\%/\%/\%/\%/\%/\%/\%/\%/\%/\%/\%/\%/\%/ /\\%/\%/\%/\%/\%/\%/\%/\%/\%/ CONSTRUCTION STAGING AREA 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT /`\ \\ \\i\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\�\%``\�� 878.00 878.00 /i,//i// // // // // // // //,// //��/��/ // // // // // // // // //,//,/� EMERGENCY SPILLWAY THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS ` VVAAAAAAAAA�� VA�AA�AA�AA�AA�AA�AA�AA�`�� 77.50 /y y/ IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL SECTION B 877.00 77.00 76.50 PRINCIPAL SPILLWAY AREA. 0 876.00 \/ 76.00 v 875.00 .00 875.25 CLEANOUT ELEV. y / 12" CLASS 1 RIP-RAP w POROUS BAFFLES NON-WOVEN GEOTEXTILE FABRIC 874.00 874.00 SEE DETAIL SHEET OOG-011 1 9', ELEV. 877.5 / •1I F BETWEEN ALL SOIL AND RIP-RAP. COMPACTED FILL ON TOP OF ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL 873.00 ALONG FACE OF SPREADER LIP TO REMOVED. TOP OF FOOTER. o O o VIRGIN GROUND 872.00 72" OUTLET STRUCTURE WITH /VA/VA/VA/VA/VA/VA/VA/VA/VA/V/V�/V�/V�/V�/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 � \ 871.00 \/POND BOTTOMBARRELHDPE 0.00 0.21 0.28 0.44 0.60 0.78 0.96 1.36 SEE DETAILS THIS SHEET ELEV: 874.00 % /\/ o Cumulative Storage (a c-ft) V -x TOP OF BERM ELEV. 879.00 CULVERT C-102 MAY BE INSTALLED SB-208 \ ` KEY IN RIP-RAP - KEY IN RIP-RAP IN PHASE 1 TO FACILITATE SECTION A CONSTRUCTION OF ROAD EMERGENCY SPILLWAY Basin Size \ I NOT TO SCALE Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft) \ ` 874.00 0.00 9,033 0.00♦ BOTTOM OF POND 875.00 1.00 10,632 0.23 / ' \ ELEV. 874.00 _ J 875.25 1.25 11,034 0.29 �4_ p, / ♦ �� \ \ �� \ A 1 876.00 2.00 12,665 0.49 f ARM ASSEMBLY 876.50 2.50 13,155 0.64 OUTLET PROTECTION OP-208 �� \ � RIPRAP SLOPE i/--SEE SUMMARY SHEET OOG-005 Y \ ° 877.00 3.00 14,061 0.80 PROTECTION TYP. SEE DETAIL SHEET OOG-009 L o0 877.50 3.50 14,964 0.96 C oo "C" ENCLOSURE 878.00 4.00 15,868 1.14 SILT FENCE \ o 0 0 879.00 5.00 17,718 1.52 ----- SEE DETAIL SHEET OOG-008 .a ♦ I \ �� / WATER ENTRY UNIT ---- \ \ PERSPECTIVE VIEW \ EMERGENCY SPILLWAY te \ LIMIT OF DISTURBANCEI f ELEV. 8 I ♦ ,I SEE DETAIL THIS SHEET ---- ( te PVC VENT Skimmer Design SB-208 Ph 1 Re d Vol c 10,170 SEDIMENT BASIN 208 PRINCIPLE SPILLWAY \� PVC ELBOW PIPE SCHEDULE 40 9 q� ( fl i I DESIGN INFORMATION PVC END CAP PVC PIPE Desired Skimmer Drawdown Time (td)6 hrs I y 3" PIPE DIAMETER Desired Skimmer Drawdown Rate A) 3,390 ft3/day Outlet: Sediment Basin 208 Principle Spillway, Drop Pipe Riser Top Elev: 876.50 ft *SB-208 IS FOR PHASE 1 CONSTRUCTION STAGING AREA. ONCE CONSTRUCTION IS COMPLETE AND STAGING AREA HAS BEEN STAB ILIZED,SB-208 MAY BE REMOVED. WATER SURFACE Skimmer Size in Riser Length: 6.0 ft PLAN VIEW Head on Orifice (H)6 0.250 ft Orifice Coefficient: 0.60 PVC END CAP SCALE: 1" - 50' � SCHEDULE 40 Weir Coefficient: 3.1 - 3" PVC PIPE � Culvert Length: 50.00 ft Calculated Orifice Diameter 1.713 in Culvert Diameter: 24.00 in PVC PIPE SEE TABLE FOR $ Culvert Invert In: 873.50 ft PIPE DIAMETER Actual Orifice Diameter 1.750 in INSTALL COLLAR WITH CORRUGATIONS 1/2" HOLES IN Culvert Friction Coefficient: 0.01 VERTICAL. COLLAR TO BE OF SAME GAGE CLCUTOFF TRENCH ALIGNS PVC TEE UNDERSIDE 1 .75" ORIFICE PLATE Actual Skimmer Drawdown Time 69 hrs Culvert Entrance Loss Coefficient: 0.90 AS THE PIPE WITH WHICH IT IS USED. WITH j EMBANKMENT PVC TEE Discharge: 42.13 cfs BAND EXISTING GROUND Required Discharge: 42.13 cfs 1/2" X 2" SLOTTED FLEXIBLE NOTES: 2" HOLES @ 8" C.C. FILL MATERIAL HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS FOR 3/8"0 BOLTS 2 MINIMUM IF NOT OTHERWISE NOTED. �q 10 1 �01 + d i , I I] - CUT TO BEDROCK 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE RISER BUOYANCY CALCULATION B z 2" OD OF PIPE - SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED + 1 NOT BE WATER-TIGHT. DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD 11 of 0 q i0 bi 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE i i i i i i i 1 FORCE IS A MINIMUM OF 1.25 TIMES THE UPWARD FORCE. J PIPE BARREL STRUCTURE WITH WATER-TIGHT END VIEW FRONT VIEW CONNECTIONS. DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE 2' 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED ONE PIECE CONNECTING (BUOYANCY) BAND WELDED TO PIPE; SUITABLE EARTHEN MATERIAL BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE CONTINUOUS WELD BOTH COMPACTED TO 95% OF SKIMMER REVIEWED AND APPROVED BY THE ENGINEER ONCE A 72" CONCRETE RISER W: 4' MIN. SIDES OF BAND CUT-OFF TRENCH STANDARD PROCTOR MAX. SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. WEIGHT = 15,220 lb DRY DENSITY WITHIN ±2% NOT TO SCALE NOTE: 'L' AND 'W' MUST BE AT LEAST 2-TIMES THE PIPE DIAMETER. NOT TO SCALE OPTIMUM MOISTURE CONTENT WHERE: ANTI-SEEP COLLARS TRASH RACK RISER WEIGHT = 15,220 Ib SKIMMER, 10'TOP OF RIP RAP EMERGENCY SPILLWAY, NOT TO SCALE SEE DETAIL RETRIEVAL ROPE BERM WIDTH SEE DETAIL THIS SHEET WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH) THIS SHEET ANCHORED IN 61x6' (INSIDE SEDIMENT, 72" CONCRETE THE SLOPE -1' FREEBOARD x UNIT WEIGHT OF CONCRETE DIMENSION) RISER CLEANOUT RISER STRUCTURE V FREEBOARD TOP OF BERM. ELEV 879.00 WEIGHT OF CONCRETE BASE = (7.5 ft x 7.5 ft x 2.0 ft) x 150 Ib/ft3= STRUCTURE GAGE \ 16,875lb z g -------------------------- - - ` 0.5' DEPTH OF FLOW STRUCTURE WEIGHT = 15,220 lb + 16,875 lb = 32,095 lb CONCRETE- BASE a SEDIMENT CLEANOUT DO ❑oo❑❑ oo❑❑❑❑o // / // // // // // // // // // // // // EMERGENCY SPILLWAY ELEV 877.50 D❑❑ oo❑❑ 00❑❑❑❑0 \ \ /\/\/�\/\\/\\/\\/\\/\\/\\/\\/\\/\/\ BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3 ° d MARK, ELEV 875.25 ]0 Ll oo❑❑❑ oo❑❑❑❑o RISER CREST ELEV. 876.50 , i � � � EMBANKMENT STABILIZED BUOYANCY = 216 ft3 x 62.4 Ib/ft3 = 13,478.4 lb SKIMMER WITH VEGETATION SEE DETAIL z 3 CUT OFF TRENCH 3 DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE THIS SHEET g 24" DIA. CMP (BUOYANCY) OUTLET APRON io 32,095 lb > 13,478.4 lb x 1.25 A BOTTOM OF POND INV. ELEV 873.50 24" DIA. CMP O 32,095 lb > 16,848 lb DooOD 24" DIA. CMP ELEV 874.00 ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE SHALL HAVE A MINIMUM COMPRESSIVE z_ CONCRETE BASE 20' EVERY SEE DETAIL THIS SHEET STRENGTH OF 4,000 PSI. 7.5' x 7.5' x 2.0' 20' 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE NOTES: IS USED, ALL AREAS WHERE THE PIPE IS TO BE IN CONTACT 1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. WITH CONCRETE SHALL BE PAINTED WITH A BLACK 2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE. BITUMINOUS ENAMEL PAINT. RISER PLAN VIEW SEDIMENT RISER BASIN NOT TO SCALE NOT TO SCALE PROJECT MANAGER V. HAYNES, PE PIEDMONT LITHIUM CAROLINAS INC. ��''�N CAR ',,O '''- SEDIMENT BASIN SB-208, 0,* CAROLINA LITHIUM PROJECT PLAN VIEW & PROFILE DETAIL 5 3/13/2024 REVISED PER DEMLR COMMENTS _ S AL 4 1/23/2023 REVISED PER DEMLR COMMENTS 3 LITHIUM HYDROXIDE CONVERSION PLANT PIE NT 3 5/31/2022 REVISED PER DEMLR COMMENTS %9Y� .�ci N.F:.y�``3/13/2024 ; GASTON COUNTY, NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '� R EK. NP �` FILENAME - 01CP-AO04 L I T H I U 440 S.Church Street,Suite 1200 ��i� ��`� Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT - � 01 C P-A004 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1 - 50 N.C.B.E.L.S. License Number: F-0116 1 2 3 4 5 6 7 8 50 0� 5 100 CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES� � ♦� TOP OF BERM. ELEV 885.00 ♦� �AjAAjAA�A� 4 20'W I DTH 4 VA�AA�AA / ♦ / SCALE IN FEET 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 / / / �\ 1 �/ / / /, Cumulative Storage \\/\\/\\/� \\/\\/\\ g 7 CHAINLINK FENCE -I- / � I INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. SEE DETAIL SHEET OOG-011 ♦�/� ST-222 I \\j\\j\\j\\j\\j\\j\\j\\j�Cn ELEV 883.50 �1 Y\\j\\j\\j\\j\\j\\j\\j> 886.00 //\//\//\//\//\//\//\// / �, //\//\//\//\//\//\//\//\/, X \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT / // // // // %�O O O O O O O O O�� // // // // // // // // // // // ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\�\ � ` \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\` TOP OF BERM � 885.00 85.00 AREA WITH SEDIMENT CONTROLS. \/ / \%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/\\%/�%i�\� I \/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/` / EMERGENCY SPILLWAY 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT `\ \ \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�\ ` 884.00 884.00 x \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ � EMERGENCY SPILLWAY / 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 M D > 881.25 CLEAN, ELEV. OUTLET PROTECTION OP-210 LIMIT OF w 881.00 .00 SEE SUMMARY SHEET OOG-005 DISTURBANCE NON-WOVEN GEOTEXTILE FABRIC 1 9', ELEV. 883.5 BETWEEN ALL SOIL AND RIP-RAP. COMPACTED FILL ON TOP OF 880.00 880.00 - FFFi� x�� \ ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL ♦ I ` / / / i* 1 T ALONG FACE OF SPREADER LIP TO REMOVED. ST-229 O 879.00 x TOP OF FOOTER. o o - VIRGIN GROUND �� /VA/VA/VA/VA/VA/VA/VA/VA/VA/VA/VA/�A/�A/�A/�A/�A/�A/�A/�A/�A 3:1 // /////////////////////////////////////////////////////////////// 3:1 ELEV: 883 X �� O / AAAVAA VAA VAA VAA VAA VAA VAA VAA VAA VAA VAA VAA VAA VAA VAA VAA VAA VAA VAA VAA VAA VAA\ O 878.00 P O \� o / // // // // // / / // // // // // // // // // // // // // // // // / o 6� POND BOTTOM \/\/\ ELEV: 880.00 /\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\/\ I X \ / /\\/\\/\\ \\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\ 877.00 72" OUTLET STRUCTURE WITH 0.00 0.49 0.61 1.01 1.30 1.59 1.90 2.21 XR SKIMMER AND 50 L F OF 24" DOUBLE- / ... \\//\\//\\//\\//\\ /\\//\\//\\//\\//\\//\\//\\//\\//\\ \\ \ \\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ BARREL H D P E 6� / � ..CULVERT C-103 MAY BE INSTALLED.............. \//\//\//\//\// //\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\// C u m u I ative Storage (a c-ft) SEE DETAILS THIS SHEET / P �� IN PHASE 1 TO FACILITATE �C CONSTRUCTION OF ROAD KEY IN RIP-RAP KEY IN RIP-RAP SILT FENCE SECTION A SEE DETAIL SHEET OOG-008 Basin Size EMERGENCY SPILLWAY /BOTTOM OF POND TOP OF BERM ELEV. 885.00 L Elev. (msl) Depth (ft) Area (sf) Cumulative Volume(ac-ft) ELEV. 880.00 ♦� NOT TO SCALE 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 1 2.50 25,091 1.30 � � "C" ENCLOSURE 883.00 3.00 26,116 1.59 CONSTRUCTION STAGING AREA 883.50 3.50 27,157 1.90 / - � ♦ 884.00 4.00 28,211 2.21 C Ll SB-210 \ o 885.00 5.00 30,326 2.89 I ♦ WATER ENTRY UNIT y ' �♦� PERSPECTIVE VIEW / / / \ ♦ -- i ♦ PVC VENT SCHEDULE 40 ♦ PVC ELBOW PIPE PVC PIPE \ PVC END CAP 4 PIPE DIAMETER RIPRAP SLOPE , ♦+ PROTECTION TYP. R SEDIMENT BASIN TIO PRINCIPLE SPILLWAY SEE DETAIL SHEET OOG-009 WATER SURFACE Skimmer Design se-210Ph 1 Req'd Vol (cf): 19,170 DESIGN INFORMATION .0 DOo Desired Skimmer Drawdown Time (td)6 72 hrs 000 PVC END CAP SCHEDULE 40 s Outlet: Sediment Basin 210 Principle Spillway, 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 pp p 4" PVC PIPE Riser Top Elev: 882.50 ft PLAN VIEW PVC PIPE SEE TABLE FOR Skimmer Size 4.0 in Riser Length: 6.0 ft PIPE DIAMETER 5 Orifice Coefficient: 0.60 SCALE: 1" - 50' 1 /2" HOLES IN Head on Orifice (H) 0.333 ft PVC TEE UNDERSIDE Weir Coefficient: 3.1 PVC TEE 2.25" ORIFICE PLATE Culvert Length: 30.00 ft INSTALL COLLAR WITH CORRUGATIONS CUTOFF TRENCH ALIGNS Calculated Orifice Diameter 2.189 in Culvert Diameter: 24.00 in VERTICAL. COLLAR TO BE OF SAME GAGE Culvert Invert In: 879.50 ft WITH j EMBANKMENT Actual Orifice Diameter$ 2.250 in AS THE PIPE WITH WHICH IT IS USED. NOTES: 7 Culvert Friction Coefficient: 0.01 FLEXIBLE Actual Skimmer Drawdown Time 68 hrs 1 I 1 1 I 1 I 1 I 1 I I 1 I HOSE Culvert Entrance Loss Coefficient: 0.90 i 1 i 1 i 1 i i 1 i 1 i 1 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS BAND EXISTING GROUND I I I I I I I I I I I I I - 1/2" X 2" SLOTTED OTHERWISE NOTED. I I I I I I I I I I I I Discharge: 47.52 cfs 2„ III 1 1 1 1 1 1 1 1 HOLES @ 8" C.C. FILL MATERIAL 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE 2' MINIMUM IF NOT Required Discharge: 47.52 cfs I i I i 1 i I FOR 3/8 BOLTS CUT WELDED. JOINTS OF SKIMMER SECTION NEED z_ I Q 10 1 1 101 + d 1 Oi 1 10 - CUT TO BEDROCK NOT BE WATER-TIGHT. 2' OD OF PIPE i 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE + lo END VIEW 1 PIPE BARREL STRUCTURE WITH WATER-TIGHT B d 101 l01 Q 1 l bl J III 1 1 1 1 1 1 1 1 FRONT VIEW CONNECTIONS. 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED 11I111I 1 11I 11 i 2' SKIMMER I I I I I I I I I I I I BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE I I I I I I I I I I I I III 1 1 1 1 1 1 1 1 1 1 1 ONE PIECE CONNECTING REVIEWED AND APPROVED BY THE ENGINEER ONCE A 1 BAND WELDED TO PIPE; SUITABLE EARTHEN MATERIAL NOT TO SCALE SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. RISER BUOYANCY CALCULATION W: 4' MIN. CONTINUOUS WELD BOTH COMPACTED TO 95% OF STANDARD DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A SIDES OF BAND PROCTOR MAX. DRY DENSITY WITHIN MINIMUM OF 1.25 TIMES THE UPWARD FORCE. 2 OPTIMUM MOISTURE CONTENT ANTI-SEEP COLLARS CUT-OFF TRENCH DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) NOT TO SCALE NOT TO SCALE 72" CONCRETE RISER SKIMMER, SEE DETAIL TRASH RACK 10'TOP OF WEIGHT = 15,220 lb RETRIEVAL ROPE EMERGENCY SPILLWAY, SEE DETAIL THIS THIS SHEET BERM WIDTH SHEET ANCHORED IN WHERE: 6'x6' (INSIDE THE SLOPE DIMENSION) RISER SEDIMENT 72" CONCRETE 1' FREEBOARD RISER WEIGHT = 15,220 Ib STRUCTURE CLEANOUT RISER STRUCTURE MIN. V FREEBOARD TOP OF BERM. ELEV 885.00 z GAGE WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH)x UNIT WEIGHT OF CONCRETE CONCRETE BASE -------------- --- -- - 0.5' DEPTH OF FLOW ° ° SEDIMENT CLEANOUT o❑ ❑oo❑❑ oo❑❑❑❑o // / // // // // // // // // // // // // EMERGENCY SPILLWAY ELEV 883.50 WEIGHT OF CONCRETE BASE (7.5 ft 7.5 ft 2.0 ft) 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 62.4 lb THIS SHEET a 24" DIA. CMP 3 CUT OFF TRENCH 3 BUOYANCY 216 ft3 62.4 Ib/ft3 13,478.4 lb DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) INV. ELEV 879.50 24" DIA. CMP o C3Oo 00 A 24" DIA. CMP BOTTOM OF POND ODO�O 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 ( ) 4 1. PORTLAND CEMENT CONCRETE TYPE II RECOMMENDED FOR THE INLET BASE Z SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI. CONCRETE BASE --- 20' EVERY 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL 7.5' x 7.5' x 2.0' AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED NOTES:1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. WITH A BLACK BITUMINOUS ENAMEL PAINT. RISER PLAN VIEW 2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE. NOT TO SCALE SEDIMENT RISER BASIN NOT TO SCALE PROJECT MANAGER V. HAYNES, PE " --" PIEDMONT LITHIUM CAROLINAS INC. \ ...�AR0 SEDIMENT BASIN SB-210, SS;o CAROLINA LITHIUM PROJECT _:'q�° PLAN VIEW & PROFILE DETAIL 5 3/13/2024 REVISED PER DEMLR COMMENTS 3 = LITHIUM HYDROXIDE CONVERSION PLANT 4 1/23/2023 REVISED PER DEMLR COMMENTS PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS '%��••'•�c 1 N �'•� ` GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �" R/••"•••••••P l �� FILENAME - 01 CP-AO05 ` i 440 S. Church Street,Suite 1200 1 8/27/2021 MINING PERMIT '" •E K N \�` `3/13/2024 L ! T H I U Charlotte, INC 28202-2075 01 C P-A005 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1" = 50' N.C.B.E.L.S. License Number: F-0116 1 2 3 4 5 6 7 8 -880 �6' D \ \ — HFPHZIBAH CHURCH ROA D 60' RIW 100 0 100 200 SCALE IN FEET GENERAL NOTES: 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. PI \\\ \ \ 2. ALL SLOPES 3A AND STEEPER SHALL BE STABILIZED W ITH NORTH ARQ \N6MBER\ AMERICAN GREEN S150. SEE DETAIL SHEET OOCP-012.8�78� 01 935 PARCEL NUMBE 58076 TAXPIN6008857 5 3. SEE SHEET OOG-005 FOR SEDIMENT BASIN SUMMARY. \3g1\ACc .>N \ A \ 11IGh AI EL � 269PG COL Zo�Eo R-1 I I II I I _ \ / / I I II I II / III I I I I I \ 1*6 7 I�'��I '1 I / \ \ V A 4. SEE SHEET 01 CP-B004,01 CP-B005, AND 01 CP-B006 FOR SEDIMENT/ aTN co / 3.33A I I I III \ / / / BASIN DETAILS AND STAGE STORAGE DATA. i \\\ \\\ \ \ 1 ` \ \ \❑ \ ❑ / / I I ONED?R 1 (G STO I 1 \ I I \ � \ � I CO.( / / \ \ 5. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING THE DEVELOPMENT. BREAKS IN THE FENCE LINE OCCUR WHERE IT INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15-FT III// I I I I V A / / / / � � \ \ I A III PARCEL \� WIDTH OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSED _ uMa€R�so75 / / / / / I I I / I I I FENCE LINE. 3 0TAX 09 PIN / / / / \ I I I I 6. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN UNDISTURBED. IF, DURING CONSTRUCTION, ANY UNANTICIPATED vv ❑v \ I , / - - — � �M ��, , / / / 1 \ VA \ VA \ \ \ A �/ /� I I II I / / /// / // I I A I / / \ I I / / HUMAN REMAINS ARE FOUND OUTSIDE OF THE BUFFER LIMITS, lII IAC I Ill l/�I \ \ \ \\ \ \ \ \ \ \ \ / / / I I I I D.B.1892 / / / // / V I I / / / I I I / / / CONSTRUCTION SHALL BE HALTED UNTIL FURTHER INVESTIGATION C 0 CAN TAKE PLACE. ZONED: R-1 / (GASTON co.) 7. SEE SHEET OOG-002 FOR LEGEND III IIII \\ \ \ N M�R5 07 x ICI I I11AIII I 1 � TA PINv X I III �r \ \ �600 80 95 I I z I I I I III I I I I \D. 4,.9,1 AG� III l � �\I \ \ � I — ► / � l 1 I I I / / / I l I \ � -- \�5496 G ON :R-� ST CO PROPERTY BOUNDARY (TYP) 11 �= — / / v � x _7x xx x-x-x-x-x —x—x—x x—x— x x—x—x—x—x—x— —x—x—x - —' � I I I I I \►/ \ \ \ I I \ � \ \ xx�=x_x_XX - - - _x-x- ,-x WATTLESINSTALLED —X_— \\\I / I \ \ 864— ALONG SLOPE DELINEATED � DRAINAGE AREA I x�� WET - DELINEATION I I/ LAND / \ SEE \ — /- I I / / I v 41 — �) IIII GENERAL/ . I II I / l I \ r I II � PLANTING BUFFER (TYP � LIMITS OF / —858 I / %L I \ / I A }} �� DISTURBANCE EXISTING CEMETERY SITE I I I �� CONSTRUCTION STAGING AREA 3; ► / / /// // / \ SEE NOTE 6 �I � � v \ //� ♦V♦\x', / ///ll/I/l l/I I/I IIl/II/I/I/lI/I/I /I ////// 1//1/ //l/IlI �I PROPOSED FENCE LINE, . / ♦ SEE NOTE 5 o 10 METER CEMETERY SITE BUFFER ZONING SETBACK(TYP)I IAI I I / / II / CO CO SB-207 SEE SEDIMENT BASIN SHEET 01CP-B006 o I I II I I I I I I I I I I I I I I I I I I \ — /— B � 0 —X �/ / / // / �/ / / STREAM BUFFER I 30 FT FROM TOP x OF BANK I / / I ♦ / J l � / � � _=x- XfX-x- -x�� I III I I I I I I I I \ \ v � \ \ // I I I /� I I / \ I / / / /// I I \ I I\ �V A \ \\ / °° I� III � v I .�/�-/�/ I I� I �� ,f I \ v \ � / � � / � / / I \ V A ° � - - � 4 �/ I r v /I — �X, —�*��`_ l I �� / / ) �l/// � / / � � � � I \ \ \ / / ♦ � / / / / � I I � � I I I I I III / \ \ \ \ \ \ \ v v v _ � _ — — PA CEL NU(�BER< 20 I I \ \ V A V A \ / I I �/ /( I I I I I '' �� V / I I _ \ — / / �� / A TAkPINI — ffl 3600 7 676I� �\ , \ STREAM CROSSING NO.3 m SEE SHEET 01CP-B007 C >a D.Bl 5182�I G. \\PA\ \L Z� I \ \\ � (sB 201 ASTON TAX RRIN 3 009 �\\ i SEE SEDIMENT BASIN SHEET 01CP-B004 DNICA"V 5 ,IVJAM\I.N D . o LV�WIs DUNIVA\V TRA CIE EA�VED -n SB-205 AC 4 SEE SEDIMENT BASIN SHEET 01CP-B005 D.B.496 PG.011?1 \ZON D R 1 (GASTON CO)\\\\\\A\\\\\\\\\\\\ g6g- \ \\ \\\v\ \ -v- v - v v v v A 111A 11 I ; 1► T / I �� / v / /� �/ I / , v / / / / // / / , \ \ 1 A \ \ \ v v \ v � v v 1 1 11 \I vv� I� v v I III I V' .� / /� o �\ \ \ I z -I—� I T \ / / /�� \ \ \ \ \ \ — RCEL � \ \ PAAX PIN 36BE070426 5 \ �, v / ��;�RaA. �.,�ast,�� \ \ v SEE SHEET 01CP-000 FOR CONTINUATION a ♦♦ *' J I // X \ \ \ \ — // I PROJECT MANAGER V. HAYNES, PE PIEDMONT LITHIUM CAROLINAS INC. LITHIUM HYDROXIDE CAROLINA LITHIUM PROJECT CONVERSION PLANT - EROSION =5 3/13/2024 REVISED PER DEMLR COMMENTS 3 AL •• CONTROL PHASE 1 - INSET B 4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS ' ��••'•�C I N �•' GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�FR/••••••••\A, l . � FILENAME - 01 CP-BOo1 1 �,l 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT �''��1„11�1110 ��`3/13/2024 L ! T �I_ I U_ I w l Charlotte,NC 28202-2075 SCALE - 1" = 100' 01 C P-B 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 -880 o v \ \\ V I I I I v / \ \ I \ V ❑ / / / �( )� \ \ — \ HEPHZIBAH CHURCH ROAD D 60' RIW �\ \vv�❑ v r / / / \ \ I / I / / I I I I I I / — \ \ \ \ \ I 1 I I \ 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. I � II❑ �� v \ \ ��\ � v � v �� _ � � �I � / AIII � � � \ I I l / � — � - - ; � � � � — \ , I I I � \ � I I I III � \ \ � v v � - - - v v \ \ 2. ALL SLOPES 3:1 AND STEEPER SHALL BE STABILIZED WITH RAR6 \L N4MBER\ \ \\ \ �\ / I NORTH AMERICAN GREEN S150. SEE DETAIL SHEET OOG-012. I ❑\\ \ \ I Q\\ PI�536�881935 \ \ \ / / / I I / PARCEL NUMBEF� I / / I / / I 1 \ I I I / I \ I 1 \ \ / / \ \ \ \ kq, 3�1 AC C V A\ \ \ / / / I I I / 158076 I I I I I / V I / \ �\ \ V A 3. SEE SHEET OOCP-005 FOR SEDIMENT BASIN SUMMARY. yti C TAX PIN 36008857 5 \\\II B 3. PG.oa5 V I COOL MICHA L A\\\�\\ ❑� �1�:R-1 7 V A / l l I I lAM1I❑LI�I I I I I I / I I I I I I / / III I I I \ \ 6 \ \ V A\ \ 4. SEE SHEET 01CP-B004, 01CP-B005, AND 01CP-B006 FOR SEDIMENT \ \ ❑ El / / I I / 364 P 0594 I I I I A / / / / / I IIII I / / I I I I \ \ \ \ \ A BASIN INFORMATION. \\\ \VA\VA \ \ \ VA \ I �ONED.R-1 (GnS\TO CO.) I I \ I I I I I I I \ \ \ \ \ I 5. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY LIDO 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." PARCEL -NUIb}13€R-T5_8075 x ��/ /�❑/� \ V / \ \ I — — TAX PIN x ❑��/////� ��\ A\ \ \ \❑ / /� / I I \ V I I I 36009 6. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING �E RD V A \ I I THE DEVELOPMENT, BREAKS IN THE FENCE LINE OCCUR WHERE IT i// ❑❑ //� I \ \ / \ 1 I I LL'CTR1 ' / / I I I l I l INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15-FT / I \ I / \ I I / / WIDTH OF DISTURBANCE ACCOUNTED FOR ALONG PROPOSED l IIlI I \ \ \ \ \ I 12.28AC / Il I I I I / / I / C D.B. 1892 / / I / / I FENCE LINE. 0E852 (GAOSTON CO.> / /// I I I \ / / / I I 7. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN I I I IIII \IAA \I\\Vx�\X��XX�h�� I I I I I\II II III IC II II II III I I IIII III IIII I III\II II\I I I�IIIIr❑II\I II\I A A\IV I\\\Y\\\I\\�I\VI\I\\\\\I\\ P\�R\c \L \VI\\IA\1V\I\A\\\�_ \ �/i——___—//��//��///// /�I�j//VI I\/� V //I//A/II I1 I I/I/I I/II II�I I�III\II I II II —_ —♦-♦�'♦ �/ //_ i i i\ ___ //i /�// �/��/�/�///(/,//❑//�/�/�//I/,/ I/�//I/////////////////I�rI� // II/ V I/ II I II/ I I I I I - I I I\ II I\ \ V \ \A \ /// ///////// / I 1/I /l /l/I II I I I \ / UNDISTURBED. IF, DURING CONSTRUCTION, ANY UN ANTICIPATE D N�MT � HUMAN REMAINS ARE FOUND OUTSIDE OF THE BUFFER LIMITS,A N 0� P CONSTRUCTION SHALL BE HALTED UNTIL FURTHER6? 10, 5 INVESTIGATION CAN TAKE PLACE.81�A \ \ D A 8. SEE SHEET OOG-002 FOR LEGEND 31� AC �B\50v56PG. I ON�DR-llll II \ x G T NCO / PROPERTY BOUNDARY (TYP) SKIMMER BASIN RECLAIMED STAGING AREA i / / / I I I I� \ _ _ I l I 11 / /l / STAGE STORAGE DATA x� 1 1 _ 0— I / I \ —�,A ♦ / / �� — / / / I I I / / / / I I I I / / / _ SK-242 Ph 2 xx�-x-x -x- I / x Elev. (msl) Depth (ft) Area (sfl Cumulative V o lume (cfl++ x-x- -x- -x x-x -x- -x-x- -x -i � � 1-1 834.00 0.00 1770 0 x - -xx-xx-x-x-x-x -x-x-x -x-xxWAT xmaT � �A I 835.00 1.00 2,114 1,939/ x 864— ALONG SLOPE DRAINAGE AREADELINEATED xx 836.00 2.00 2,483 4,235 WETLAND DELINEATION GENERALI 837.00 3.00 2,877 6,913 NOTE#3 X X10 PLANTING BUFFER (TYP) 838.50 4.50 3,515 11,699 I� �� IA \ II I � � \ \ / �/ I I I I I A\ � � ❑ � V I I / /� // / / / / V ❑ I I V A� I v \ �I EXISTING CEMETERY SITE, V A WATTLES INSTALLED 1 xX� PROPOSED FNCE LINE,NOTE 7 ALONG SLOPE SEE NOTE 6 _ I I o I I II III / �/� CEMETERY SITE BUFFER \ RETAINING WALL -A 860 SEE GENERAL NOTE#2It. / / /// / XI ZONING �SETBACK ETBACK (TYP) CO / l I I I I � � - PROPOSED IxI UNDERGROUND Ix Z:) ISEE SEDIMENT BASIN SHEET 1CP-B006\ 8 ELECTRICAL � � % ♦ ° \❑ STREAM CROSSING NO. 3 I / PROPOSED WATER X / / LIMITS OF / / STREAM BUFFER. 30-FT00 / / ♦ �\ �❑ SEE SHEET 01CP-B008 I / _ A �� x / /�' DISTURBANCE / FROM TOP OF BANKS I I \ , \////��/��/I/I I//I I I �oo I A!,u2 A�\\\I❑I\ \ \� / // / l , ❑ ❑ / � �, ►- X PROPOSED LABORATORY AND �X ( RETAINING WALL ADMINISTRATIVE BUILDINGS -x-x X � X x X - -x xf - � x � X-PROPOSED SANITARY X xX CJ SEWER FORCE MAIN 00 r�� \ I I �- /�' - Jq M � o ,� _ ' _ ♦ '� I � II�l 1 �TAI CO I ° NU�BER 854 WASHOUI \ TA 'P=Nm 600 CONCRETE �7676� - -201 00 SB 002Cm ° ` - 004 > DB G. WATER TREATME SEE SEDIMENT BASIN SHEET 01CP0801p Z(�NEDI \IA\\\\\\\\\V\\\\\\\\\\PL\A\R\C W I\\LS N\\U D\\B\E\R\ 09200 PLANT ° 9N��oN� NzcAr❑❑0JAMI\ N D SEE GENERAL NOTE# D� NIVA\V ❑CIE v,(E ED ,n PRO POSEb 3.3�AC 01 1 B.4964 PG. a ° CONVERSION \\\\\\\ \\A \ \ -- _ — A \ �: (OA \ \ ZON R 1 STON CO) I PLANT I� m c+� /♦ / / / I I A / / / / ////// / \ III \ I A \ \ \ \ \ \\ — z \ 5B-N I I VI\ \ I I p \ \— �❑❑ I / / aoo / SEE GENERAL NOTE#1 Z i I I ❑ \ PARCEL \»\❑l \ \ \ I/ I III ) \� � p / /% ; *%'' / I /� \( \ V — ,/ ❑��//// l l I I I II I I I\ VI A PA CEL NUMBER 221\M 5�A� IN 361Q426OSLSB-205 co \TRARIA � R SEE SEDIMENT BASIN �\ \� SHEET 01CP-B005 SEE SHEET 01 CP-CO02 FORCONTINUATION v v — — — PROJECT MANAGER V. HAYNES, PE " - PIEDMONT LITHIUM CAROLINAS INC. �N •�AR0� -,, LITHIUM HYDROXIDE =off oF�sS,0/�7 i CAROLINA LITHIUM 4 PROJECT CONVERSION PLANT - EROSION Q• S A L 5 3/13/2024 REVISED PER DEMLR COMMENTS YS LITHIUM HYDROXIDE CONVERSION PLANT 4 1/23/2023 REVISED PER DEMLR COMMENTS 3 CONTROL PHASE 2 - INSET B PIE NT 3 5/31/2022 REVISED PER DEMLR COMMENTS �9�''•.:��I N GASTON COUNTY NORTH CAROLI NA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ',FR�••'•••'••••P� .`� FILENAME - 01 CP-B002 # r + + 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT ''"i�,,�,�� N ��`�3/13/2024 L I J H 1 U 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 �6' D V - HEPHZIBAH CHURCH ROA D g0' RIW 100 0 100 zoo SCALE IN FEET GENERAL NOTES: 777 >¢ I � � / \� \ � - � — L I � J f � 1 I I � \ \ \ \ \ \ — \ 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. AR6\L N6MBER\ \1 \ 1,58��77\\ \ \ \ \ / I I I / PARCEL NUMBS I / / I / / / / \ \ \\ 2. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN PIf =0881935 / / I I / / I I I I I I I / I \ \ \ \ \ UNDISTURBED. IF, DURING CONSTRUCTION, ANY UNANTICIPATED \ W CAiNN \ \ TAX PIN 586008857 5 HUMAN REMAINS ARE FOUND OUTSIDE OF THE BUFFER LIMITS, \\\\II �I � a1�Pc.0�7V I I COOL NICK 1 I / J I I / I I A \ — V � CONSTRUCTION SHALL BE HALTED UNTIL FURTHER INVESTIGATION -711 E :R-1 V A V / / // � � N� I I I I I I I I ( I I I I / / III I I I \ \ �� I \ \ \ \ N cC` A \ / / 1 1 1 I I I \ \ \ V A CAN TAKE PLACE. \ \ I I\\ I 0594/D B 3264 P I I \ III I I \ \ \ 3. BASINS TO REMAIN AS A MEANS TO SATISFY ANY FUTURE NEEDS �ONED:R-1 (G�STO� ) I \ V I I\ /� // / / // / \ I � I I I � I � A \ � A � �I I AI � FOR STORMWATER COLLECTION. 4. SEE SHEET OOG-002 FOR LEGEND. / \ PARCEL _4UM$€R�8075 3 0TAX 09 PIN ��HI / / / I I \ l /////// 1 \\ ❑\ \ \ ¢ / / 1 I I 12.28AC D.B.01892 852 (GASTON CO.) \ZONED'R-1 N�MARAN�07� v Av v � I I V I I I I I � I I 600�80 95 I � IIIIIII \\�AV�� \ I I ��,\,f� \ \ v V II VII\� I�\�\\B\50 6 U.\\ \( \\ ON q:R-� \ III I IAA\ \\ �\ cpsT�n�CO� I� / j am/ �/ V �// l / I PROPERTY BOUNDARY (TYP) _ —X—x.:X—X—X—X—X—X— 7LX—X-X—X X--X—X— � � X DELINEATED -- / / / - / I k -X-X-X X X—X x X XvX X X�X X-x X-X-X-X-X-X X-X-X\X � 864— J I x WETLAND A , J I I I v v STREAM BUFFER, 30 FT � I PLANTING BUFFER (TYP) / / \ \ / FROM TOP OF BANKS� STREAM BUFFER, T -858 FROM TOP OF BANKS � � I I � � �x \ � � _ — EXISTING CEMETERY SITE PROPOSED FENCE LINE, SEE NOTE 5 I / / / / / I I I I I I I 10 METER CEMETERY I � 860 � _ � � I II I I � I ( / / �/ � I I I � �; `, I � / / // / / I I I I I I I I I CO SITE BUFFER \ / I I ZONING SETBACK(TYP) / / I I I I B / I I I SB-207 / 850 CO SEE SEDIMENT BASIN SHEET 01 CP-B006 / 838 — // I / / / SEE GENERAL NOTE #3 / _� I V I / / / I I I I I I I 0 I / I I I I \ RETAINING WALL � � � / Jl /� ��v� / / d / d a a — / / /�/ / i l / / \ / x - \ �/ ' I /v / / / /X-x-� x-X- -x_x/zx XX x�/,/) A v co f 00 T IIII AI I � / I // / / / I M � � � z / /// �/ \v � o SEE GENERAL NOTE #1 / / / / / I I I \ \ \ \ \ i C' 840 � a d PA�ICEL / I I / N �{8 ER 0 I I I / / / /�I IIII I I I I V I / I — �/ X� \ \ / TAk PIN 3600 7676 �, — V A / ! � , , — zm I IIII ao � /I I � ` SB-201 SEE SEDIMENT BASIN SHEET 01CP-B004 A 3'.00 AC STREAM CROSSING NO. 3 D. I I I I A V A \ V A \ 5182�G. \ I I I A V A \ \ \ \ o TO REMAIN FOR ACCESS, \ \\ / / I SEE GENERAL NOTE #3 I I \ VA\ d� \ \ � / � �� d � / � / I 0801 � V � �PARC�L NU BER�09200 \ \ C SEE SHEET 01CP-B009 \ I , / ' / Z NED:R 1 RR VA I A� d /� / V\ d / // ( (�CO NI \ \ �\ \\ I \ �� V A A D NICA�V3B��NJ�AMIN CD \ / / / / / / \\ I \ \ V A \ L�WIs\DNrVA\V \ A EAWED \ W 5A_N J I / l I I \ \ 0 \ \ \I IIII I \ I I $ � / � / / / / �/1-N / / I I / I I / \ \ \ \ \ \ \ . 3.3 AC \ \ \ a b C� \ I \ VA II I I M I I I I I I / I / V v 1 B-N // I \ \ V A A \ZONE\D:R96(G\4STON CO.)A \ o 1 , \ \INI v / / / // \ \ \ V A \ \ V \ v It ? SB-205 I c _ \ SEE SEDIMENT BASIN II All D A SHEET 01CP-B005 SEE GENERAL NOTE #3 I V�� V A o PA TAX PIN 36CEL NU BER 221�,� 5 \\ � \ \\ \ I I I\ c� I \ \ A V A \ Ilk I1 070426 \ - 00 I �J \ �s� SEE SHEET 01 CP CO03 FOR CONTINUATION PROJECT MANAGER V. HAYNES, PE " - PIEDMONT LITHIUM CAROLINAS INC. �N .�A 0� LITHIUM HYDROXIDE CAROLINA LITHIUM PROJECT =o�:oFESS o�.•% s AL CONVERSION PLANT - 5 / 3/2023 REVISED PER DEMLR COMMENTS REVISED PER DEMLR COMMENTS 1 4 /23/202 3 = LITHIUM HYDROXIDE CONVERSION PLANT RECLAMATION PLAN - INSET B P I E DPAON T 3 5/31/2022 REVISED PER DEMLR COMMENTS '%9�'''•.�,c.l N•F:•' GASTON COUNTY, NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ',F/t/ Py .` FILENAME - 01 CP-B003 t 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT ''"i"""„��\A '11`�3/13/2024 1.1 Charlotte,NC282o2-2075 SCALE - 1" = 100' 01 CP-B003 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 50 0 100 CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES TOP OF BERM. ELEV 838.00 \ a a DRAINAGE AREA V� VA VA 20'WIDTH 441 VA VA VAS o \ \ Oro DELINEATION SC L 1 F T 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT 1/2 i//\//\//\ 4 \//\//\/ Cumulative Storage \\/\\/\\/� g I / LIMIT OF INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. ( //\//\ \/ DISTURBANCE �\ \\ \\ \\ \\ \\ \\ \\ ELEV 836.50 ��%\\/\\/\\/\\/\\/\\/\\/` 839.00 1// // // // // // // // % // // // // // // // // // 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT \//\\//\\//\\//\\//\\//\\//\\//\\//\\//`,� O O O O O O O O O /`/\\/\\/\\/\\/\\/\\/\\/\\/\\/ / / / a \ SB-? 1 - I ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \%j\%j\%j\%j\%j\%j\%j\%j\%j\%j\%/\\%/\��^��^��^��^��^��^��^��^��i/`%/\\%j\%j\%j\%j\%j\%j\%j\%j\%j\%j\%j 838.00 TOP OF BERM 38.0� J \\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\�\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\ 0 / AREA WITH SEDIMENT CONTROLS. �//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ � / / / I 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT `\`\\ \\i\\j\\/\\/\\\\\\\\\\\\\\\\\\\�\\�\\�\\�\\�\\� \\ \/\\j�\\``\' 837.00 EMERGENCY SPILLWAY 837.00 \ \ 7 CHAINLINK FENCE X J THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS 36.50 / �"SEE DETAIL SHEET OOG-011 I /� AREA IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL SECTION B 836.00 36.00� . 35.50 PRINCIPAL SPILLWAY PROPOSED SITE , X / 0 835.00 35.00 " ZACCESS ROAD a 90 / I 12 CLASS 1 RIP-RAP D 19 J� � ' °1 834.00 .00 834.25 CLEANOUT ELEV. EMERGENCY SPILLWAY w NON-WOVEN GEOTEXTILE FABRIC COMPACTED FILL ON TOP OF ELEV. 836.50 I 1 9', ELEV. 836.5 POROUS BAFFLES / P. SEE DETAIL THIS SHEET j BETWEEN ALL SOIL AND RIP-RAP. � I , ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL 833.00 833.00 SEE DETAIL SHEET OOG-011 SILT FENCE ALONG FACE OF SPREADER LIP TO O REMOVED. SEE DETAIL SHEET OOG-008 TOP OF� FOOTER o o VIRGIN GROUND 832.00 /V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/\/\\ 3:1 ELEV: 836 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 // //\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\/ //\//\//\//\ ELEV: / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / /\\j\\/\ u 1 / / / / / / / / / / / / / / / 830.00 a I i / i //ii//i//i//i//i//i/ ////i//i//i \//i//i//i//i////i//i//i///, 11 PIPE1A-N ( SEECULVERT / I \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ SUMMARY TABLE ON � � � \\/�\\/�\\/�\\/�\\// /�\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\\/�\ 0.00 0.49 0.61 1.01 1.30 1.5 9 1.90 2.2 Z 2.89 Cumulative Storage (ac-ft) SHEET OOG-005 '� X� OUTLET PROTECTION OP-201, Imo_ \ )�J SEE SUMMARY SHEET OOG-005 / KEY IN RIP-RAP - KEY IN RIP-RAP N-12 ST HDPE PIPES, Co BOTTOM OF POND / / SECTION A M m ELEV. 833.00 JOINTS SHALL BE SOIL TIGHT \ / I DOUBLE INLETS AT EMERGENCY SPILLWAY Basin Size LOW POINT, PROVIDE X NOT TO SCALE INLET PROTECTION � I Elev. (nisi) Depth (ft) Area (sf) Cumulative Volume (ac-ft) 1 DURING CONSTRUCTION a ARM ASSEMBLY 833.00 0.00 20,173 0.00 a i i � o 72" OUTLET STRUCTURE WITH 834.00 1.00 22,098 0.49 SKIMMER AND 50 LF OF 30" HP STORM DUAL WALL PIPE, ADS OR EQUIVALENT. 834.25 1.25 22,588 0.61 SEE DETAILS THIS SHEET C ENCLOSURE C EO S U R E 835.00 2.00 24,079 1.01 1 B N a ' / X i 835.50 2.50 25,091 1.30 PIPE 1 B-N ( SEE CULVERT �. o o a 836.00 3.00 26,116 1.59 SUMMARY TABLE ON SHEET OOG-005) OUTLET PROTECTION OP-201, 0 836.50 3.50 27,157 1.90 C a / � SEE SUMMARY SHEET OG-005 ° WATER ENTRY UNIT 837.00 4.00 28,211 2.21 PROPOSED ` PERSPECTIVE VIEW 838.00 5.00 30,362 2.89 PLANT BUILDING / / OUTLET PROTECTION OP-201A, AND EQUIPMENT a / / SEE SUMMARY SHEET OOG-005 / Alc / \ PVC VENT SCHEDULE 40 TOP OF BERM ELEV. 838.00 \ PVC END CAP PVC ELBOW PIPE PVC PIPE TOP OF BANK 4" PIPE DIAMETER 1 BASIN ACCESS ROAD WATER SURFACE I I ( 30 STREAM BUFFER Skimmer Design SB-201 Req'd Vol (cf): 18,684 SEDIMENT BASIN 201 PRINCIPLE SPILLWAY / I �If DESIGN INFORMATION I I � � I °°° 000 PVC END CAP Desired Skimmer Drawdown Time (td)6 72 hrs �1 x s Outlet: Sediment Basin 201 Principle Spillway,SCHEDULE 40 Desired Skimmer Drawdown Rate A) 6,228 ft /day p p' y, Drop Pipe 4" PVC PIPE Riser Top Elev: 835.50 ft PLAN VIEW PVC PIPE PIPE DIAMETER Skimmer Size 4,0 in Riser Length: 6.0 ft SCALE 1" - 50' 112" HOLES IN Head on Orifice (H)5 0.333 ft Orifice Coefficient: 0.60 PVC TEE UNDERSIDE 25 2. " DIA. PEA- Weir Coefficient: 3.1 E INSTALL COLLAR WITH CORRUGATIONS CLCUTOFF TRENCH ALIGNS PVC TEE ORIFICE_ - 7 Culvert Length: 70.00 ft VERTICAL. COLLAR TO BE OF SAME GAGE WITH j EMBANKMENT FLEXIBLE Calculated Orifice Diameter 2.162 in Culvert Diameter: 30.00 in AS THE PIPE WITH WHICH IT IS USED. COUPLING WITH Actual Orifice Diameter$ 2.250 in Culvert Invert In: 832.50 ft TRANSITION TO NOTES: Culvert Friction Coefficient: 0.01 BAND EXISTING GROUND SKIMMER PIPE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS Actual Skimmer Drawdown Time 66 hrs Culvert Entrance Loss Coefficient: 0.90 1/2" X 2" SLOTTED OTHERWISE NOTED. FILL MATERIAL 2�� HOLES @ 8" C.C. 2' MINIMUM IF NOT 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE Discharge: 62.37 cfs i \ 1 " STAINLESS i i FOR 3/8" BOLTS \ CUT TO BEDROCK STEEL STRAP SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED Required Discharge: 62.00 cfs Q i0 bi id Oi i0 ��r NOT BE WATER-TIGHT. > 2"� j OD OF PIPE 1 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE id i poi ' 01 Q 1 io' i �Oi 1 END VIEW I " STAINLESS STEEL STRAP PIPE BARREL STRUCTURE WITH WATER-TIGHT B CONNECTIONS. J 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED SADDLE BRANCH CMP CONNECTION BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE EXTEND ADEQUATE DISTANCE FROM RISER ONE PIECE CONNECTING REVIEWED AND APPROVED BY THE ENGINEER ONCE A BAND WELDED TO PIPE- SUITABLE EARTHEN MATERIAL SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. CONTINUOUS WELD BOTH COMPACTED TO 95% OF STANDARD FRONT VIEW RISER BUOYANCY CALCULATION W: 4' MIN. PROCTOR MAX. DRY DENSITY WITHIN SIDES OF BAND DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A 2 OPTIMUM MOISTURE CONTENT SKIMMER 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 1 O'TOP OF WEIGHT = 15,220 lb RETRIEVAL ROPE EMERGENCY SPILLWAY, SEE DETAIL THIS THIS SHEET BERM WIDTH SHEET 0- ANCHORED IN WHERE: 6'x6' (INSIDE 5 THE SLOPE DIMENSION) RISER U SEDIMENT 72" CONCRETE 1' FREEBOARD STRUCTURE Q CLEANOUT RISER STRUCTURE MIN. V FREEBOARD TOP OF BERM. ELEV 838.00 RISER WEIGHT = 15,220 lb o GAGE WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH)x UNIT CONCRETE ---------- ------- 0.5' DEPTH OF FLOW WEIGHT OF CONCRETE BASE ° a ° d a a SEDIMENT CLEANOUT o❑ ❑oo❑❑ oo❑❑❑❑o // / // // // // // // // // // // // // EMERGENCY SPILLWAY ELEV 836.50 WEIGHT OF CONCRETE BASE (8.0 ft 8.0 ft 2.0 ft) 150 Ib/ft3 19,200 Ib MARK, ELEV 834.25 0❑❑1 oo❑❑❑ oo❑❑❑❑o RISER CREST ELEV. 835.50 SKIMMER, 1 1 EMBANKMENT STABILIZED STRUCTURE WEIGHT = 15,220 lb + 19,200 lb = 34,420 lb WITH VEGETATION NOTES SEE THISDETAIIT ° 3 SCUT OFF TRENCH 3 BUOYANCY DISPLACEMENT VOLUME OF RISER 62.4 Ib/ft3 OUTLET APRON BUOYANCY 216 ft3 62.4 Ib/ft3 13,478.4 lb 30" DIA. CMP BOTTOM OF POND INV. ELEV 832.50 30" DIA. CMP oOOOo DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) A 0O ELEV 833.00 a \\\\\\\\ III III III Oo0034,420 lb > 16,848 lb 34,420 lb > 13,478.4 Ib x 1.25 a ° a a ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE 11 RECOMMENDED) FOR THE INLET BASE 20' EVERY SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI. CONCRETE BASE --- 20' 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL 7.0' x 7.0' x 1.0' AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED NOTES: 1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. WITH A BLACK BITUMINOUS ENAMEL PAINT. 2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE. RISER PLAN VIEW NOT TO SCALE SEDIMENT RISER BASIN NOT TO SCALE PROJECT MANAGER V. HAYNES, PE PIEDMONT LITHIUM CAROLINAS INC. ''�N CAR 0 SEDIMENT BASIN SB-201 , =o :••F�Ss,o ;Z CAROLINA LITHIUM PROJECT PLAN VIEW & PROFILE DETAIL 5 3/13/2024 REVISED PER DEMLR COMMENTS ' SE 4 1/23/2023 REVISED PER DEMLR COMMENTS 2 - LITHIUM HYDROXIDE CONVERSION PLANT PIED/�AONT 3 5/31/2022 REVISED PER DEMLR COMMENTS ' 9•�•'•�0IN� •• GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS --'l FR�E•K••HPy�.` FILENAME - 01 CP-B004 440 S.Church Street,Suite 1200 ,,��„,%x 3/13/2024 L I T H I U 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 50 0 5 100I CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES � I � TOP OF BERM. ELEV 832.00 _ cirA I ET 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 i\\//\\//\\//� \� 1 rCZ C/\\ \\ \\/ Cumulative Storage ° INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. /j\/j\/j\i/ i/ ij>,'UO O r/y/`rj\//\//\// g RIP RAP INFLOW PROTECTION I I \\j\\j\\j\\j\\j\\j\\j\\j� ELEV 830.80 j\\j\\j\\j\\j\\j\\j\\j I / / i / / / / / / / / % // // // // // // // // // 833.00 I \\/\\/\\/\\/\\/\\/\\/\\/\\ \ �'\\ \\ \\ \\ \\ \\ \\ \\ \\> a SEE SHEET OOG-009 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT //A//A//A//A//A//A//A//A//A//�,\O VA/VA/VA/VA/VA/VA/VA/VA/VA/VA/VA�V� 0 0 0 0 0 0 0 0 ��VA/VA/VA/VA/VA/VA/VA/VA/VA/VA/VAS ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN j /A//A//A//A//A//A%/ ^A� \�^ ^A� TOP OF BERM AREA WITH SEDIMENT CONTROLS. AAVAAVAAVAAVAAVAAVAAVAAVAAVAAjAAjAAjAAj/VAj�VAj�VAVAAVAAVAAVAAVAAVAAVAAVAAVAAVAAVAAVAAVAAVAAVAAVAA\\V/VAAVAAVAAVAAVAAVAAVAAjAAjAAj�A�` 832.00 32.00 OUTLET PROTECTION OP-205A \ a \ oo ° SEE SUMMARY SHEET OOG-005 d i 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT 5A-IN THE EMBANKMENT KM E NT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS � `V��VA��AA��AA��AA��AA��/��/��AA��AA��AA��AA��AA��VA��AA��AA��AA��AA��AA��`� 831.00 831.00 .80 POROUS BAFFLES PIPE 5A-N ( SEE CULVERT IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL SECTION B EMERGENCY SPILLWAY SEE DETAIL SHEET OOG-011 \ \� \ SUMMARY TABLE ON AREA. \ � SHEET OOG-005) 830.00 Q 830.00 I d o PRINCIPAL SPILLWAY SILT FENCE \ PIPE 5B-N 12" CLASS 1 RIP-RAP 829.00 80 829.00 SEE DETAIL SHEET 00 008 \ \ / \ \ ,,, CLEANOUT ELEV. 1 \I I 4 NON-WOVEN GEOTEXTILE FABRIC 1 7.2', ELEV. 830.8 828.00 80 828.00` I BETWEEN ALL SOIL AND RIP-RAP. COMPACTED FILL ON TOP OF I ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL ALONG FACE OF SPREADER LIP TO O REMOVED. 827.00 TOP OF FOOTER. o o VIRGIN GROUND I o I I /\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\ I 111 cn I 1 I BOTTOM OF POND 3:1 / /\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\ 3:1 ELEV: 830 + 826.00 TOP OF BERM ELEV. 832.00V /AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/AA/ ELEV. 827.80 co POND BOTTOM ' 1 1 \ / / vv / vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv vv / / v I ELEV: V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/V/\ PROPOSED O // //AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//A O 825.00 N / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / co PLANT BUILDING \\//\\//\\//\\//\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \ 0.00 0.04 0.21 Q.26 0.46 0.52 0.75 1.15 S13-205 B� I AND EQUIPMENT //�//�//�//�// //////////////////////\//////////////////////////////////////////�//�//�//�//�//�//�//�//\/�// Cumulative Storage(ac-ft) I � x` EMERGENCY SPILLWAY ( A \ KEY IN RIP-RAP KEY IN RIP-RAP ELEV. 830.80 I SEE DETAIL THIS SHEET p' PROPOSED SITE SECTION A \ B I a ACCESS ROAD EMERGENCY SPILLWAY' I Basin Size I 48" OUTLET STRUCTUR WITH 0 ° B-N 5 NOT TO SCALE Elev. (msl) Depth (ft) Area (so Cumulative Volume (ac-ft) E 11 I 1 SKIMMER AND 50 LF OF 24" HDPE \� 1 \ 827.80 0.00 8 444 0.00 SEE DETAILS THIS SHEET r' / 00 '� 24" HDPE PIPE V ARM ASSEMBLY \ 828.00 0.20 8,809 0.04 �� \ @ 1% SLOPE - a o-J828.80 1.00 10,048 0.21 11 \ OUTLET PROTECTION OP-205 829.00 1.20 10,387 0.26 829.80 2.00 11,661 0.46 SEE SUMMARY SHEET OOG-005 \ "C" ENCLOSURE �� ♦ INLET AT hL 830.00 2.20 12,048 0.52 LOW POINT, PROVIDE 0.. a ° 830.80 3.00 13,380 0.75 ♦♦ \ INLET PROTECTION C DURING CONTRUCTION 831.00 3.20 13,778 0.81 \ \� WATER ENTRY UNIT 832.00 4.20 1 15,576 1.15 \I BASIN ACCESS ROAD\ __- PERSPECTIVE VIEW DRAINAGE AREA \ \I DELINEATION PVC VENT SCHEDULE 40 30' STREAM BUFFER PVC ELBOW PIPE PVC PIPE PVC END CAP 3" PIPE DIAMETER \ \ 000 LIMIT OF DISTURBANCE �� I � \ WATER SURFACE °° o Skimmer Design SB-205 Req'd Vol cf): 8,100 SEDIMENT BASIN 205 PRINCIPLE SPILLWAY I ♦♦� 000 000 PVC END CAP SCHEDULE 40 5 ( DESIGN INFORMATION a PLA N PIPE Desired Skimmer Drawdown Time (td)6 hrs PLAN VIEW \ SEE TABLE FOR Desired Skimmer Drawdown Rate (Qd) 2,700 ft s/day Outlet: Sediment Basin 205 Principle Spillway, Drop Pipe SCALE 1" 50' PIPE DIAMETER PVC PIPE Riser Top Elev: 829.80 ft = 1/2" HOLES IN Skimmer Size in Riser Length: 4.0 ft INSTALL COLLAR WITH CORRUGATIONS PVC TEE UNDERSIDE 1.5" ORIFICE PLATE Head on Orifice (H)s Orifice Coefficient: 0.60 0.250 ft Weir Coefficient: 3.1 VERTICAL. COLLAR TO BE OF SAME GAGE PVC TEE AS THE PIPE WITH WHICH IT IS USED. Culvert Length: 50.00 ft 7 Culvert Diameter: 24.00 in - CUTOFF TRENCH ALIGNS Calculated Orifice Diameter 1.529 in BAND FLEXIBLE NOTES: Culvert Invert In: 826.80 ft 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? 75 hrs Culvert Entrance Loss Coefficient: 0.90 FOR 3/8"0 BOLTS EXISTING GROUND 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE Iq ion 101 id i 'oi o SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED Discharge: 21.07 cfs z � FILL MATERIAL :52"� �� ►� OD OF PIPE 2' MINIMUM IF NOT NOT BE WATER-TIGHT. Required Discharge: 21.07 cfs �d 1 01 10 a �o � 01 - CUT TO BEDROCK 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE PIPE BARREL STRUCTURE WITH WATER-TIGHT B END VIEW FRONT VIRW CONNECTIONS. 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED SKIMMER ONE PIECE CONNECTING BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE BAND WELDED TO PIPE; REVIEWED AND APPROVED BY THE ENGINEER ONCE A W: 4' MIN. CONTINUOUS WELD BOTH 2' NOT TO SCALE SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. RISER BUOYANCY CALCULATION SIDES OF BAND SUITABLE EARTHEN MATERIAL DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A COMPACTED TO 95% OF STANDARD MINIMUM OF 1.25 TIMES THE UPWARD FORCE. PROCTOR MAX. DRY DENSITY WITHIN ANTI-SEEP COLLARS CUT-OFF TRENCH ±2% OPTIMUM MOISTURE CONTENT DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) 48" CONCRETE RISER NOT TO SCALE NOT TO SCALE TRASH RACK WEIGHT = 10147 lb SKIMMER, SEE DETAIL 10' TOP OF EMERGENCY SPILLWAY, SEE DETAIL THIS THIS SHEET RETRIEVAL ROPE BERM WIDTH SHEET ANCHORED IN WHERE: 4'x4' (INSIDE DIMENSION) RISER SEDIMENT 48" CONCRETE THE SLOPE 1' 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 ---------------- 0.5' DEPTH OF FLOW BASE a d a WEIGHT OF CONCRETE BASE = 5.5 ft x 5.5 ft x 1.5 ft x 150 Ib/ft3 = 6806 Ib ° d SEDIMENT CLEANOUT n❑ ❑no❑❑ oo❑❑❑❑o `, /\ \ /\ /\ /\ //\//\//\//\//\//\//\/\\/\\ EMERGENCY SPILLWAY ELEV 830.80 ( ) n❑❑ no❑❑ oo❑❑❑❑o \\\ \ �\��\��\,\\.\\,\\,\\,\\,,\\,�\,\\ \\ \ MARK, ELEV 828.80 n❑❑❑ no❑❑❑ oo❑❑❑❑o 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 Ib/ft3 THIS SHEET 3 CUT OFF TRENCH 3 � 24" DIA. CMP OUTLET APRON BUOYANCY = 96 ft'x 62.4 Ib/ft3 = 5,990.4 Ib DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) BOTTOM OF POND INV. ELEV 826.80 24" DIA. CMP o Q)Oo 00 A _ ELEV 827.80 1 IIH III III 000000 16.953 lb > 5,990.4 lb x 1.25 \\\\\\\\ III III III 16.953 lb > 7,488 Ib a d a a d 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 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 '�'01111""I,/, PIEDMONT LITHIUM CAROLINAS INC. ��''�N CAR0<'''' SEDIMENT BASIN SB-205 ,�o0.••F�SS,o••..%- CAROLINA LITHIUM PROJECT ' = PLAN VIEW & PROFILE DETAIL S AL 5 /13/202 REVISED PER DEMLR COMMENTS 3 1 = LITHIUM HYDROXIDE CONVERSION PLANT 4 /23/2023 REVISED PER DEMLR COMMENTS PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS %�9�••'•.-,�•IN•,:••'•�-1 GASTON COUNTY, NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�,Fri' Py .�` FILENAME - 01 CP-B005 440 S.Church Street,Suite 1200 �Ei 11111 ` 3/13/2024 L I T H I LJ M Charlotte, NC28202-2075 1 8/27/2021 MINING PERMIT 01 CP-B005 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 I I 50 0 50 100 CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES TOP OF BERM. ELEV 848.00 ► ) LIMITS OF DISTURBANCE '� �AA�VA<�A<�� C 20'WIDTH �f 4 4 C VA VA VAS / I I \ 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 / / / _ 1 ( / Cumulative Storage / SCALE IN FEET \\ \\ \\ \\ \\ \\ \\ g INCH OR GREATER RAINFALL EVENT AND REPAIR IMMEDIATELY. WATTLES INSTALLED \ ) i\ \ \ \ \ \ ALONG SLOPE \ / �// // // // // // // // ELEV 846.50 %/\//\//\//\//\//\//\// 849.00 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT \/\\/\\/\\/\\/\\/\\/\\/\\/\\/� DRAINAGE AREA i / / / / / / / / / / i�0 O O O O O�O�O O / // , DELINEATION •d POROUS BAFFLES \ \ ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN %j %j\%j\%j\%j\%j\%j\%j TOP OF BERM O / 848.00 48.00 I SEE DETAIL SHEET OOG 011 \ / AREA WITH SEDIMENT CONTROLS. 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT / `\/\\/\\i\\j\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/�\\��`\�� / 847.00 847.00 THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS EM>ENPILLWAY 46.50 IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL SECTION B AREA. 846.00 46.00 >\ PRINCIPAL SPILLWAY I I I ( �ll \ / 845.00 45.00 p \ ^ � � / 12" CLASS 1 RIP-RAP .� / I 844.25 CLEANOUT ELEV. R� ) 844.00 .00 EMERGENCY SPILLWAY NON-WOVEN GEOTEXTILE FABRIC ELEV. 846.50 \ 19', ELEV. 846.5 ai cps BETWEEN ALL SOIL AND RIP-RAP. COMPACTED FILL ON TOP OF SEE DETAIL THIS SHEET ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL 843.00 ✓�843.00 ALONG FACE OF SPREADER LIP TO REMOVED. O TOP OF FOOTER. o o � VIRGIN GROUND 842.00 \ �� 31 / /AAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjA�jA 3:1 ELEV: 845 48" OUTLET STRUCTURE WITH � - X X � �� POND BOTTOM o O/// //AAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAA jAA jAA jAA/AA/AA/AA/AA/AA/AA/AA/AA j //AA jA O SKIMMER AND 50 L F OF 24" DOUBLE ( I \/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/ /\/\/\ 841.00 / \ �� \ �l� / \j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\ ELEV: 843.00 /\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \/\ BARREL H D P E / / P S B-207 / /\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\ 4 SEE DETAILS THIS SHEET / \//\//\//\//\/\ \\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\\j/\ 840.00 0001* OUTLET PROTECTION OP-207 0.00 0.25 0.32 0.54 0.70 0.87 1.04 1.23 1.64,� \ I Cumulative Storage (ac-ft) SEE SUMMARY SHEET OOCP-005 J KEY IN RIP-RAP KEY IN RIP-RAP 1 SECTION A WETLAND 1 Basin Size EMERGENCY SPILLWAY swoops \ / / I \ \ 30 FT STREAM Elev. msl Depth ft Area s Cumulative Volume ac-ft NOT TO SCALE ( ) P ( ) ( � ( ) TOP OF BERM ELEV. 848.00/ V BUFFER BOTTOM OF POND \� 843.00 0.00 10,116 0.00 RIP RAP INFLOW PROTECTIONELEV. 843.00 O � � I I � 844.00 1.00 11,727 0.25 *4411 SEE SHEET OOG-009 I \ \ TOP OF BANK / I I I \\\ 84425 125 12,139 0.32 ARM ASSEMBLY 845.00 2.00 13,395 0.54 00 11 845.50 2.50 14,250 0.70 0 ♦ a� 1 846.00 3.00 15,119 0.87 +♦�\ - - IN MEMO X� - �. �� / °°° C" ENCLOSURE 846.50 3.50 16,003 1.04 `y " C � ♦ - - - � � � 847.00 4.00 16,900 1.23 848.00 5.00 18,737 1.64 \`♦\ 0 o \ +♦� ♦ �\ a a� a / a WATER ENTRY UNIT \ � ♦ a °� �°° ° PERSPECTIVE EW � . y VI/ BASIN ACCESS ROAD / 838 - I / PVC VENT SILT FENCE � ) )// SCHEDULE 40 SEE DETAIL SHEET OOG-008 I STREAM CROSSING NO. 3 PVC ELBOW PIPE I PVC PIPE® / SEE SHEET 01CP-B008 PVC END CAP 3" PIPE DIAMETER / X / J / SEDIMENT BASIN 207 PRINCIPLE SPILLWAY / X � � f ( WATER SURFACE Skimmer Design SS-207 Req'd Vol (cf): 8,280 DESIGN INFORMATION Desired Skimmer Drawdown Time (td)6 ° hrs PVC END CAP 0 Desired Skimmer Drawdown Rate (Qd) 2,760 ft3/day Outlet: Sediment Basin 207 Principle Spillway, Drop Pipe PLAN VIEW SCHEDULE 40 3"PVC PIPE Riser Top Elev: 845.50 ft SCALE 1" = 50' Skimmer Size s in Riser Length: 4.0 ft PVC PIPE SEE TABLE FOR s Orifice Coefficient: 0.60 INSTALL COLLAR WITH CORRUGATIONS PIPE DIAMETER Head on Orifice (H) 0.250 ft VERTICAL. COLLAR TO BE OF SAME GAGE 1/2" HOLES IN Weir Coefficient: 3.1 AS THE PIPE WITH WHICH IT IS USED. PVC TEE UNDERSIDE Culvert Length: 50.00 ft CUTOFF TRENCH ALIGNS 1.5" ORIFICE PLATE Culvert Diameter: 24.00 in PVC TEE Calculated Orifice Diameter 1.546 in Culvert Invert In: 841.20 ft BAND WITH j i EMBANKMENT Actual Orifice Diameter$ 1.500 in 1/2" X 2" SLOTTED NOTES: Culvert Friction Coefficient: 0.01 HOLES @ 8" C.C. FLEXIBLE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS Actual Skimmer Drawdown Time 76 hrs Culvert Entrance Loss Coefficient: 0.90 2 FOR 3/8" BOLTS EXISTING GROUND �Oi � i0 HOE OTHERWISE NOTED. z FILL MATERIAL 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE Discharge: 25.22 cfs > 2"� �-• � - OD OF PIPE 2' MINIMUM IF NOT SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED Required Discharge: 25.22 cfs i - - CUT TO BEDROCK NOT BE WATER-TIGHT. Oi i0 Q i0i i Oi B 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE J 1 PIPE BARREL STRUCTURE WITH WATER-TIGHT END VIEW CONNECTIONS. ONE PIECE CONNECTING ER O NT VIEW 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED BAND WELDED TO PIPE- BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE RISER BUOYANCY CALCULATION W: 4' MIN. CONTINUOUS WELD BOTH 2' SKIMMER REVIEWED AND APPROVED BY THE ENGINEER ONCE A SIDES OF BAND SUITABLE EARTHEN MATERIAL SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A COMPACTED TO 95% OF STANDARD NOT TO SCALE MINIMUM OF 1.25 TIMES THE UPWARD FORCE. PROCTOR MAX. DRY DENSITY WITHIN DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) 2 OPTIMUM MOISTURE CONTENT ANTI-SEEP COLLARS CUT-OFF TRENCH 48" CONCRETE RISER NOT TO SCALE NOT TO SCALE SKIMMER, SEE DETAIL TRASH RACK 10' TOP OF WEIGHT = 10,147 lb THIS SHEET RETRIEVAL ROPE BERM WIDTH EMERGENCY SPILLWAY, SEE DETAIL THIS 4'x4' (INSIDE ANCHORED IN SHEET WHERE: DIMENSION) RISER 48" CONCRETE THE SLOPE 1' FREEBOARD RISER WEIGHT = 10,147 lb STRUCTURE SEDIMENT RISER STRUCTURE CLEANOUT MIN. 1' FREEBOARD TOP OF BERM. ELEV 848.00 GAGE WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH)x UNIT CONCRETE WEIGHT OF CONCRETE BASE -------------------- - 0.5' DEPTH OF FLOW a SEDIMENT CLEANOUT o❑ ❑oo❑❑ ill 7 oSKIMMER, // / // // // // // // // // // // // // EMBANKMENT STABILIZED EMERGENCY SPILLWAY ELEV 846.50 WEIGHT OF CONCRETE BASE (6.0ft 6.0ft 1.5ft) 150Ib/ft3 8100Ib MARK, ELEV 844.25 0❑❑❑ oo❑❑❑ ❑❑❑❑o RISER CREST ELEV. 845.50 /\\j� `\ \\/\� STRUCTURE WEIGHT = 10,147 lb + 8100 lb = 18,247 lb SEE DETAIL WITH VEGETATION BUOYANCY DISPLACEMENT VOLUME OF RISER 62.4 Ib/ft3 THIS SHEET 3 CUT OFF TRENCH 3 � 24" DIA. CMP OUTLET APRON BUOYANCY 96 ft3 62.4 Ib/ft3 5990.4 lb DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) BOTTOM OF POND INV. ELEV 841.20 24" DIA. CMP _ o �3-Oo oC) A \\ \\ \\ III III III 000°00 18,247 lb > 5990.4 lb x 1.25 ELEV 843.00 \ \ 18,247 lb > 7488 lb a III III III ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE 11 RECOMMENDED) FOR THE INLET BASE SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI. CONCRETE BASE 20' EVERY 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL 6.0' x 6.0' x 1.5' 20 AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED NOTES: WITH A BLACK BITUMINOUS ENAMEL PAINT. 1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. RISER PLAN VIEW 2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE. NOT TO SCALE SEDIMENT RISER BASIN NOT TO SCALE PROJECT MANAGER V. HAYNES, PE CAR -�,,, PIEDMONT LITHIUM CAROLINAS, INC. SEDIMENT BASIN SB-207 �Ss;o..% CAROLINA LITHIUM PROJECT ' PLAN VIEW & PROFILE DETAIL . Q. S _ 5 1/13/202 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT 4 /23/2023 REVISED PER DEMLR COMMENTS P 1 E .D/�AO N T 3 5/31/2022 REVISED PER DEMLR COMMENTS %��•'• .. ...... GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ',FR P- .` FILENAME - 01 CP-B006 440 S.Church Street, Suite 1200 1 8/27/2021 MINING PERMIT ''�,�, i „ �`�`3/13/2024 L I T {� 1-I I U t Charlotte, INC 28202-2075 SCALE - 1" - 50' 01 C P-BOOB 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 SEX■V Ex■x■x \ \ I \ \ \ \ \ I I I .x■x\\x Exit ♦f \ \ \ '•f \ \ \ , \ I \ , N SB-207OUTLET f ♦ \ \ \ \ II \ \ I \ STRUCTURE \ ♦f % / SB-207, SEE SHEET 01CP-B006 \ ♦if \ f i ♦f ♦f \ ♦ \ V A \ V \ I I 20 0 20 40 SCALE IN FEET D WETLAND AREA 4 / \ \\ V A \ \ SEE SHEET 1 / I 'x•x. \ �I: \ I \ \ \ \ \ l / NOTES: . . . � � wosso \ �� SILT FENCE (TYP) \ \\\ \ \\ 1. STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM. \ \ SEE TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL , DETAIL SHEET OOG 010. � _ _ : � \ V A\ \ \ � / / \ \ \ \ \ \\ \ \ \ \ \ 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 INDICATED BY THE GPS DATA OBTAINED IN THE FIELD. FOR STREAM CROSSING LOCATIONS, I I I \ \ \ \ THE STREAM WILL BE GROUND-SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON ACTUAL GROUND-SURVEYED TOPS OF BANKS. \ I \ \ \ I DELINEATED STREAM TOPS OF BANK 100 I I 4. SEE SHEET 01 CP-B008 FOR PHASE 2 EROSION CONTROL MEASURES. 00 \ \ \ \ 00 �0 I / I I 5. SEE SHEET OOG-002 FOR LEGEND C \ ! �� / ,, } � }• � ♦ � ♦' * // TEMPORARY SPAN }• ♦' / q5 ♦ + TIMBER MAT41 I + ♦ / PROVIDE BREAKS IN SILT FENCE AS NIX■x■x■x■x■x■x■x■xi'+♦} / / / NEEDED FOR SITE ACCESS ■x■x■x■x■x■x■x■x■x e / TEMPORARY STREAM CROSSING, / / / SEE NOTES THIS SHEET, NO IMPACTS ALLOWED TO STREAM, / oo SEE DETAIL SHEET OOG-010 // ♦+♦ INxExExExExExExExExExEXT z / +��+♦ m x■x■x■x■x■x■x■xE4 �� ,+ ♦+ } +� +� i'�♦� / / j �� ♦+�♦+♦+ + '+ ♦ 4 } I I / / / / / +♦++♦+' B i♦ / + + ♦} / / � / / / / +♦♦+4+ ♦ / / 40�♦} / /� j / �� / / / / / / /� / / ♦+�+♦+ zz x,k�k* �x�k ♦�♦� ♦�♦� / / SEE NOTE 3 I ♦+'♦+'+ x♦k�x♦��k♦k�+♦�♦�♦� / THIS SHEET I I / ♦+'♦+'+ \ 40 I � I , � 1 1 1 I I I I I \ .+ ♦+ � +'++'+ � +.�.+ \ � SSW LIMITS � / � � i l � I I I I I � I I I �` +♦ }`� v LIMITS OF DISTURBANCE I � ♦+ A ♦ I I I I . .-� v ,+�+•+ \ \ *01.+'+�•+� \ l l \ \ 40e\ ,+�+•+� I I ' I III \ � � \ \ ,�'�,+•+ \ I PROJECT MANAGER V. HAYNES, PE " --- PIEDMONT LITHIUM CAROLINAS INC. � �AR.• o� STREAM CROSSING NO. 3, • o�:oFEss,o•..•�-; CAROLINA LITHIUM PROJECT PHASE 1 �� 5 3/13/2024 REVISED PER DEMLR COMMENTS = S _- 4 1/23/2023 REVISED PER DEMLR COMMENTS • LITHIUM HYDROXIDE CONVERSION PLANT ROAD TO PLANT AREA PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS '.,9� •'•N i N �� GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''�FR/••'••"••••Pit �`� FILENAME - 01 CP-B007 #� + + 440 S.Church Street,Suite 1200 1 8/27/2021 MINING PERMIT ' ""i��iii'i�►��`�� 3/13/2024 L I T H I U Charlotte,NC 28202-2075 SCALE - 1" — 20' 01 C P-B007 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■X r SB-2070UTLE BANK STABILIZATION GENERAL CONSTRUCTION NOTES: STRUCTURE f � \ \ \ \ \ \ \ 1 I 1. BANK STABILIZATION SHOULD BE INSTALLED DURING PREDICTED SB-207, SEE SHEET 01CP-B006 \ �•i \ \ \ 1 I • \ \ \ DRY-WEATHER PERIODS. INSTALL SILT FENCE WITH DESIGNED \ ARCH SPAN ' NO IMPACTS TO EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO\ \ \\ \ I I w SURFACE WATERS DISTURBANCE. f z \ I I LL pap I 2. CLEAR AND GRUB ONLY AS NECESSARY TO INSTALL CONCRETE �• } • \ \ \ \ \ �\ \ \ \ 20 '0 0 40 MAXIMUM SLOPE OF FOOTINGS. INSTALL FOOTINGS FOR INSTALLATION OF ARCH SPAN AT CO •/ / / • �} \ \\ \ \ \ \ \\ \ 1 2H:1 V LOCATION SHOWN ON PLANS. MAINTAIN NECESSARY EROSION D SCALE IN FEET I CONTROL MEASURES BETWEEN FOOTINGS AND STREAM. \ \\ V A A V 1 WETLAND AREA 4 \ MINIMUM RIPRAP THICKNESS = I 1 \\ \ \ \ \ LARGER OF 1.5d50 OR d100 3. CLEAR AND GRUB BANKLINE OF EXISTING VEGETATION TO STREAM ORDINARY HIGH WATER MARK ORDINARY HIGH WATER MARK. k•x � 1 � I \ \ \ \ \ \ � \ � \ � '\ � / ! •X•x•k• ; 1 I \ \ \ \ \ \ REINFORCED CONCRETE FOOTING 4. GRADE BANKLINE TO A SLOPE MAXIMUM OF 2H:1V WITH TOE BENCH TO BE CONSTRUCTED AT ORDINARY HIGH WATER MARK OF STREAM. STREAMBED NO CONSTRUCTION WILL TAKE PLACE WITHIN THE STREAM AND NO foists &stela ! ' \\ \ I BENCH INTO BANK IMPACTS WILL OCCUR TO SURFACE WATERS. _ \ x SILT FENCE (TYP) \ \ \\ \ \ \ GEOTEXTILE \ x \ \\ \ \ 30 FT DELINEATED STREAM BUFFER / \ ■ ■ \\ \\ \ \ \ BEDROCK OR COMPACTED_ OR GRANULAR FILTER 5. PLACE GEOTEXTILE OR GRANULAR FILTER AS SHOWN ON DETAILPER FOUNDATION MANUFACTURER'S INSTALLATION REQUIREMENTS. 6. PLACE RIPRAP ONTO BANKLINE. RIPRAP LAYER THICKNESS SHOULD ■ \ \ �\ \ \ \ \ I TYPICAL STREAM CROSSING BANK STABILIZATION NOT BE LESS THAN THE SPHERICAL DIAMETER OF THE D100 STONE �m NOR LESS THAN 1.5 TIMES THE SPHERICAL DIAMETER OF THE D50 ■ ■ \ 1 I \ / NOT TO SCALE STONE, WHICHEVER RESULTS IN THE GREATER THICKNESS. LAYER ■ ■ \ \ I \ �� I \ / THICKNESS SHOULD NOT BE LESS THAN 1 FT FOR PRACTICAL . - - PLACEMENT. RIPRAP SHOULD BE WELL GRADED, AND ANGULAR. to to Nominal Riprap Class by \ \\ / / Median Particle Diameter d�a J dw das dfoo RIVER ROCK IS NOT ACCEPTABLE. RIPRAP SHOULD BE SIZED TO • • \ ' �\ \ I I / Class Size ! Min Max Min Max min Max Max WITHSTAND TOE SCOUR AND CHANNEL MIGRATION FOR THE I - ANTICIPATED FLOW VELOCITY IN EACH STREAM. RECOMMENDED ■ ■ I I / 6 in 3'7 I 5'2 5'7 6`9 7.82 12'0 STONE GRADATIONS ARE AS SHOWN ON THE TABLE 'NOMINAL I X X \ \ I I DELINEATED STREAM TOPS OF BANK / II 9 in 6.5 7.5 8.6 10.5 11.5 14.0 18.0 ■ ■ RIPRAP CLASS GRADATION TABLE ON THIS SHEET. oho I ! 'I PROPOSED UNDERGROUND � II I 111 12In 7.3 10.5 11.5 14.0 15.5 18.5 24.0 - ELECTRICAL, � \ I I / I IV 15 in 9.2 13.0 14.5 17.5 19.5 23.0 30.0 7. INSTALL ARCH SPAN PER MANUFACTURER'S SPECIFICATIONS. C � SEE NOTE 4 \ \ \ \ 00 I V 18 in 11.0 15.5 17.6 120.5 2315 27.5 38.0 REPAIR AND/OR REPLACE ANY RIPRAP THAT MAY BE DAMAGED OR • ■x \ I I / I I VI 21 in 13.0 18.5 20.0 2�4.0 27.5 32.5 42.0 DISTURBED DURING ARCH SPAN INSTALLATION. / I I ' / / VII 24In 14.5 21.0 23.0 27.5 31.0 37.0 48A CONTECH METAL ARCH I vlll 30 in 18.5 26.0 28.5 34.5 39.0 46.0 60.0 8. MONITOR AND MAINTAIN BANK STABILIZATION OVER THE LIFE OF THE ' IIIIIIIIIIII■ IIIIIIIIIIII■I Illlllllllfi IIIIIIIIIIII■ Illllllllfi \ X ■X OR EQUIVALENT I PROJECT. RIPRAP SHOULD BE INSPECTED QUARTERLY AND ------- : ;/■X■x I ■X■x■x■ UPSTREAM IX 38 in 22.D 31.5 34:.0 41.5 47.0 55.5 72.0 -- ■X�.X■X■ ■X■X X■X■X■X■X■X■X■X■X■X■X■x 15-0 SPAN x 5-8 RISE, FOLLOWING PEAK FLOW EVENTS. SIGNS OF SCOUR OR AREAS r ■ ■x■x■X■X■x■X■xy % 42in 25.5 36.5 40.0 48.5 54:5 64.5 84.0 xX■IX■X■X■Xr X■X.I<■X.XIX■X■�■X■X■X■X■x■X■ ' I MODULAR / SEE NOTE 1 / / WHERE RIPRAP HAS ERODED SHOULD BE REPAIRED ONCE PROPOSED WATER, I I I I 1 BLOCK WALL / / / NOMINAL RIPRAP CLASS GRADATION TABLE IDENTIFIED. _ ----- SEE NOTE 4 I / 832 I 1 860 860 W E I 834 • � I �/ / / / / E E E E E E 838 W W W W W CONTECH METAL ARCH OR EQUIV. / W W ------840 / (15'-0" SPAN x 5'-8" RISE) ! 1, / � ■ w / 850 850 AT TOP OF SLOPES 10 FT TALL / / / �/ / / / / 1<7 / / PROPOSED HAULROAD GRADE OR GREATER, INSTALL FENCE IXOF GUARDRAIL FOR SAFETY / FM IF F'M / x� ■ / _ / FM � FM / / / / X / FM FM ��s 840 ----- -------- 840 EXISTING GRADES SHOWN / 838 / / /X' � X7� / w - - \ / f, / / / IN PROFILE ARE BASED ON 836 / / / / / / / �� / / FILL LIDAR INFORMATION. FINAL PROPOSED SANITARY SEWER VERTICAL SCALE IS - y SKIMMER BAST 8 FORCE MAIN, / 834 \ \ / / / / / ��. EXAGGERATED 5:1 \ PLACEMENT WILL BE 'NO g y� SK-242 3g SEE NOTE 4 / } I / / / ■ / = IMPACT TO DELINEATED 80 DOWNSTREAM / / STREAM / MODULAR y / ♦ / // / / / BLOCK WALL $30 $30 •+•+• / / f EXISTING GROUND �♦ ♦ ♦ / / •}�/�■X X■�/�■x■X■ 'jwx j +ice+i+� / / ♦ ♦ ♦/ / / • ••} � � / i / / / / / / ' / /A PROPOSED GRADE FOR � BANK STABILIZATION / ♦ ♦ / ��%} // �l I 15 � (SEE TYPICAL DETAIL THIS SHEET) +'+ STRUCTURE INSTALLATION ♦ / / / �•} l} /l I / // / / / /l / l / ��•+*�+#� I 820 820 ♦ / •+ ® / / / / SEE NOTE 3 x / / •� / I // / / / THIS SHEET I ; o r` r` CIAo0 •x•x•x / / • / / / / // / / / / / I 1/' 0 w \ rn o 00 C X 0 6i rn co N � 00 00 00 00 00 ♦ •x•x• I � / / / :; l 1 1 1 I I I I I I: ; � I ♦ •xlx,x l � i �: ' 20+00 20+50 21+00 21+50 •�•x•x•x•xl l +.}'� / III I I , � \ �� •x. / +';+� / I I I I I 1 \ ! . / HAUL ROAD PROFILE STATION 21+50 - 22+00 X•+• I �X■X.x• �:+'; / I I I I I I I I I \ '; �x \� w STREAM CROSSING NO. 3 X•k.x.X.X.�.X.x•X' �I / � I I I I I I I I I I I I \ \� �X ; / jiiiiiiiiiiiiii m I III I I I I I I I k • ,� SCALE: 1" = 40' I LIMIT OF DISTURBANCE 1 I // / I I I \ I I I I I ••�•} NOTES: 1. STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM. SEE TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", DETAIL !•! •} \ SHEET OOG-010. A ,•} \ w �•11` \ \ / \ 2. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY UDO FOR THE SOUTH FORK RIVER WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN 41 �•},• \ MINIMIZED, AND NO IMPACTS WILL BE ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK." •}�4 \ •!}4•' 3. STREAM CENTERLINES SHOWN ON THE PLANS WERE OBTAINED FROM SUB-METER ACCURATE GPS INVESTIGATIONS AND ARE OVERLAID WITH LIDAR TOPOGRAPHY. I I I ' I I I / //// _ ��/ I I I I I ' +�+•.+�+4 \ \ \ STREAM TOP OF BANK LINES WERE CREATED BY USING FIELD-COLLECTED BANK WIDTHS AT EACH GPS POINT (I.E. AT STREAM BENDS). IN MANY CASES, THE TOPOGRAPHY DOES NOT ALIGN WITH THE CENTERLINE INDICATED BY THE GPS DATA OBTAINED IN THE FIELD. FOR STREAM CROSSING LOCATIONS, THE STREAM / //// / / I I 1 1 \ \ I� +•+•.,+'+�\ \ w WILL BE GROUND-SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON ACTUAL GROUND-SURVEYED TOPS OF BANKS. // / \ \ \ \ \ \ ,\+�+•.+•+'� 4. ALL UNDERGROUND UTILITIES TO BE INSTALLED VIA HORIZONTAL DIRECTIONAL DRILL OR CONVENTIONAL BORE IN A MANNER THAT DOES NOT IMPACT THE I I I I I \ \ \ \ •+�+�+ \ V DELINEATED STREAM. I I I I \ \ \VA v v 4} a\ 5. SEE SHEET OOG- 002 FOR LEGEND PROJECT MANAGER V. HAYNES, PE PIEDMONT LITHIUM CAROLINAS INC. �� ARo�' ,,,, STREAM CROSSING NO. 3, •F�SS,o••..•� : CAROLINA LITHIUM PROJECT ?:�Q�° PHASE 2 5 3/13/2024 REVISED PER DEMLR COMMENTS = S L _ 4 1/23/2023 REVISED PER DEMLR COMMENTS 3 - LITHIUM HYDROXIDE CONVERSION PLANT ROAD TO PLANT AREA PIED/�AONT3 5/31/2022 REVISED PER DEMLR COMMENTS '%9��''•.I,C.i N•�:•�'� ,` 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-B007 440 S.Church Street, Suite 1200 1 8/27/2021 MINING PERMIT L I T H I U M Charlotte, NC28202-2075 01 CP-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 OUTLET STRUCTURE \ V \ \ A I II \ I SB-207, SEE SHEET 01 CP-B006 \ \ \\ \ \ \ \\ \ I I \ \ V A A \\ \ \ \ I 20 0 20 40 SCALE IN FEET D \ WETLAND AREA 4 / I \ \ I I \ \\ \\ \ SEE SHEET 1 / I 2.1 SIDE SLOPE A A I \ \\ \ \ 30 FT DELINEATED STREAM BUFFER / DITCH WIDTH VARIES 1' 5' 00 c \ \ \ / � PLAN VIEW / I \ \ \ DELINEATED STREAM TOPS OF BANK00 \ \ I CONTECH METAL ARCH \ \ \ \ OR EQUIVALENT 15'-0" SPAN x 5'-8" RISE, 1 12" 1 I \\ \\ \ I SEE NOTE 1 / o 0 0 0 0 0 UPSTREAM \ I I / I 18 IN I I MODULAR ----r-- -- ------ BLOCK li I I BLK WALL o NONWOVEN GEOTEXTILE i 832 I / / / / / / I SECTION A-A i 836 CONSTRUCTION SPECIFICATIONS: / 1 / / 838 840 1. USE SPECIFIED CLASS OF RIPRAP. / / � � � / / / / � 2. USE NONWOVEN GEOTEXTILE AS SPECIFIED IN SECTION H-1 MATERIALS,AND PROTECT / / / / y✓ / / 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 QI Q / / / , l I / l l l l Q ONE FOOT OVERLAP B OR ALL REPAIRS AND FOR OINING COMPLETELY REPLACING THE GEOTEXTILE. PROVIDE WO P ECES OFGEO GEOTEXTILE. OF Q 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 4— / $ / / // 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. 836 / //// / / / / / — 5.STONE FOR THE PLUNGE POOL MAY BE PLACED BY EQUIPMENT.CONSTRUCT TO THE FULL COURSE 834 I / THICKNESS IN ONE OPERATION AND IN SUCH A MANNER AS TO AVOID DISPLACEMENT OF UNDERLYING B Q DOWNSTREAM / MATERIALS. DELIVER AND PLACE THE STONE FOR THE PLUNGE POOL IN A MANNER THAT WILL ENSURE MODULAR / / Q THAT IT IS REASONABLY HOMOGENEOUS WITH THE SMALLER STONES AND SPALLS FILLING THE VOIDS BETWEEN THE LARGER STONES. PLACE STONE FOR THE PLUNGE POOL IN A MANNER TO PREVENT DAMAGE 9\ BLOCK WALL TO THE GEOTEXTILE. HAND PLACE TO THE EXTENT NECESSARY. I / DIVERSION DITCH / / % / / j 6.AT THE PLUNGE POOL OUTLET, PLACE THE STONE SO THAT IT MEETS THE EXISTING GRADE. I / 7/ / // / / // / / SEDIMENT LINE,D MENT AND DEBRIS.A AND CROSS O EROSION. DITCH OUTLET PLUNGE POOL, ER HIGH FLOWS INSPECT FOR SCOUR AND DISLODGED RIPRAP. MAKE NECESSARY / / / // / / / I SEE DETAIL THIS SHEET / / / / / / / / REPAIRS IMMEDIATELY. SEE NOTE 3 I / I a a DITCH OUTLET PLUNGE POOL DETAIL THIS SHEET NOT TO SCALE I 11 l / l I l z� NOTES: 1. STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM. SEE "TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", SHEET OOG-010. I I I I I I 2. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY LIDO 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 zi 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, I 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. �.•�ARo "'''' STREAM CROSSING NO. 3, -�''o�:•'''Ess�o••..�'; CAROLINA LITHIUM PROJECT '�� RECLAMATION 5 3/13/2024 REVISED PER DEMLR COMMENTS S L r i 3 = LITHIUM HYDROXIDE CONVERSION PLANT ROAD TO PLANT AREA 4 1/23/2023 REVISED PER DEMLR COMMENTS PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS �'.,9��•'•NCI N GASTON COUNTY NORTH CAROLINA SHEET '' F ••••y FILENAME - 01 CP-B007 HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS �i�""R/E K•••••'••NP``,,� 440 S.Church Street,Suite 1200 ""1111111111 �� 3/13/2024 01 C P 6009 L I T H I U Charlotte,INC 28202-2075 1 8/27/2021 MINING PERMIT 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 SEE SHEET 01CP-A001 FOR CONTINUATION_ - �► - - �/y / ,+ \ \ \ \ \ \ \ I t I T \ SEE SHEET 01CP-B001 FOR CONTINUATION 1 � 11111 //I v �, �-v- - - - - _ _ _ �vvvv v` ` ` v � v / I � I ► v v � \ v �\ ♦ - / \ � \ \ \ \ 1 vv \ V 1 I 11 I v Nk VA v � � v v � � - � - - - - � ♦� � /i � �v�I '� \ \� \ \ 1 �v VA � � v � III \ VA \ ii / , ♦ / � � , �, � _� - - - - - /i * - - �v/ / �+ \ x_ / \ \\\ I 1` \\\ - - - - - - - �♦ y/ I 6 S K-244 \ I I\ I A\ 100 0 100 200 _I-///I-I I-Il II I/I II-I//I/1-I/',I I//II-/I/I 1II-I-/�/II�I I,I I IiI Ix I I�I I/�I-I1/Q/'I1�I-I\x\1�1 1 I I\I\/\I//-1\-1\II1 I\/A4\\x�\xII\\I�\1�V-I-\\\I I/I�\\I\v\��I\\\\\I\\\\V IV�\\_\\\\/v�I�I\I\I\�'\\X\\I\�\\\V\�\A/X\v\\,/\v-\\�\/I'VII\/I/X\\\\v-/1v\\I\II\\I�v\I\_v AI I►I V I\Iv\II\I I Iv I�-Av�\�I I I A\\I\\I III IIv V-I-I I I\�I\\�IIA1 I\\\\v�II 1\I I\\\vI_\I\I I�\\I I`\I\I I I V=\\\I-v�I VI\�\\IA\\\\IIv\�\\_-I\\�A\�\\A\v\v v\\v--v\_V\\1�\-\_\�I v\-v-\\\v\v-\v-\A v�v\\\V\v\\v\\\-\\I\\/v v�\/\�I vv,,\vv\�\\-vv/\\\�\_�vvv\�Vl\-\\\v/\/-v\v v v-/\v�\\-I\x�x\�-A//\�-v\��\\�x--�,\�\/\v/-.-_-�\-x�\\�x--�--\\-��8\ /-�_-\-//_---\�_/_--Ai/_-�-/�A\�\v_�3//=-/---��/-�/-��\_em�/�/_--j-k/s-/-�--/�-/--��/\--//-I_I k-_//X//_/}/�x/-/�-_�-'�//-=/_,/_}//--1-/-xx�/-/'8-�\/_}-3�--�/}-//7--//--l_I/--I-\}/--I-/////}/-x__�-/�_-/II I I/}-�//x I-/'--�-/_/_�I�////I-�//�_�}�+I k/I�/�I-/IX/-/-=/\_/�-/\//)�A\oI\I/\/�\/k---/}/-/XA/\I/\I x/l/\//}/\�/-///\_yI/I�I\y\l/-\�/♦-�///�///I--/}//X�/�x\--///y///\�\/}/\x/-I�-////�///�/A-�X/,/\\�///�II�/-/\ \-//%/x//\�-/��/�\_/--�/\I/I/�v x\I/\_�_\\v-//\//\\\/I//\♦//A/-\/\�'I\A\/��\/��\///\v�/�\/\vv\I//\l I�/_\/`/I/��/-_/I-/\\/x�/�\I//♦I\_l\'v/I�/�\/v1�\_l/I//�I/\//�I_�-\\\�/I_'�//-�-/I/y�\///I,\II/I/////I�/�/v�//�//\I\\��/��I-\/x�i/�I/�"I\I\/\/�'\\I\\�v x�I l�\//\//\�/_�\/Iy T/I"1 I/\v,I\/\v\y��/\�\I/l��\/\�\,-\�/,�\\V_\v-////'`��\�\\\/\��I/V\/\A y///\.-v/-\/A�I�\\/I�A I\\\I`�/\I//l_\\x��/\\`\�/�\^i\///�I\\�/'V\_\\V I/A J A/t\I/\4 A�\Il A�\/j�\A\��A/I 1/\�\V/\I/I II/�I//\\//`/x l��\\\I\V-V///\/I\////I Ix1�\\A�/I/A\//\_J//�I/I\�/\/C.//\//_/II�/\�//j\///I C/I\/��l1/V//I\II l/\//l\A\V/��8�I I Ii�^�I/II//V�2„�l\\I�I♦/II�/\0/I/\l�I\�-I I=/l/y�I I V1/Iv�I�//��l/I/�\�\\/\\I//1I�I I////\iI�„iI i�\�I\��I'I/l/\//I I\I1\/A�I\x\\/�/V/-`�\�-_\I//\I I\�\/x I/��A/V/I��/i Ii I\\�/+�\\/\�\/f\v/A\��\/\V\l A/�\/�II_I/)/\�I V�t I x/l`\I-I�IIv \I�I I//I��L 8II�//IIIIII2 I I/I\I I/I�II�v\�\/I\I\/�\�IiV�IT�\I\/I,JV/I��y\\`�\\\/\\/�,��/,(�\I,�I'�/\1 oA F\��,//��'I/��'I/�//(\/I\�A\��/�%�v\•/\�/\�I\N I1\I//�'\FA�\ll"I\.\�\S.�/�\'/�I.\'��A/S\�"�'`�I/,�`\\S�A-�/V"I/--I��H\IIR//�;I\-�A/�_-o°�-/�AiI/I-♦\I�I�/IA/��/\�\�'A/\/C//-i\�•�'\\\I/\�I I/I-\II\/-I\I�iI\\/�,\I\VI\��li//v\\I\_�\I�I\n�/� ��'}\/r T_/-I�^I-/��\��♦,_I I A\_`�I/_/)�+��-/I-;I�,�\,�//;/v /�♦\-�/_//=,/�_�_�-//-,`/i//\�-�-/t%/�/�'/♦//��-%��/\/�/i%/�%//��%-,i♦�/I//��i�-///_ �//v��\=F�i//ce/,\\/-�\\_��/♦/�-_--A��--/_/\/�-�I V♦`/, /��a\\�A//A\�2��\♦-\\!A\-/o�\v_/A�-/�/\-/iV/\V�\i I/A�v�\\\♦_-A�/�_\�� =Z- I V \\ 1I/ \\Iv\\\ . SCALE LE.IN FEET 84p GENERAL NOTES: j -844 STREAM CROSSING NO. 4 1. CULVERT TO BE INSTAL LED 'F IR ST IN P HASE 1 T O PROVIDE FO((R cc flfl CL EA N Cp SB202 835SK-245 SEE SHEET 01CP-CO09 WATER BYPASS ACROSS SITE. SEE SEDIMENT BASIN SHEET 01CP-CO04 sT-226 2O STABILIZED 11 NORTH AMERIN GREEN S150. SEE DETAIL ON SHEET OCP-01 . 3. SEE SHEETS 01 CP-CO04, 01 CP-CO05, 01 CP-CO06, 01 CP-CO07, AND _ ' 01CP-CO08 FOR SEDIMENT BASIN DETAILS AND STAGE-STORAGE DATAST-224 4. SEE SHEET OOG-005 FOR SEDIMENT TRAP AND SKIMMER BASIN SIZING.ST-227 6 � SEE SHEET OOG-007 FOR SEDIMENT TRAP AND SKIMMER BASIN DETAILS. SEE THIS SHEET FOR STAGE-STORAGE DATA. 'y 5. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING THESB-206 SEE SEDIMENT BASIN SHEET 01CP-007 SB-209 % DEVELOPMENT. BREAKS IN THE FENCE LINE OCCUR WHERE IT � SEE SEDIMENT BASIN SHEET 01CP-008 INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15'WIDTH OF X�X- X- X- X- X - � � DISTURBANCE ACCOUNTED FOR ALONG PROPOSED FENCE LINE. `\ \� * 6. PHASE 1 EROSION CONTROL PLANS WILL REQUIRE TEMPORARY DRAINAGE SWALES OR BERMS TOWARDS SB-203 AND SB-204 TO ALLOW FOR CONSTRUCTION OF THE RETAINING WALL. 824 7. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN� UNDISTURBED. IF, DURING CONSTRUCTION, ANY UNANTICIPATED HUMAN REMAINS ARE FOUND OUTSIDE OF THE BUFFER LIMITS, CONSTRUCTION \ SHALL BE HALTED UNTIL FURTHER INVESTIGATION CAN TAKE PLACE.�- \ \ ST-225 DELINEATED WETLAND 8. SEE SHEET OOG-002 FOR LEGEND. SEDIMENT TRAP AND SKIMMER BASINT STAGE-STORAGE DATA Pv ST-224 � DRAINAGE AREA Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (0 DELINEATION 820.00 0.00 1,081 0 PROPERTY BOUNDARY 10 METER CEMETERY /1 _ SB-204 SITE BUFFER SEE SEDIMENT BASIN SHEET 01CP-CO06 821.00 1.00 1,348 1,212 DISTURBANCE 822.00 2.00 1,640 2,704 �EXISTING CEMETERY SITE, 823.00 3.00 1,957 4,500 SEE NOTE 7 824.00 4.00 2,300 6,626 I/ L00 ST-225 Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl / 812.00 1STREAM BUFFER 30 FT SEE SEDIMENT BASIN FROM TOP OF BANK SHEET 01CP CO05 813.00 .00 1,575 1429 814.00 2.00 1,889 3,158 A �� PROPOSED FENCE LINE, 815.00 3.00 2,228 5,214 2,592\ 816.00 4.00 7,622 SEE NOTE 5 ST-226 SEE Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cflGENERAL 100-YR FLOOD PLAIN 822.00 0.00 1,081 0' 823.00 1.00 1,348 1,212 824.00 2.00 1,640 2,704 3.00825.00 1,957 4,500 826.00 4.00 2,300 6,626 ago -227DELINEATED WETLAND ST Elev. msl Depth ft Area s Cumulative Volume c DOUBLE ROW SILT FENCE 820.00 0.00 300 0 SK-249 821.00 1.00 446 371 822.00 2.00 621 902 823.00 3.00 821 1,620 824.00 4.00 1,046 2,552 SK-244 Elev. (msl) Depth ft Area ( Cumulative Volume (cfl 841.00 0.00 2,726 o 842.00 1.00 3,147 2,934 843.00 2.00 3,594 6,302 3.00 4,066844.00 10,130 OSSING 84550 450 4821 16787ALL SITE IMPROVEMENTS CR - AND SOUTH OF BEAVERDAM CREEK / + ARE SHOWN ON PLANS BY MARSHALL � SK-245 Ph 1 MILLER &ASSOCIATES Elev. (msl) Depth (ft) Area (sfl Cumulative Volume ZONING SETBACK 840.00 0.00 3,964 0 841.00 1.00 4470 4214 PLANTING BUFFER 842.00 2.00 5,001 8,947-8 843.00 3.00 5,558 14,225 844.50 4.50 6,440 23,215 SK-249 Ph 1 Depth ft Area ( flElev. (msl) Cumulative Volume 812.00 0.00 3,026 0 813.00 1.00 3,482 3,251 814.00 2.00 3964 6,972 815.00 3.00 4,470 11,186 P R� 816.50 4.50 5,277 18,488 PROJECT MANAGER V. HAYNES, PE PIEDMONT LITHIUM CAROLINAS INC. LITHIUM HYDROXIDE o CAROLINA LITHIUM PROJECT CONVERSION PLANT EROSION 5 3/13/2024 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 1 INSET C50 - 4 1/23/2023 REVISED PER DEMLR COMMENTS PIEDPAON T 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-0001 L I T H I U 440 S.Church Street,Suite 5 1 8/27/2021 MINING PERMIT '��iiiii��````, 3/13/2024 Chart 704 338 6700 207 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 SCALE - 1,, = 100, 01 C P-0001 N.C.B.E.L.S. License Number: F-0116 1 2 3 4 5 6 7 8 SEE SHEET 01CP-A002 FOR CONTINUATION �;;� EL89.67 ) I \ VA \ \\ \ I\\\\ \ \ \ \ v v / A I •Ir.� I oo ° SEE SHEET 01CP-B002 FOR CONTINUATION co N \ � CD EL880.01 ° +�� \ \ A\\ \\\\\\\f \ \ \ \ \ � II IIII AI (�✓�I I II 7 AT TOP OF SLOPE 10-FT TALL 2A-�NOR GREATER, INSTALL FENCE EL 8' - lA \ V 100 0 100 200 OR GUARDRAIL FOR SAFETY � PROPOSED - - I \ I I I \x I SCALE IN FEET 845 CONVERSION ao _ STREAM CROSSING 8 - - >► y��++ I \\\\ I \ \ NO. 4 PLANT \ O° II I \ GENERAL NOTES:SEE SHEET 01CP-0010�f/ \ I - SK-245 A SB-202 1. AS PROPOSE D INLETS ARE DEVELOPED FOR CONVEYANCE ON THE a N SEE SEDIMENT BASIN SHEET 01CP-CO04 CONVERSION PLANT PAD, INLET PROTECTION SHALL BE PROVIDED PER p DETAILS ON SHEET OOG-010. I00 \ I VIXI \ \ \ \ \ ✓_ - _= _ _ _ �� y\ �� \ I \ I / / ° / I I \a a� I � v ��♦�;\6v �=\\��\v A\\\�\\I X \v\\\v\\\\\ vV\ \\\\\ \\ 2. ALL SLOPES 3:1 AND STEEPER SHALL BE STABILIZED W ITH NORTH \Ier AMERICAN GREEN S150. SEE DETAILS ON SHEET OOG-012. X- X--Xx- x ST-224 IIST226 3. SEE SHEETS 01CP-004, 01CP-005, 01CP-006, 01CP-007, AND 01CP-0 08 FOR OTE#2 � SEDIMENT BASIN DETAILS AND STAGE-STORAGE DATA.\ WATTLES INSTALLED ALOSEE GENERAL N NG -005 FOR SEDIMENT TRAP AND SKIMMER BASIN SIZING.2 /SLOPE 8 4. SEE SHEET OOG SEE SHEET OOG-007 FOR SEDIMENT TRAP AND SKIMMER BASIN DETAILS. SB-206 - - - \\ +♦ \ \ \SEE SEDIMENT BASIN SHEET 01CP-007 SEE THIS SHEET FOR STAGE-STORAGE DATA. _ - _ _ � �� v� =� I / \ V I I I \ a \R�p � �\ � � A A \ V I I _ �� \ � � A\ \ \ \ 5. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON X-X -X-X-X-X=X-X- -X X -X-X-x_x - - - - \� �� I a \ COUNTY UDO FOR THE SOUTH FORK RIVER WS-IV-PA. BUFFER --- SEE GENERAL NOTE#2 \\- \� \\� \\ \ n \ \ - \\ \\\\ \ \ \\ DISTURBANCES HAVE BEEN MINIMIZED, AND NO IMPACTS WILL BE I I \ \ kill E3 / \ a \` - \\ \\ \\\ \\ \ ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK." \V\ \ u' ° RETAINING WALL \ \ \ 20 ♦ \ 6. PROPOSED FENCE TO BE INSTALLED AS SHOWN SURROUNDING THE AT TOP OF SLOPE 10-FT TALL v A\ �\ xk♦� �� A\ \�'; S ♦ °\ _ _ ;.i ! VA VA\\ V OR GREATER, INSTALL FENCE \ _ / / �-�- �' \ \\ I I I DEVELOPMENT. BREAKS IN THE FENCE LINE OCCUR WHERE IT OR GUARDRAIL FOR SAFETY \ \\\ \\\�� ' SEE GENERAL NOTE#5 k�+� ill 1\ Rx�� / l / / / _ a i ��77-7 -�� \ , I \ �\\\\\ \\ \ INTERFERES WITH EXISTING STREAMS OR WETLANDS. 15' WIDTH OF - I \ ° - +� 1 \ I I I / J DISTURBANCE ACCOUNTED FOR ALONG PROPOSED FENCE LINE. ST-227 7. EXISTING CEMETERY SITE AND ASSOCIATED BUFFER TO REMAIN ST-225 A\\\ I I ' - I� \ I I I 1I I I �� 1 11 \ UNDISTURBED. IF, DURING CONSTRUCTION, ANY UNANTICIPATED HUMAN i ° REMAINS ARE FOUND OUTSIDE OF THE BUFFER LIMITS, CONSTRUCTION DELINEATED WETLAND \ (\\ Ir!� I I I I / / 1 III III 1 \� SHALL BE HALTED UNTIL FURTHER INVESTIGATION CAN TAKE PLACE. Ll 8. ALL UNDERGROUND UTILITIES TO BE INSTALLED VIA HORIZONTAL \ \ \ \ \ \ I \ \ I I I I I \\ \ \ �# - NOT IMPACT THE DELINEATED STRE AM. DIRECTIONAL DRILL OR CONVENTIONAL BORE IN A MANNER THAT DOES SB-204 h�\ � ,/ \ I (I \ I 9. SEE SHEET OOG-002 FOR LEGEND.SEE SEDIMENT BASIN ♦ PROPERTY BOUNDARY- SHEET 01CP-CO06 C I ° I I I \ 10 METER CEMETERY T � SEDIMENT TRAP AND SKIMMER PROPOSED PLANT EQUIP MENT BASIN SITE BUFFER STAGE-STORAGE DATA A_' �� - M EXISTING CEMETERY SITE, I \ I \ , I SEE NOTE 7 I DI ♦ / / / \ \ � ST-224 \ \ / ��♦/ / / / 1 \ \ Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl C- I/ 1 / / \ _ / / /`' x \ \ \ 820.00 0.00 1,081 0 � / / � I - � � � \\ 821.00 1.00 1,348 1,212 SB-203 STREAM BUFFER 30 FT SEE SEDIMENT BASIN �/ x1 A 822.00 2.00 1,640 2,704 FROM TOP OF BANK I I / SHEET r,O�,I�CP-0005 -}1X 823.00 3.00 1,957 4,500 I L OTE#1 '� X 824.00 4.00 2,300 6,626 \ PROPOSED FENCE LINE, / / \ i / 11 / / / / l / l L\ J , ° ° M / - IXI \ / / / // // / / / / / / / / / / ° / x ST-225 \ SEE NOTE 6 PROPOSED 1 1 ` \ \ �,�\\ _ - \ \ _ `�i j / /�/ d UNDERGROUND Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl ELECTRICAL .� \ ✓�� -820- x� 812.00 0.00 1,287 0 T11--- \ GENERAL NOTE#2 \ \ �\ _ _ - w �`\/\ - 808 SEE GE - - 813.00 1.00 1,575 1,429 100-YR FLOOD PLAIN / I I I v � A \ a - CO- _ II 814.00 2.00 1,889 3,158 WATTLES INSTALLED \ x X - 815.00 3.00 Z228 5,214 ALONG SLOPE \ o _ ° \\\ 816.00 4.00 2,592 7,622 �S ST-226 Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl ♦DELINEATED WETLAND SEE GENERAL NOTE#2 _ 822.00 0.00 1,081 0 � I I ��I �\VA _ � � � �� ♦- - v DOUBLE ROW 823.00 1.00 1,348 1,212 / / / / \\ - _ SILT FENCE /�/ - 824.00 2.00 1,640 2,704 WATTLES INSTALLED 825.00 3.00 1,957 4,500 ALONG SLOPE 826.00 4.00 2,300 6,626 AT TOP OF SLOPE 10-FT TALL ST-227 OR GREATER, INSTALL FENCE Elev. (msl) Depth ft Area (sfl Cumulative Volume I OR GUARDRAIL FOR SAFETY PROPOSED 1 c fl 820.00 0.00 300 0 SEWER FORCE MAIN CONVEYOR FROM MINE SITE 821.00 1.00 446 371 _ SEE SHEET 02C0-D002 822.00 2.00 621 902 _ - 823.00 3.00 821 1,620 RETAINING WALL V A \ I 824.00 4.00 1,046 2,552 ALL SITE IMPROVEMENTS CROSSING - i AND SOUTH OF BEAVERDAM CREEK \ / \\ /� / - - _ SK-244 ARE SHOWN ON PLANS BY MARSHALL \\ - �\ V i / j/ // - - Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl MILLER &ASSOCIATES \\r - / \ `V/ , �/ / 841.00 0.00 2,726 0 ZONING SETBACK - i �i - �� //� \ AA \ �� / VV\ \ i �, i \ I I I \- / / - 842.00 1.00 3,147 2,934 1 �/ + � SS 843.00 2.00 3,594 6,302 PLANTING BUFFER / I // '-_ / / / \ AV // - \\ \ \ \ / / / i _ - ' 844.00 3.00 4,066 10,130 A / } \ I A \ +� / - _ / - - 845.50 4.50 4,821 16,787 _ I SK-245Ph2 Elev. (msl) Depth (ft) Area (sfl Cumulative Volume (cfl 840.00 0.00 1,263 0 841.00 1.00 1,577 1,417 842.00 2.00 1,946 3,175 843.00 3.00 2,321 5,306 L NUMBER 15912� 844.50 4.50 2,930 9,236 P RCE PROJECT MANAGER V. HAYNES, PE " - PIEDMONT LITHIUM CAROLINAS INC. CARo LITHIUM HYDROXIDE =o �-SS/o .'z= CAROLINA LITHIUM PROJECT ° CONVERSION PLANT - EROSION 5 3/13/2024 REVISED PER DEMLR COMMENTS = A 4 1/23/2023 REVISED PER DEMLR COMMENTS LITHIUM HYDROXIDE CONVERSION PLANT CONTROL PHASE 2 - INSET C 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 L I T H I U 440 S.Church Street,Suite 5 1 8/27/2021 MINING PERMIT ""''rrr1,,,,,11,0% 3/13/2024 01 C P-COOZ Charlotte, 2075 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 s79s7 � a SEE SHEET 01 CP-B003 FOR CONTINUATION / co IIM / I ECD L 880.01 / � I + EL879.71 v �, ��, ,x A-N — I \ \ \ \ V \ \ IIIII � �� 11 1 11I I' I /EL8 � _ � o0 1 I �B-N 00 I � I \ � � 840 84z ea4 38 SITE AccEss 8 — // A \ \ I vV I �I I I I w v. I ��A I �/ SB-202 \� V I V A V / II I I 1 ROADS TO REMAIN �\ \I I I a I �� ,�� I SEE SEDIMENT BASIN SHEET 01CP-CO04 SEE GENERAL NOTE#2 100 0 100 200 STREAM CROSSING NO. 4 TO REMAIN FOR ACCESS. \��I / I a I \ \ \ \ \ \ \SEE SHEET 01 CP-0011 SCALE IN FEET — ✓ — � \ / V I � � �\ � A � V \ \ \ � 83q \ / V�/� I I I I V / I II / \ )I V I \ \ \ V A \ � A/ GENERAL NOTES: I v I A � ° � vv�vv � \ v \ � � \\ \ \ \ 1. ALL BUILDINGS AND EQUIPMENT TO BE REMOVED. AREA I 1 A I A \ SB-206 TO BE GRADED TO DRAIN AND VEGETATED. ROADS AND SEE SEDIMENT BA IN SHEET E NOTE#2 — _ \� — _�� \\ — _� \� I ®� / \ RAIL AND RAIL ACCESS \ 4 \ \ 1 �1� \ \ RAIL TO REMAIN. SITE TO BE FOR FUTURE INDUSTRIAL ROAD TO REMAIN USE. X-X-X-X-X-X-X-X-X-X-X-X-X-X-X-X-X-X-X-X-x,x\x\x _ __ — — \ \ \\� \ \ \ _ `�\\ \\\� �\ \\ \ 2. BASIN TO REMAIN AS A MEANS TO SATISFY ANY FUTURE I I a HIM A\ RETAINING c4 ° a INING WALL A� � • —�`—'1'` v� V A\ \ ®_F �'� a � w 1/ � 3. SEE SHEET OOG-002 FOR LEGEND. ",A/ +/ \ I I III \I\ \ ED WETLAND / \ I DELINEATED I I \ � / i I11 Mt, I \ \ } \ I \ \ I I I I I \\ 1 A I I I I SEE GENERAL NOTE#1 I I I C 00 1` I l� W � l — I1 I1 1 I1 I1 I1 LO 10 I METER CEMETERY E1 M1 E1T E1 RY1 SITE E I BUFFER BOUNDARY I SB-204 o I I I SEE SEDIMENT BASIN SHEET 01CP-0006 co SEE GENERAL NOTE #2 �� I I � EXISTING CEMETERY SITE �� I / % TREAM BUFFER 30 FT S / — / / x SB-203 x FROM TOP OF BANK / � / I �' \ I � � � � � � SEE SEDIMENT BASIN SHEET 01CP-0005 SEE GENERAL NOTE#2 PROPOSED FENCE LINE, / / -'� a M / \ \ \ \ \ SEE NOTE 3 —820- _ I I I A \ \ \ VA \ \ \ \ \ CO8 8 — i �� / I I I / / / I I 100-YR FLOOD PLAIN I / v A I� \ \ I VA \\ \ —�— — w _ cn`"'_ � 31 Ae - �. DELINEATED WETLAND RETAINING WALL � / � ALL SITE IMPROVEMENTS CROSSING -- / AND SOUTH OF BEAVERDAM CREEK — _ ARE SHOWN ON PLANS BY MARSHALL — � MILLER&ASSOCIATES p I — x'k,x — / ZONING SETBACK — i PLANTING BUFFER —8 4b - - ;��Il = — i/ //� / }/ I �� I / / // /// 1 I I ► � I I I I I / I I � 1 1 1 1 1 1 1 ' � vvvv vv ____ / l l I l / l / �/ l P RCEL NUMBER 15912 i PROJECT MANAGER V. HAYNES, PE " - PIEDMONT LITHIUM CAROLINAS INC. CAR0 LITHIUM HYDROXIDE CAROLINA LITHIUM PROJECT • = CONVERSION PLANT- 5 3/13/2024 REVISED PER DEMLR COMMENTS = S L ON 4 1/23/2023 REVISED PER DEMLR COMMENTS 3 - LITHIUM HYDROXIDE CONVERSION PLANT RECLAMATION PLAN - INSET C F Q ,: PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS '%��%'•�,.•IN E GASTON COUNTY, NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS K NP . FILENAME - 01 CP-0003 L I T H I U 440 S.Church Street,Suite 1 8/27/2021 MINING PERMIT ""''��,,,,,,,,�� 3/13/2024 01 C P-000� Charlotte, 704.338.6700 2075 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 � \\ \ I CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES TOP OF BERM. ELEV 830.00 o \ i � 2A-N v v V \ VAA/VAA/VAA/V� 4 20'WIDTH 4 AAA VAA�AA, \ \ I 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT 1/2 r// // // ' // // // PIPE 2A-N SEE CULVERT `\ x ( \\/\\/\\/\ �� 1 r�� /\\/\\/\\ Cumulative Storage ( \ \ \ \ \ \ O O r v \ \ \ SUMMARY TABLE ON \ INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. i///////// // // //>, \ \ 7' CHAINLINKFENCE I \\ \\ \\ \\ \\ \\ \\ \� \\ \\ \\ \\ \\ \\ \ i//\//\//\//\//\//\ ELEV 828.50 //\//\//\//\//\//\//\// 831.00 SHEETOOCP-006) ` \ \ \ \ SEE DETAIL SHEET OOG-011 1 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT \/j/j�/j�/j�//�/��/��/��/��//��,��0 x ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN TOP O F BERM 1 ` 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 I N LETS AT \ I AN AREA WITH SEDIMENT CONTROLS. \\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\� PROTECTION TY P. LOW POINT, PROVIDE I ` \ \ ( ) \ 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 PROTECTION a �\ \ \\ ', 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 \ 3:1 / \\\\\\\\\\\\\�\�\\\ \\\\\\\\ \ 3.1 ELEV: 827 ± SUMMARY TABLE ON /\/\/\/\/\/\/\/\\\\\\\\\\\\\ // // // //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/V//V//V//V//V//V//V//V/ /V//�//�//�//�/ \ ELEV: 825.00 //%//%//%//%//%/ OUTLET PROTECTION OP-202A, P` \ O \//V/�A�/�A�/�A�/�A�//VA�//VA�//VA\\\\V\�\/�\/�VVV�V�V�V�V�\V\\\�\�\�A�\�\�\\V 822.00 SEE SUMMARY SHEET 00 G-005 VA/A�/A�/��/� / /A/A/A/A/A/A/A/AA/AA/AA/AA/AA/AA/A/A/A/A/A/A/A/A/A/A/��/��/��/��/��/A�/A�/A�/A�/A�/A�/A�/A�/A 0.00 0.23 0.30 0.51 0.66 0.82 0.99 1.17 1.56 V//V//V//V//V /V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V/ OUTLET PROTECTION OP-202 Cumulative Storage (a c-ft) SEE SUMMARY SHEET OOG-005 - •`\ \ \ TOP OF BERM ELEV. 830.00 KEY IN RIP-RAP - KEY IN RIP-RAP \� \ SECTION A PROPOSED PLANT \ BOTTOM OF POND I BUILDINGS R ELEV. 825.00 \ 48" OUTLET STRUCTURE WITH EMERGENCY SPILLWAY Basin Size SKIMMER AND 50 LF OF 24" O 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 0.23 826.25 1.25 1 11,411 0.30 827.00 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 f \ \ \\ \ \ \ \\ \ 830.00 5.00 17,996 1.56 BASIN ACCESS ROAD I PROPOSED ROAD WATER ENTRY UNIT PERSPECTIVE VIEW -- 1 I I � I - I I Skimmer Design SB-202 Req'd Vol (cf): 10,170 SEDIMENT BASIN 202 PRINCIPLE SPILLWAY � 30 STREAM BUFFER � \� \ I I I I I I DESIGN INFORMATION a X PVC VENT SCHEDULE 40 Desired Skimmer Drawdown Time (td)5 hrs PVC ELBOW PIPE 3 Outlet: Sediment Basin 202 Principle Spillway, Drop Pipe PVC PIPE Desired Skimmer Drawdown Rate Q 3 390 ft /da I I I I PVC END CAP / LIMIT OF DISTURBANCE I 1 3" PIPE DIAMETER ( d) y Riser Top Elev: 827.50 ft Skimmer Size in Riser Length: 4.0 ft PLAN VIEW WATER SURFACE Head on Orifice (H)5 0.250 ft Orifice Coefficient: 0.60 Weir Coefficient: 3.1 SCALE: 1"=50' Culvert Length: 50.00 ft 50 0 50 100 o PVC END CAP SCHEDULE 40 Calculated Orifice Diameter' 1.713 in Culvert Diameter: 24.00 in 3" PVC PIPE a Culvert Invert In: 824.50 ft SCALE IN FEET Actual Orifice Diameter 1.750 in Culvert Friction Coefficient: 0.01 PVC PIPE SEE TABLE FOR Actual Skimmer Drawdown Time' 69 hrs Culvert Entrance Loss Coefficient: 0.90 CUTOFF TRENCH ALIGNS INSTALL COLLAR WITH CORRUGATIONS 112" HOLES IN PIPE DIAMETER VERTICAL. COLLAR TO BE OF SAME GAGE WITH q EMBANKMENT PVC TEE UNDERSIDE 1 ,75" ORIFICE PLATE Discharge: 42.13 cfs AS THE PIPE WITH WHICH IT IS USED. PVC TEE Required Discharge: 37.20 cfs BAND EXISTING GROUND 1/2" X 2" SLOTTED FILL MATERIAL FLEXIBLE NOTES: 2" HOLES @ 8" C.C. 2' MINIMUM IF NOT HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS FOR 3/8"0 BOLTS CUT TO BEDROCK q i0 i of id i of i0 OTHERWISE NOTED. 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE B l� + ►� OD OF PIPE 1 SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED IT i01 i i0i iq i i0i i 0 1 NOT BE WATER-TIGHT. i i 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE END VIEW i i i i i i i i i i i PIPE BARREL STRUCTURE WITH WATER-TIGHT FRONT V E W RISER BUOYANCY CALCULATION 2' � CONNECTIONS. ONE PIECE CONNECTING 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED BAND WELDED TO PIPE; SUITABLE EARTHEN BASED ON SIZES A DESIGN METHODOLOGY AND WILL LA DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A W: 4' MIN. CONTINUOUS WELD BOTH MATERIAL COMPACTED TO SKIMMER MINIMUM OF 1.25 TIMES THE UPWARD FORCE. 95% OF STANDARD REVIEWED AND APPROVED BY THE ENGINEER ONCE A SIDES OF BAND .NOT TO SCALE SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN PROCTOR MAX. DRY DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) CUT-OFF TRENCH DENSITY WITHIN ±2% ANTI-SEEP COLLARS OPTIMUM MOISTURE 48" SQUARE CONCRETE RISER NOT TO SCALE CONTENT NOT TO SCALE TRASH RACK 1 O' TOP OF WEIGHT = 10,147 Ib RETRIEVAL ROPE EMERGENCY SPILLWAY, SEE DETAIL THIS SKIMMER, SEE DETAIL BERM WIDTH SHEET THIS SHEET ANCHORED IN WHERE: U Q 48" CONCRETE THE SLOPE 1' FREEBOARD 4'x4' (INSIDE- SEDIMENT RISER STRUCTURE MIN. 1' FREEBOARD RISER WEIGHT = 10,147 lb - TOP OF BERM. ELEV 830.00 DIMENSION) RISER N CLEANOUT WEIGHT OF CONCENTRATE BASE - (LENGTH x WIDTH x DEPTH) x UNIT STRUCTURE GAGE WEIGHT OF CONCRETE ------ 0.5' DEPTH OF FLOW SEDIMENT CLEANOUT o❑ ❑oo❑❑ oo❑❑❑❑o // / // // // // // // // // // // // // EMERGENCY SPILLWAY ELEV 828.50 WEIGHT OF CONCRETE BASE _ (7.0 ft x 7.0 ft x 1.5 ft)x 150 Ib/ft3 = 11,025 Ib CONCBASE ETE MARK, ELEV 826.25 0❑❑❑ ao❑❑❑ oo❑❑❑❑o RISER CREST ELEV. 827.50 //\\j� \��\//�� STRUCTURE WEIGHT = 10,147 lb + 11,025 lb = 21,172 lb ° � EMBANKMENT STABILIZED a a 1 1 WITH VEGETATION ' ° BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft SKIMMER, ° 3 CUT OFF TRENCH 3 SEE DETAIL - OUTLET APRON BUOYANCY = 96 ft'x 62.4 Ib/ft3 = 5990.4 lb THIS SHEET ° DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) A� BOTTOM OF POND INV. ELEV 824.50 24" DIA. CMP o Q)Oo 00 � 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. .�AR0�''''- SEDIMENT BASIN SB-202 ,� o�:••F�SS,o•...%-, CAROLINA LITHIUM PROJECT ' = PLAN VIEW & PROFILE DETAIL SAL 5 /13/202 REVISED PER DEMLR COMMENTS 1 3 LITHIUM HYDROXIDE CONVERSION PLANT PIE NT 4 /23/2023 REVISED PER DEMLR COMMENTS 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 'FR E•K.•NP ` FILENAME - 01 CP-CO04 3/13/2024 440 S.Church Street,Suite 1200 '�� ` 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 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. �\//\\//\\//\\i/�r/�r/� O V/V/V/V/V/V/�i o 0 VA 0,, �%V/V/V/V/V/V/VA VA VA VA VA VA VA �� ELEV 811.50 ��/AA/AA/AA/AA/AA/AA/AA/` 814.00 -- VA/VA/VA/VA/VA/VA/VA/VA/VAS\� VA VA VA VA VA VA VA VA VA 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT \/\/\/\/\/\/\/\/\/\/�,� � , �y\/\/\/ �, O O O O O O O O O �\ \ \ \ \\//\ \ \ \ \ \ 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\/\/\/\/\/\/\/\/\/\/\/ \ �� 813.00 13.00 AREA WITH SEDIMENT CONTROLS. \%/�\%/�\>>/\RRX\Ax%/x\%/x\%/x\% - - 7 C HAI N L I N K FENCE // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // // /i EMERGENCY X 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT \-\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \,` 812.00 812.00 SEE DETAIL SHEET OOG-011 \\ \\\\\\ i\/\//i//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//�//�/� ' SPILLWAY ° / I 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 PRINCIPAL 11.00 DRAINAGE AREA DELINEATION \ \\ AREA. SECTION B 811.00 SPILLWAY 10.50 I 0 810.00 10.00 x I PROPERTY 12" CLASS 1 RIP-RAP CLEANOUT ELEV. PROPOSED SITE ACCESS ROAD / I / > 809.25 / X BOUNDARY w 809.00 .00 x NON-WOVEN GEOTEXTILE FABRIC 1 0', ELEV. 81 1 .50 -COMPACTED FILL ON TOP OF 808.00 808.00 RIPRAP INFLOW PROTECTION LIMIT OF DISTURBANCE BETWEEN ALL SOIL AND RIP-RAP. \ ° / SEE DETAIL SHEET OOG-009 X \ ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL / ALONG FACE OF SPREADER LIP TO REMOVED. - \ x TOP OF FOOTER. o O o VIRGIN GROUND 807.00 POROUS BAFFLES 3:1 / j AjAAjAAjAAjAAjAAjAAjAAjAAjAAjA�jAAjA 3:1 ELEV: 809 ± a V\//VSEE DETAIL SHEET OOG-011 \AA INLET AT LOW OUTLET PROTECTION \ 806.00 POND BOTTOM OP-203A K111'POINT, PROVIDE EMERGENCY SPILLWAY ELEV: 808.00 // SEE SUMMARY ELEV. 811.50 ) / /\/ o /\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\/\ 805.00 INLET PROTECTION / O / /\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\ DURING CONSTRUCTION SHEET OOG-005 1 \\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/\ 820- SEE DETAIL_ THIS SHEET \\\\\\\\\\\\\\ \ \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \ 0.00 0.15 0.19 0.3 3 0.43 0.54 0.65 0.78 1.05 Cumulative Storage (ac-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 ___- \ I 1-1 J TOP OF BERM ELEV. 813.00 /_ 808.00 0.00 5,857 0.00 _ -1 ARM ASSEMBLY � / 809.00 1.00 7,118 0.15 ° Q--/ X J-H OKS I / / 809.25 1.25 7,442 0.19 810.00 2.00 8,435 0.33 C" ENCLOSURE 810.50 2.50 9,115 0.43 " ° SB-203 I 811.00 3.00 9,809 0.54 C °°° 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 TABLE ON SHEET PERSPECTIVE VIEW 813.00 5.00 12,726 1.05 OOG-005) 100 YEAR FLOODPLAIN x I 30 FT STREAM BUFFER PVC VENT SCHEDULE 40 PVC ELBOW PIPE PVC PIPE / PVC END CAP 3" PIPE DIAMETER SILT FENCE ROCK OUTLET // SEDIMENT BASIN 203 PRINCIPLE SPILLWAY WATER SURFACE Skimmer Design SB-203 Req'd Vol (cf): 7,074 DESIGN INFORMATION Desired Skimmer raw own Time (td)6 hrs PLAN VIEW 3 Outlet: Sediment Basin 203 Principle Spillway, Drop Pipe °° °° PVC END CAP - Desired Skimmer Drawdown Rate Qd) 2,358 ft /da °°° °°° � SCHEDULE 40 ( Y 3" PVC PIPE Riser Top Elev: 810.50 ft SCALE: 1"=50' Skimmer Size in Riser Length: 4.0 ft 50 0 50 100 PVC PIPE SEE TABLE FOR s Orifice Coefficient: 0.60 PIPE DIAMETER ea on Orifice (H 5 Weir Coefficient: 3.1 SCALE IN FEET - CUTOFF TRENCH ALIGNS 1 �2" HOLES IN WITH j EMBANKMENT PVC TEE UNDERSIDE Culvert Length: 50.00 ft INSTALL COLLAR WITH CORRUGATIONS PVC TEE 1.5" ORIFICE PLATE Calculated Orifice Diameter? 1.429 in Culvert Diameter: 24.00 in 8 Culvert Invert In: 807.80 ft VERTICAL. COLLAR TO BE OF SAME GAGE - EXISTING GROUND Actual Orifice Diameter 1.500 in Culvert Friction Coefficient: 0.01 AS THE PIPE WITH WHICH IT IS USED. FILL MATERIAL FLEXIBLE NOTES: Actual Skimmer Drawdown Time' 65 hrs Culvert Entrance Loss Coefficient: 0.90 2' MINIMUM IF NOT 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS i C BAND UT TO BEDROCK HOSE- OTHERWISE NOTED. Discharge: 24.86 cfs 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE q 9 1/2" X2" SLOTTED Required e: 19.99 cfs 2" HOLES @ 8" C.C. 1 L SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED i 1 i 1 , FOR 3/8"0 BOLTS 1 NOT BE WATER-TIGHT. iQ i0 Oi + id Oi i0 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE 2" �-• �� OD OF PIPE 2L FRONT VIEW END VIEW PIPE BARREL STRUCTURE WITH WATER-TIGHT + CONNECTIONS. SUITABLE EARTHEN 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED i i i i i i i RISER BUOYANCY CALCULATION J 1 MATERIAL COMPACTED TO BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE 95°/ OF STANDARD REVIEWED AND APPROVED BY THE ENGINEER ONCE A DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A ONE PIECE CONNECTING SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. CUT-OFF TRENCH PROCTOR MAX. DRY KI MMER MINIMUM OF 1.25 TIMES THE UPWARD FORCE. BAND WELDED TO PIPE; DENSITY WITHIN ±2% W: 4' MIN. CONTINUOUS WELD BOTH OPTIMUM MOISTURE NOT TO SCALE DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) SIDES OF BAND NOT TO SCALE CONTENT ANTI-SEEP COLLARS 48" CONCRETE RISER SKIMMER, SEE DETAIL TRASH RACK 10' TOP OF WEIGHT = 10,147 Ib NOT TO SCALE THIS SHEET RETRIEVAL ROPE BERM WIDTH SHEET EMERGENCY SPILLWAY, SEE DETAIL THIS ANCHORED IN WHERE: 48" CONCRETE THE SLOPE 1' 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 ❑ ❑00❑❑ 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 171171 oUE1 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 ° I 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) o BOTTOM OF POND INV. ELEV 807.80 24" DIA. CMP QQ A C�Ooolo ELEV 808.00 III III \ \ \ III III 18,247 lb > 5990.4 lb x 1.25 \ \\ \\ 18,247 lb > 7,488 lb a a ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI. z CONCRETE BASE ---- 20' 2VOERY 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL g 6.0' x 6.0'x 1.5' AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED NOTES: WITH A BLACK BITUMINOUS ENAMEL PAINT. � 1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. 2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE. RISER PLAN VIEW SEDIMENT RISER BASIN 1 NOT TO SCALE NOT TO SCALE PROJECT MANAGER V. HAYNES, PE " PIEDMONT LITHIUM CAROLINAS INC. '% CARo� '''- SEDIMENT BASIN SB-203, o�:••F�sS,o•...% : CAROLINA LITHIUM PROJECT = PLAN VIEW & PROFILE DETAIL 5 1/13/202 REVISED PER DEMLR COMMENTS 3 LITHIUM HYDROXIDE CONVERSION PLANT 4 /23/2023 REVISED PER DEMLR COMMENTS 3 5//08/202 REVISED PER DEMLR COMMENTS '�� .�GiNPIEDPAONT •�:•' GASTON COUNTY NORTH CAROLINA FILENAME - 01CP-CO05 SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '� R/ ••• P� ` , 440 S.Church Street,Suite 1200 ' /''�ii 1111;,``% 3/13/2024 L I T H P U 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 RIPRAP INFLOW PROTECTION OUTLET PROTECTION OP-204A CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES TOP OF BERM. ELEV. 818.00 ` I V ♦ SEE SUMMARY SHEET OOG-005 %V/VA/VA/� 20'WIDTH 4 SEE DETAIL SHEET OOG-009 \ 4 ��X 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 /j /j\/j\ %\//\//\/ Cumulative Stora e �X ll II yvv�vv�vv�� 1 �� c/vvivvivv� g INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. PROPOSED \ o0�/�0. I �� PLANT BUILDING ELEV 816.50 �1 ,/ %/\\j/\\j/\\j/\\j/\\j/\\j/\\j/ 819.00 DRAINAGE AREA DELINEATION 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT \\\\ I AND EQUIPMENT r// << I ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \\\\\\\\\\\\\ TOP OF BERM o I �/i /i /i /i /i /i ' /i. Il \/\/\/\/\ /\/\ \ \ \ \ \ \ \ \ \i\ \ \ \ \ \ \ \/\/\/\/\/\/\/\/\/\/\/\/\/\/ 818.00 18.00 co I a AREA WITH SEDIMENT CONTROLS. TOP OF BERM ELEV. 818.00 ao °I ` \ \/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/\/�\� 817.00 EMERGENCY 817.00 11 ' / ` 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT �\,�\��\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/�\,� //\/\/\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\//\�/�// 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 f ° AREA.� 1 � SPILLWAY 15.50 A-N 0 815.00 15.00 SILT FENCE 11 I I _ 12" CLASS 1 RIP-RAP ' CLEANOUT ELEV. SEE DETAIL SHEET OOG-008I / I I \ 4B N I Ni 814.25 1 ' eo 1� I I ° -w 814.00 .00 m 4C N NON-WOVEN GEOTEXTILE FABRIC a 19', ELEV. 816.50 \ I I PIPE 4C-N ( SEE BETWEEN ALL SOIL AND RIP-RAP. COMPACTED FILL ON TOP OF 813.00 813.00 / 1 A Aswoons 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 \ a SEE DETAIL THIS SHEET m► I I I I �� 3:1 // //\\j\\j\\j\\j\\j\\j\\j\\j\\j/\\j/\\j/\\j/\\j/\\j/\\j\\/\\/\\j/\\j/\\j\ 3:1 ELEV: 812 ± O / /AAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAj//AAjA O 811.00 B OTT O M OF POND POND BOTTOM o /V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//VV// ELEV. 813.00 // //AAAA//AAAAAAAA//AAAAAAA/ >d ELEV: 813.00 AA A XRXIA AA AA AA AA AA AA AA AA AA AA AA AA AA AA AA AA AA�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 INLET PROTECTIONVA//AA//AA//AA//A // //AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//AA//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 /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�/j�/j�/j�/j�/j�/j�/j o Cumulative Storage (ac-ft) 00 KEY IN RIP-RAP SECTION A KEY IN RIP-RAP 48" OUTLET STRUCTURE WITH EMERGENCY SPILLWAY OUTLET PROTECTION OP-204 ` SKIMMER AND 50 LF OF 24" DOUBLE NOT TO SCALE SEE SUMMARY SHEET OOG-005 �� / BARREL HDPE SEE DETAILS THIS SHEET Basin Size Elev. (Ir l) Depth (ft) Area (sf) Cumulative Volume (ac-ft) \ � 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 \ J � °°° - °° 815.00 2.00 16,375 0.67"C" ENCLOSURE BASIN ACCESS ROAD \� 815.50 2.50 17,279 0.86 C M 816.00 3.00 18,198 1.07 00 100 YEAR FLOODPLAIN \ V A \ yl - 0 816.50 3.50 19,130 1.28 \ a WATER ENTRY UNIT 817.00 4.00 20,007 1.51 PERSPECTIVE VIEW 818.00 5.00 1 22,013 1.99 WETLAND TOP OF BANK � \ LIMIT OF DISTURBANCE \ �\ PROPOSED SITE PVC VENT a SCHEDULE 40 ACCESS ROAD PVC ELBOW PIPE \ \ \ y PVC END CAP PVC PIPE SEDIMENT BASIN 204 PRINCIPLE SPILLWAY a 3" PIPE DIAMETER Skimmer Design SB-204 Req'd Vol (cf): 10,296 30-FT STREAM BUFFER DESIGN INFORMATION Desired Skimmer Drawdown Time (td)s 72 hrs I I \ WATER SURFACE s Outlet: Sediment Basin 204 Principle Spillway, Drop Pipe Desired Skimmer Drawdown Rate A) 3,432 ft /day Riser Top Elev: 815.50 ft 00 00 Skimmer Size in Riser Length: 4.0 ft PLAN VIEW °O° °°° PVC END CAP SCHEDULE 40 5 Orifice Coefficient: 0.60 3" PVC PIPE Head on Orifice (H) 0.250 ft SCALE: 1" - 50' SEE TABLE FOR Weir Coefficient: 3.1 PVC PIPE Culvert Length: 50.00 ft 50 0 50 100 PIPE DIAMETER/2" HOLES IN Calculated Orifice Diameter? 1.724 in Culvert Diameter: 24.00 in Culvert Invert In: 8012.50 ft SCALE IN FEET CUTOFF TRENCH ALIGNS PVC TEE PVC TEE UNDERSIDE 1.75" ORIFICE PLATE Actual Orifice Diameter 1.750 in Culvert Friction Coefficient: 0.01 � INSTALL COLLAR WITH CORRUGATIONS WITH q EMBANKMENT Actual Skimmer Drawdown Time' 70 hrs Culvert Entrance Loss Coefficient: 0.90 VERTICAL. COLLAR TO BE OF SAME GAGE AS THE PIPE WITH WHICH IT IS USED. FLEXIBLE NOTES: Discharge: 42.13 cfs EXISTING GROUND HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS Required Discharge: 37.20 c BAND fs FILL MATERIAL-, OTHERWISE NOTED. l l l 1/2 X 2 SLOTTED 2' MINIMUM IF NOT 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE 2 HOLES @ 8" C.C. CUT TO BEDROCK i � FOR3/8"0BOLTS _ lll�� SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED �q 101 i poi d poi 1 p} NOT BE WATER-TIGHT. B z + 1 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE 2"� �� OD OF PIPE 1 PIPE BARREL STRUCTURE WITH WATER-TIGHT 11 + 1q b� END VIEW FRONT VIEW CONNECTIONS. 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED J 2' BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE RISER BUOYANCY CALCULATION I � IIIII � III � Illllllll � � � REVIEWED AND APPROVED BY THE ENGINEER ONCE A ONE PIECE CONNECTING SUITABLE EARTHEN SKIMMER SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A BAND WELDED TO PIPE; � MATERIAL COMPACTED TO W: 4' MIN. CONTINUOUS WELD BOTH 95% OF STANDARD NOT TO SCALE MINIMUM OF 1.25 TIMES THE UPWARD FORCE. ►� SIDES OF BAND PROCTOR MAX. DRY DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) CUT-OFF TRENCH DENSITY WITHIN ±2% ANTI-SEEP COLLARS NOT TO SCALE OPTIMUM MOISTURE 48" CONCRETE RISER CONTENT TRASH RACK 10' TOP OF WEIGHT = 10,147 Ib NOT TO SCALE RETRIEVAL ROPE EMERGENCY SPILLWAY, SEE DETAIL THIS BERM WIDTH SHEET SKIMMER, SEE DETAIL ANCHORED IN WHERE: THIS SHEET 48" CONCRETE THE SLOPE 1' FREEBOARD U RISER STRUCTURE RISER WEIGHT = 10,147 lb MIN. 1' FREEBOARD TOP OF BERM. ELEV 818.00 4'x4' (INSIDE g SEDIMENT DIMENSION) RISER CLEANOUT WEIGHT OF CONCENTRATE BASE _ (LENGTH x WIDTH x DEPTH) x UNIT STRUCTURE N GAGE 0.5' DEPTH OF FLOW WEIGHT OF CONCRETE SEDIMENT CLEANOUT 11 ❑oo❑❑ ME0111 (7.0 ft x 7.0 ft x 1.5 ft) x 150 Ib/ft3 = 11,025 Ib CONCRETE MARK, ELEV 814.25 77❑❑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 lb/ft' SKIMMER, ° SEE DETAIL - OUTLET APRON BUOYANCY = 96 ft'x 62.4 lb/ft' = 5990.4 lb THIS SHEET a BOTTOM OF POND INV. ELEV 812.50 24" DIA. CMP OOo DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) A 24" DIA. CMP ELEV 813.00 \\\\\\\\ 0000 21,172 lb > 5990.4 lb x 1.25 a - - - - - 21,1721b > 74881b 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.•�AR� SEDIMENT BASIN SB-204, �o�:••F�SS,o'%- CAROLINA LITHIUM PROJECT ° S % PLAN VIEW & PROFILE DETAIL AL 5 /13/202 REVISED PER DEMLR COMMENTS 1 3 LITHIUM HYDROXIDE CONVERSION PLANT 4 /23/2023 REVISED PER DEMLR COMMENTS P I E DPAON T 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/•••••••••'•P� �`� FILENAME - 01 CP-CO06 r t ` + Y 440 S.Church Street, Suite 1200 1 8/27/2021 MINING PERMIT ' ��,��``` �3/13/2024 L ' T �"''1 F U M Charlotte, NC 28202-2075 SCALE - 1" - 50' 01 C P-C 0 0 6 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 - N.C.B.E.L.S.License Number: F-0116 1 2 3 4 5 6 7 8 CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES RAIL SPUR ACCESS ROAD \ \ \ \ TOP OF BERM. ELEV. 837.00 \ AAA'/VAA'/VAA'/V� 4 20'WIDTH 4 VA�VA�VA% Cumulative Storage \ \ 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 �\ ` \ INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. i//\//\//\/`/`/>,'UO O r/ r/ \\//\//\// 838.00 ELEV 835.80 \ \ 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT i\ //\\//\\//\\//\\//\\//\\//\\//\\//�'i\O / / / , / / / / / / i i / / / / / / / / / / / J \ \\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\j\ 1��j j\\j\\j\\j\\j\\j\\j\\j\\j\\j\\\j 837.00 TOP OF BERM 37.00 ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN \�/\�/\�/\�/\�/\�/\�/\�/\�/\�/\�/\�/ /\�/\�/\�/\�/\�/\�/\�/\�/\�/\�/\\\\/\ AREA WITH SEDIMENT CONTROLS. i // // // // // // // // // // // // // // // // // // // // // // // // // // // / SK-244 \ `\"\\\\i\\j \/\/\/\/\/\�/\�/\�/\�/\�/\�/\�/\�/\�/ EMERGENCY f /�� 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT `\'�\ \/\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\\/\/\\/\\/\\/\\/\\/\/\'`� 836.00 836.00 /i / // / SPILLWAY .80 i THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS �♦ X� X� X ♦ IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL SECTION B PRINCIPAL X� X M ` AREA. 835.00 SPILLWAY 80 835.00 - 0 WATTLES INSTALLED \ I °- ALONG SLOPE \ y I �o� 1 -12" CLASS 1 RIP-RAP 834.00 ELEV. gp 834.00 CLEANOUT - / 00 CIO 845 w / NON-WOVEN GEOTEXTILE FABRIC 1 0', ELEV. 835.80 833.00 80 833.00 / BETWEEN ALL SOIL AND RIP-RAP. -COMPACTED FILL ON TOP OF 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. 832.00 - \� TOP OF FOOTER. o o -VIRGIN GROUND ti 840 842-844 � /� 3:1 \AV\AV\AV\AV\AV\A\\A\\A\\A\\A\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \ 3:1 ELEV: 832 ± \\ \\ \ \\ 831.00 � POND BOTTOM 33 835 \// \ i� ELEV: 832.80 / BASIN ACCESS ROAD830.00 RIP RAP SLOPE 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\/i\i\ 0.00 0.05 0.26 0.32 0.56 0.62 0.90 0.9 1.37 BOTTOM OF POND PROTECTION TYP. �♦ \/\\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\\j\\j\\j\\j\/\ ELEV. 832.80 V//V//V//V//V// //V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V//V// ` � ` Cumulative Storage (ac-ft) _ - + KEY IN RIP-RAP SECTION A KEY IN RIP-RAP maws B r �\ \ EMERGENCY SPILLWAY Basin Size -206 72"_ 72" OUTLET STRUCTURE` Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft) TLET WITH NOT TO SCALE 83 SKIMMER AND 50 LF OF 36" HDPE 832.80 0.00 10,488 0.00 \ •A _ X_ X_X_ ,SEE DETAILS THIS SHEET \ -SILT FENCE ROCK OUTLET X_ X_ 833.00 0.20 10,804 0.05$3-0 � � ♦` 833.80 1.00 12,205 0.26 EMERGENCY SPILLWAY _/ \� OUTLET PROTECTION OP-206 ` 834.00 1.20 12,538 0.32 f ELEV. 835.80 �- SEE SUMMARY SHEET OOG 005 \ 834.80 2.00 13,893 0.56 \ SEE DETAIL THIS SHEET �� ARM ASSEMBLY 835.00 2.20 14,357 0.62 \ ♦� TOP OF BERM ELEV. 837.00 835.80 3.00 15,785 0.90 �_ \\ � �� \ -� SILT FENCE o0 836.00 3.20 16,253 0.97 C TOP OF BANK \ �� \\ "C" ENCLOSURE � \ SEE DETAIL SHEET OOG-008 � 837.00 4.20 18,226 1.37 30' STREAM BUFFER -� �� \\ \ - o. \` DRAINAGE AREA DELINEATION WATER ENTRY UNIT \\LIMIT DISTURBANCE PERSPECTIVE VIEW Skimmer Design SB-206 Req'd Vol (cf): 9,900 SEDIMENT BASIN 206 PRINCIPLE SPILLWAY \ \ \ \ DESIGN INFORMATION -\\ \� PVC VENT Desired Skimmer Drawdown Time (td)6 hrs SCHEDULE 40\ - - \ � Desired Skimmer Drawdown Rate Q 3 300 fts�da Outlet: Sediment Basin 206 Principle Spillway, Drop Pipe PVC END CAP ft PVC ELBOW PIPE PVC PIPE ( d) y Riser Top Elev: 834.80 2.5 PIPE DIAMETER Skimmer Size in Riser Length: 6.0 ft Head on Orifice (H)5 0.208 ft Orifice Coefficient: 0.60 PLAN VIEW WATER SURFACE Weir Coefficient: 3.1 Culvert Length: 50.00 ft SCALE: 1" = 50' °° Calculated Orifice Diameter? 1.770 in Culvert Diameter: 36.00 in 50 0 50 100 °°° PVC END CAP SCHEDULE 40 Culvert Invert In: 831.00 ft 2.5" PVC PIPE Actual Orifice Diameter$ 1.750 in Culvert Friction Coefficient: 0.01 SCALE IN FEET CUTOFF TRENCH ALIGNS PVC PIPE SEE TABLE FOR Actual Skimmer Drawdown Time? 74 hrs Culvert Entrance Loss Coefficient: 0.90 � WITH � EMBANKMENT 1 /2" HOLES IN PIPE DIAMETER - INSTALL COLLAR WITH CORRUGATIONS Discharge: 56.41 cfs VERTICAL. COLLAR TO BE OF SAME GAGE PVC TEE UNDERSIDE 1 .75" ORIFICE PLATE Required Discharge: 56.41 cfs AS THE PIPE WITH WHICH IT IS USED. EXISTING GROUND PVC TEE FILL MATERIAL-\ BAND 2' MINIMUM IF NOT 1/2" X 2" SLOTTED CUT TO BEDROCK FLEXIBLE NOTES: 2" HOLES @ 8" C.C. - HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS FOR 3/8"0 BOLTS 1 �q � i0� i �Oi \ id i �Oi � i0 1 OTHERWISE NOTED. 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE B z 2"� ►� OD OF PIPE SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED NOT BE WATER-TIGHT. d 1 i01 10i iq i0i i0i 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE J END VIEW PIPE BARREL STRUCTURE WITH WATER-TIGHT SUITABLE EARTHEN FRONT V RISER BUOYANCY CALCULATION � CONNECTIONS. ONE PIECE CONNECTING MATERIAL COMPACTED TO 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED 95% OF STANDARD DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A BAND WELDED TO PIPE; SKIMMER BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE CONTINUOUS WELD BOTH PROCTOR MAX. DRY REVIEWED AND APPROVED BY THE ENGINEER ONCE A MINIMUM OF 1.25 TIMES THE UPWARD FORCE. W: 4' MIN. SIDES OF BAND CUT-OFF TRENCH DENSITY WITHIN ±2% SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. OPTIMUM MOISTURE NOT TO SCALE DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) NOT TO SCALE CONTENT ANTI-SEEP COLLARS TRASH RACK 72" SQUARE CONCRETE RISER 10 TOP OF EMERGENCY SPILLWAY, SEE DETAIL THIS WEIGHT = 15,220 lb NOT TO SCALE SKIMMER, SEE DETAIL RETRIEVAL ROPE BERM WIDTH - SHEET THIS SHEET \ ANCHORED IN WHERE: 72" CONCRETE THE SLOPE 1' 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 �❑ ❑��❑❑ ��❑O�� /� /� \ \ \ /\/�\/�\/�\/�\/�\/�\/�\ EMERGENCY SPILLWAY ELEV 835.80 WEIGHT OF CONCRETE BASE _ (7.5 ft x 7.5 ft x 2.0 ft)x 150 Ib/ft3 = 16,875 lb BASE a MARK, ELEV 833.80 0°❑°❑❑ oo ]IF71 oUDIDu°u RISER CREST ELEV. 834.80 \\\\\�\ \\ \\ \\`\\.`\\.`\\,\\i\\\\ 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 Ib/ft3 SEE DETAIL THIS SHEET a - OUTLET APRON BUOYANCY = 216 ft'x 62.4 lb/ft' = 13,478.4 lb io 36" DIA. CMP BOTTOM OF POND INV. ELEV 831.00 36" DIA. CMP OOo 00 DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) �DOoO A ELEV 832.80 \\\\\\ III O 32,095 lb > 13,478.4 lb x 1.25 32,095 lb > 16,848 lb Z1, ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE CONCRETE BASE 20' 2pVERY 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 •...... ;�� SEDIMENT BASIN SB-206, o�:••F�sS,o•... CAROLINA LITHIUM PROJECT 7 6.7 = PLAN VIEW & PROFILE DETAIL S AL 5 1/13/202 REVISED PER DEMLR COMMENTS 3 LITHIUM HYDROXIDE CONVERSION PLANT 4 /23/2023 REVISED PER DEMLR COMMENTS 3 5/31/2022 REVISED PER DEMLR COMMENTS \� 0I NPIEDPAONT •�:•'HD Engineering f the as 2 12/08/2021 REVISED PER DEMLR COMMENTS GASTON COUNTY, NORTH CAROLINA FILENAME - 01CP-CO07 SHEET 40 SgChurch Street Suite 1200 ��' �E•K. NPR�``�3/13/2024 L I T H P U 1 8/27/2021 MINING PERMIT SCALE - 1" - 50' 01 CP-COOT Charlotte, 2075 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 - N.C.B.E.L.S. License Number: F-0116 1 2 3 4 5 6 7 8 �N Cumulative Storage 1 ST-226 828.00 DRAINAGE AREA DELINEATION CONSTRUCTION, MAINTENANCE AND INSPECTION NOTES I I TOP OF BERM. ELEV. 828.00 TOP OF BERM x 1. INSPECT SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 \\ \\ \\ 4 20' WIDTH 4 \\ \\ \\ 827.00 827.00 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. 26.50 o \ \\ \\ \\ \\ \\ \\ \\ \o� \\ \\ \\ \\ \\ \\ \\ / \/\ ELEV 826.50 �1 �/\/\/\/\/\/\/\/ EMERGENCY 2. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT \\//\\//\\//\\//\\//\\//\\//\\//\\\� �, \//\//\//\//\//\//\//\//\// S B-209 /\/\/\/\/\/\/\/\/\/� /\\/\\/\\/\\/\\/\\/\\/\\/\\/ 826.00 26.OD SPILLWAY I ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACED REMOVED SEDIMENT IN AN // // // // // // // // // // 'i PRINCIPAL / POROUS BAFFLES AREA WITH SEDIMENT CONTROLS. i// // // // // // // // // // // // '� i S�2L5. WAY \` \ SEE DETAIL SHEET 00G-011 i \S\\\ ic 825.00 0048 OUTLET STRUCTURE WITH 3. CHECK EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT ' /%�/i/// // / / / / / / / / / / / / / / / / / / / / / /�/�/�/\\�/\\�/\\�/\��////i/� oD SKIMMER AND 50 LF OF 30" HDPE THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS / //i///// // // // // // // // // // // // // // // // // // // //,//%/' I � �V��A�AA�AA�AA�AA�AA�AA�AA�AA�A��A��A��AA�AA�AA�AA�A��AA��/ � 24.50 CLEANOUT > \ SEE DETAILS THIS SHEET IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL ELEV. 1 I� - \ AREA. SECTION B w 824.00 24.00 TOP OF BERM ELEV. 828.00 7 23.50 \\ \\ \ 12" CLASS 1 RIP-RAP 823.00 NON-WOVEN GEOTEXTILE FABRIC 10', ELEV. 826.50 822.00 EMERGENCY SPILLWAY \ BETWEEN ALL SOIL AND RIP-RAP. COMPACTED FILL ON TOP OF \\ \ ELEV. 826.50 / ` BOTTOM OF POND \ ANCHOR IN FABRIC BY RUNNING VIRGIN SOIL WITH TOP SOIL \ SEE DETAIL THIS SHEET ' ` ELEV. 823.50 \ \ ALONG FACE OF SPREADER LIP TO REMOVED. TOP OF FOOTER. o o VIRGIN GROUND 821.00 \\ 3:1 / j AjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjAAjA 3:1 ELEV: 821 ± 0.00 0.13 0.27 0.44 0.62 0.82 1.02 1.23 POND BOTTOM o %// /%/%/%/%/%/%/%/%/%/%/%/%/%/%/%/%/%/%/%/%/%/, //%/%\/\ Cumulative Storage (ac-ft) �� \ / \ / /\\ \j\\j\\j\\j\\j\\j\\j\\j\\j\\ j \ 6 l\\ ` ELEV: 823.50 /\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\//\\/\\ L 824 J I I �� Basin Size � II I \ ST-227 / / KEY IN RIP-RAP KEY IN RIP-RAP Elev. (msl) Depth (ft) Area (sf) Cumulative Volume (ac-ft) I T � SECTION A "� 823.50 0.00 10,385 0.00 T-225 � EMERGENCY SPILLWAY 824.00 0.50 11,904 0.13 �- 1 ♦ 824.50 1.00 13,513 0.27 \ NOT TO SCALE e �Nk 1 T 825.00 1.50 15,575 0.44 1 ARM ASSEMBLY OUTLET PROTECTION OP-209 825.50 2.00 16,422 0.62 EXISTING WETLAND 11 SEE SUMMARY SHEET OOG-005 826.00 2.50 17,284 0.82 826.50 3.00 18,160 1.02 C \ 1 11 DOUBLE ROW OF SILT FENCE o. SEE DETAIL SHEET OOG-008 � "C" ENCLOSURE 827.00 3.50 19,050 1.23 o o 0 828.00 4.50 20,873 1.69 00000. TOP OF BANK \ own WATER ENTRY UNIT PERSPECTIVE VIEW / \ 30-FT STREAM BUFFER PVC VENT SCHEDULE 40 SEDIMENT BASIN 209 PRINCIPLE SPILLWAY PVC ELBOW PIPE Skimmer Design SB-209 Ph 1 Req'd Vol (cf): 11,520 SB-204 I ( PVC END CAP PVC PIPE DESIGN INFORMATION 4" PIPE DIAMETER Desired Skimmer Drawdown Time (td)6 hrs SEE SHEET 01CP-0006� Desired Skimmer Drawdown Rate A) 3,840 ft3/day Outlet: Sediment Basin 209 Principle Spillway, Drop Pipe *SB-209 IS FOR PHASE 1 CONSTRUCTION STAGING AREA. ONCE CONSTRUCTION IS COMPLETE AND STAGING AREA HAS BEEN STABILIZED, WATER SURFACE Riser Top Elev: 825.50 ft SB-209 MAY BE REMOVED. Skimmer Size 4.0 in Riser Length: 4.0 ft PLAN VIEW °o °O PVC END CAP Head on Orifice (H)5 0.333 ft Orifice Coefficient: 0.60 SCHEDULE 40 Weir Coefficient: 3.1 SCALE: 1" = 50' 4" PVC PIPE Culvert Length: 50.00 ft 50 0 50 100 PVC PIPE SEE TABLE FOR Calculated Orifice Diameter? 1.697 in Culvert Diameter: 30.00 in - CUTOFF TRENCH ALIGNS PIPE DIAMETER Culvert Invert In: 822.00 ft UNDERSIDE SCALE IN FEET WITH q EMBANKMENT 1 ND HOLES IN Actual Orifice Diameter$ 1.750 in Culvert Friction Coefficient: 0.01 INSTALL COLLAR WITH CORRUGATIONS PVC TEE PV TEE 1.75" ORIFICE PATE Actual Skimmer Drawdown Time' 68 hrs Culvert Entrance Loss Coefficient: 0.90 C VERTICAL. COLLAR TO BE OF SAME GAGE EXISTING GROUND AS THE PIPE WITH WHICH IT IS USED. FILL MATERIAL Discharge: 36.89 cfs 2' MINIMUM IF NOT FLEXIBLE NOTES: Required Discharge: 36.89 cfs I I I I I I I I I I I I I BAND CUT TO BEDROCK I I I I I I I I I I I I I HOSE 1. ALL PVC PIPES ARE TO BE SCHEDULE 40 UNLESS - 1/2" X 2" SLOTTED I I I I I I I I I I I i OTHERWISE NOTED. 2" HOLES @ 8" C.C. B I I I I I I I I 1N 2. ALL JOINTS OF THE FLOTATION SECTION SHALL BE FOR 3/8"O BOLTS SOLVENT WELDED. JOINTS OF SKIMMER SECTION NEED Q to lol + d o, ' 0 1 NOT BE WATER-TIGHT. 2"� �� OD OF PIPE SUITABLE EARTHEN 3. HDPE FLEXIBLE DRAIN PIPE IS TO BE ATTACHED TO THE id I IOi I IOI � Q I i0l i poi 2' � MATERIAL COMPACTED TO PIPE BARREL STRUCTURE WITH WATER-TIGHT l l l l l l I I 95% OF STANDARD END VIEW FRONT VIEW RISER BUOYANCY CALCULATION CONNECTIONS. I I I I I I I I i i i PROCTOR MAX. DRY 4. SKIMMER SIZES AND ORIFICE DIAMETERS ARE CALCULATED o DEMONSTRATE ADEQUATE STABILITY BY SHOWING THE DOWNWARD FORCE IS A DENSITY WITHIN ±2/o BASED ON NCDEQ DESIGN METHODOLOGY AND WILL BE l l l l l l l l l l l l ONE PIECE CONNECTING OPTIMUM MOISTURE SKIMMER REVIEWED AND APPROVED BY THE ENGINEER ONCE A MINIMUM OF 1.25 TIMES THE UPWARD FORCE. BAND WELDED TO PIPE; CUT-OFF TRENCH CONTENT NOT TO SCALE SKIMMER SUPPLIER/MANUFACTURER HAS BEEN CHOSEN. DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) W: 4' MIN. CONTINUOUS WELD BOTH SIDES OF BAND NOT TO SCALE 48" CONCRETE RISER SKIMMER, SEE DETAIL TRASH RACK 10'TOP OF RETRIEVAL ROPE EMERGENCY SPILLWAY, SEE DETAIL THIS WEIGHT = 10,147 lb ANTI-SEEP COLLARS THIS SHEET BERM WIDTH SHEET ANCHORED IN WHERE: NOT TO SCALE THE SLOPE SEDIMENT 48" CONCRETE 1' FREEBOARD CLEANOUT RISER STRUCTURE MIN. V FREEBOARD TOP OF BERM. ELEV 828.00 RISER WEIGHT = 10,147 lb 4'x4' (INSIDE GAGE P DIMENSION) RISER WEIGHT OF CONCENTRATE BASE = (LENGTH x WIDTH x DEPTH) x UNIT STRUCTURE --------- ------ 0.5' DEPTH OF FLOW WEIGHT OF CONCRETE SEDIMENT CLEANOUT 0❑ ❑00❑❑ 00❑❑❑❑0 /� /� /� /� /� /� /� /� /� /� /� /� /� EMERGENCY SPILLWAY ELEV 826.50 WEIGHT OF CONCRETE BASE = (6.0 ft x 6.0 ft x 1.5 ft) x 150 lb/ft' = 8100 lb CONCRETE MARK, ELEV 824.50 0°❑°❑❑ U LILI❑ KILILLU RISER CREST ELEV. 825.50 \\\j�\ /��/��/��/\/�\/�\/\\�\\�\\�\\�\\�\\\�\\\ BASE 4a � EMBANKMENT STABILIZED STRUCTURE WEIGHT = 10,147 lb + 8100 lb = 18,247 lb a a WITH VEGETATION ° 3 -CUT OFF TRENCH 3 BUOYANCY = DISPLACEMENT VOLUME OF RISER x 62.4 Ib/ft3 SKIMMER, ° SEE DETAIL OUTLET APRON BUOYANCY = 96 ft'x 62.4 lb/ft' = 5990.4 lb THIS SHEET a BOTTOM OF POND INV. ELEV 822.00 30" DIA. CM DOWNWARD FORCE (STRUCTURE WEIGHT) > 1.25 x UPWARD FORCE (BUOYANCY) io 30" DIA. CMP ELEV 823.50 \ \ \ 0o00 A \ \\ \\ 18,247 lb > 5990.4 lb x 1.25 18,247 lb > 7,488 lb a a -------- ANTI-SEEP COLLAR 1. PORTLAND CEMENT CONCRETE (TYPE II RECOMMENDED) FOR THE INLET BASE 20' EVERY SEE DETAIL THIS SHEET SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI. a CONCRETE BASE --6.0' x 6.0' x 1.5' 20' 2. WHERE CORRUGATED ALUMINUM OR ALUMINIZED STEEL PIPE IS USED, ALL a a NOTES: AREAS WHERE THE PIPE IS TO BE IN CONTACT WITH CONCRETE SHALL BE PAINTED z 1. FAIRCLOTH TYPE OR EQUIVALENT SKIMMER TO BE USED. WITH A BLACK BITUMINOUS ENAMEL PAINT. 2. INSTALL ANTI-VORTEX PLATE IN RISER STRUCTURE. RISER PLAN VIEW SEDIMENT RISER BASIN 1 NOT TO SCALE NOT TO SCALE PROJECT MANAGER V. HAYNES, PE ,/ PIEDMONT LITHIUM CAROLINAS INC. '� N CAR0 SEDIMENT BASIN SB-209, \ ` F�SS;o z: CAROLINA LITHIUM PROJECT _� PLAN VIEW & PROFILE DETAIL loppo : � SAL � _ 5 3/13/2024 REVISED PER DEMLR COMMENTS 3 = LITHIUM HYDROXIDE CONVERSION PLANT 4 1/23/2023 REVISED PER DEMLR COMMENTS PIED/�AONT 3 5/31/2022 REVISED PER DEMLR COMMENTS %�� '••.•�.•N•,•.••' � GASTON COUNTY NORTH CAROLINA SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS ''��FR/ N Py 111 FILENAME - 01 CP-CO08 440 S.Church Street, Suite 1200 1 8/27/2021 MINING PERMIT ""''��i �� 3/13/2024 T H I U Charlotte, NC 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 4- s 30 FT DELINEATED STREAM BUFFER ■ ■ VA / A V / / / ► 1 20 0 20 40 I �\ ► ► V I /�/ // I ► \ SCALE IN FEET D x \ TEMPORARY SEDIMENT x•x•x�x• ��► \ TRAP ST-224 x ;';��.� +i+♦♦+, I\ 1 ► \ / / ► �\ I ► I I 1 I I I : - - NOTES: \ ♦' I I / \ / ► ► I I I I �I ' 1. STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM. I/ ;�X ` I \ / / \1 I ► I I I I I ■ ■x■x■x■x■x�x.x.x.x.x.x/.x_■-x■X-■x.■�■\■x■x■x.x.x t SEE "TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", SHEET OOG-010. ♦ $20 • . I \ \ / �- ox■X■x■x■x■x■x■x■x■x■x■x liX■x■x■x■x■x■x■x x■x■x■x■x■x� ( i x •� \ / \ \\\\\ / ► III ► ► I 1 �� : \ 2. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY UDO FOR THE \ x X SEE NOTE 3 / I ► : \ \ SOUTH FORK RIVER WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN MINIMIZED, AND NO . \ • , \ \ _ I / / I THIS SHEET // / I I ► y \ \ IMPACTS WILL BE ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK." / �•�� \ \ \ \\� \ \ //// / / // �X ; \ \ \ \ 40 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 40 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 l ,k•k•k•x \ \ \ \ I I / / I I I I / I 1 I x � . 40 INDICATED BY THE GPS DATA OBTAINED IN THE FIELD. FOR STREAM CROSSING LOCATIONS, X•x•k• •k•x•k. \ \\\ \ \ I ! . THE STREAM WILL BE GROUND-SURVEYED AND FINAL CONSTRUCTION WILL BE BASED UPON 'Vol, illllllll� Ram _ \ \ \� I l ' ► ; \ 40 ACTUAL GROUND-SURVEYED TOPS OF BANKS. l / •x•k•k•�X•X•k•k \ \ \ ► I I / I i�•} • \ TEMPORARY SEDIMENT / •k'k•k•f♦. / / �\`\'� \ I ,� •L� ► ' I �',• \ • \• • TRAP ST-226 4. SEE SHEET 01 CP-0010 FOR PHASE 2 EROSION CONTROL MEASURES. / ♦+♦♦�♦ \\� \ \ I I I I ► ► } •}: \ 5. SEE SHEET OOG-002 FOR LEGEND. C � �. I l i/ A 1 I 010 \ T _4 .� I v � / \ \ I I \ �•' \ _� TEMPORARY SPAN \ I \ !♦� \ \ \ T E _F F —F \ � f . +* +♦� TIMBER MAT \\� \ \ \ \ \ ♦♦�f♦i \ � X+♦♦f♦♦ �\ \ \ \\\ \ \ V ♦♦ ♦♦ \ V 1x■x■x■x■x■xfr f+♦ \ A x■x■x■x■x■x: \ NIX■X■X■X■X NIX NIX NIX \ \ ♦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 .+♦ \ \\ \ \\ \ \ \ ♦�x Ex x0 y / ■x■x■x■x■x■x■x■x■x.x +� V'�\ \ \\ V A V ♦�+.� \ \ + + \ A V A x•x•"•\ y \ \ y +♦+♦+♦+ \\\ \ \ \ \ \ \ •+•+i+ y y\� ♦+ + ♦ y yv ♦�♦� A V A VA \\� V A \+�f♦j B •r•��•� y y RIPRAP INFLOW ♦�♦+♦ A VA\ A \\ V� \ i �c i `k•X •k• y PROTECTION (TYP) y +i+♦+♦+ \ ` \\\ \\\ \ \\ \ ` \ . y— � — ��` xjj / + + X ■ x _ x x \ TEMPORARY DIVERSION (TYP) �x•x•x•X,X y v y +♦+♦+♦+♦+ VA V� A \\\\ \ \ I \ •X•X•x v y ♦ ♦+ ♦+ \ V V A 11 I\ \ \ x 824 No \ I LIMITS OF DISTURBANCE ` x•x•x•x♦ ♦♦ \ \ ♦♦ • I I I ► \ + + / ♦ + L X•X•X \ ` + ♦ I ► I \ •kkx�x•k X■X■X■X■X■X■X■X■X■�■.■:■■x■•■•�X■X•X■X• \ I +•+♦ I ♦ : X ► I I 1 \ \\ 'x•k ;�Xx•: ,X■x■X•X•X'X'X/x� now Iwosaw 00 111)(111 . I x low am I SILT FENCE (TYP) ` +♦ \! ■ ► \ _ V A +♦+ . � I ► ► \\ \ A\ TEMPORARY SEDIMENT / \ \ \ I I ♦+♦ �Q . I I ► ► \ \ \ \ \ TRAP ST-227 / I I +♦+.+ % : v v III ► ► 1 1 \ \ v x•X•x■x■x■X■X■X■ ♦ _ _ _ \ 00 \\ \ \ TEMPORARY SEDIMENT TRAP ST-225 \ \ \ V I A \ \ DELINEATED STREAM TOPS OF BANK V ► \ \VA\� A PROJECT MANAGER V. HAYNES, PE " PIEDMONT LITHIUM CAROLINAS INC. N �AR ''''- STREAM CROSSING NO. 4 CAROLINA LITHIUM PROJECT ' 6.7PHASE 1 � 5 3/13/2024 REVISED PER DEMLR COMMENTS = S AL r 4 1/23/2023 REVISED PER DEMLR COMMENTS 3 LITHIUM HYDROXIDE CONVERSION PLANT RAIL TO PLANT AREA PIE NT3 5/31/2022 REVISED PER DEMLR COMMENTS '�9�F.�Gi .... GASTON COUNTY, NORTH CAROLINA FILENAME - 01CP-CO09 SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�� R/ Py ��` 440 S.Church Street,Suite 1200 '�i� „i'"11,` \N, 3/13/2024 Charlotte, NC 28202-2075 1 8/27/2021 MINING PERMIT SCALE — 01 C P-CO09 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 - 1 — 20 N.C.B.E.L.S. License Number: F-0116 1 2 3 4 5 6 7 8 x BANK STABILIZATION GENERAL CONSTRUCTION NOTES: 1. BANK STABILIZATION SHOULD BE INSTALLED DURING PREDICTED IF ARCH SPAN DRY-WEATHER PERIODS. INSTALL SILT FENCE WITH DESIGNED / ! : NO IMPACTS TO EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO Lu SURFACE WATERS DISTURBANCE. LL Q 000 2. CLEAR AND GRUB ONLY AS NECESSARY TO INSTALL CONCRETE MAXIMUM SLOPE OF FOOTINGS. INSTALL FOOTINGS FOR INSTALLATION OF ARCH SPAN AT 20 0 20 40\ , i 2H:1 V LOCATION SHOWN ON PLANS. MAINTAIN NECESSARY EROSION xLn CONTROL MEASURES BETWEEN FOOTINGS AND STREAM. SCALE IN FEET \ i ; _j ❑ D / I �• • MINIMUM RIPRAP THICKNESS _ \ TEMPORARY SEDIMENT I I I \ \ I / / / / II 1: LARGER OF 1 .5d50 OR d100 3. CLEAR AND GRUB BANKLINE OF EXISTING VEGETATION TO STREAM �►■•x x� TRAP ST-224 � I I ■ ORDINARY HIGH WATER MARK. x■x■x ORDINARY HIGH WATER MARK x.x■x■x•x• 30 FT DELINEATED STREAM BUFFER a REINFORCED CONCRETE •x ki•�i+� I I I I I - _ // I \ I I I I I I \ 1 I / x FOOTING c 4. GRADE BANKLINE TO A SLOPE MAXIMUM OF 2HAV WITH TOE BENCH \ _ I I I 1 x ■ TO BE CONSTRUCTED AT ORDINARY HIGH WATER MARK OF STREAM. STREAMBED NO CONSTRUCTION WILL TAKE PLACE WITHIN THE STREAM AND NO f� ` / / / I I I I I 1- -/ ! ■ BENCH INTO BANK IMPACTS WILL OCCUR TO SURFACE WATERS. ; ' GEOTEXTILE x • / I ' .X LTx MX.X.X.X. Ex 0X Ex Ex Ex Ex■X-.X-.�F.-X_Lx Ex Ex Ex Ex Ex Ex 0X ■ ��•�x■x■x■x■x■x■Xx■x■x■X■X*■X■X■X■X■X■EX X■X■X■X■X■X� BEDROCK OR COMPACTED OR GRANULAR FILTER 5. PLACE GEOTEXTILE OR GRANULAR FILTER AS SHOWN ON DETAILPER / FOUNDATION MANUFACTURER'S INSTALLATION REQUIREMENTS. \ : ■ \ \\ \ / / SEE NOTE 3 �� I THIS SHEET // / I I / I �. �+� I S SHOULD TYPICAL STREAM CROSSING BANK STABILIZATION 6 NOT ELIESS THPRAP AN OTHE SPHERICAL DIAMETER OF THE D1 BANKLINE. RIPRAP LAYER S 0 STONE / • \\ - \ I I I // / / / / / / :�.�� 1 \ NOR LESS THAN 1.5 TIMES THE SPHERICAL DIAMETER OF THE D50 \ l l Ix x NOT TO SCALE STONE, WHICHEVER RESULTS IN THE GREATER THICKNESS. LAYER THICKNESS SHOULD NOT BE LESS THAN 1 FT FOR PRACTICAL ■ ■ Nominal Rlprap Class by PLACEMENT. RIPRAP SHOULD BE WELL GRADED, AND ANGULAR. x \ \\ \ UPSTREAM / / / Ix x 822 dim dsa das loco \ \\ \ \ MODULAR / I a I Median Particle Diameter _ RIVER ROCK IS NOT ACCEPTABLE. RIPRAP SHOULD BE SIZED TO �X x•x•` \ \ \ I BLOCK WALL / / I■ ■ Class Size Mill Max min Max Min Max Max WITHSTAND TOE SCOUR AND CHANNEL MIGRATION FOR THE �x•x•k•X•X■X■ \ \ I / ' I / I , li i \. 1 6 in 3.7 5.2 I 5.7 6.9 7.8 9.2 12.0 ANTICIPATED FLOW VELOCITY IN EACH STREAM. RECOMMENDED / ■x•x■x X•X•X \ II 9 in a.5 7.8 8.5 10.5 13.5 14.0 18.0 STONE GRADATIONS ARE AS SHOWN ON THE TABLE NOMINAL / •X•x•x•X•X■X■ I \ \ \ I i ; RIPRAP CLASS GRADATION TABLE' ON THIS SHEET. \ I / I ■\ . 111 12 in 7.3 10.5 11.5 14,0 15.5 18.5 24.0 X•X•X•X•X•k:X■X■x X■x■X■X■x■x■X■X . TEMPORARY SEDIMENT IV 15 in 9.2 13.0 14.5 17.5 19.5 23.0 30.0 X■x■X■X �X'X•X■ \ I \ TRAP ST-226 7. INSTALL ARCH SPAN PER MANUFACTURERS SPECIFICATIONS. ■x■x■x■X■J■X■x■x■xyX�X ` I l X x ■ \ V 18 in 11.0 15.5 17.0 20.5 23.5 27.5 36.0 � � X X � REPAIR AND/OR REPLACE ANY RIPRAP THAT MAY BE DAMAGED OR 82 8 •k� \ I x! I •X�x I x'ex;x x \ vl 21 in 13.0 18.5 20,0 24.0 27.5 32.5 42.0 DISTURBED DURING ARCH SPAN INSTALLATION. C 22 �y�\ \ / I _ \ VII 241n 14.5 21.0 23.0 27.5 31.0 37.0 49,0 \ \ VIII 3E)in 18.5. 26.0 28.5 34.5 39.0 46.0 6{}.0 8. MONITOR AND MAINTAIN BANK STABILIZATION OVER THE LIFE OF THE N Ix 36 in 22.0 31.5 34.0 1 41.5 47.0 51 72.0 PROJECT. RIPRAP SHOULD BE INSPECTED QUARTERLY AND X 42 in 25.5 36.5 40.0 48.5 54.5 64.5 84.0 FOLLOWING PEAK FLOW EVENTS. SIGNS OF SCOUR OR AREAS \ WHERE RIPRAP HAS ERODED SHOULD BE REPAIRED ONCE 828------- ------------ 1X* NOMINAL RIPRAP CLASS GRADATION TABLE IDENTIFIED. \ / // �830� _ � 850 850 83834 \ \ \ PROPOSED LEAD TRACK TOP OF RAIL � � CONTECH METAL ARCH OR EQUIVALENT Q^ PROPOSED LEAD TRACK GRADE 15'-0" SPAN x 5'-8" RISE, 84O 840 SEE NOTE 1 / V v v v v v 830 830 836 \ \� - FILL 834 \ ` CONTECH METAL ARCH OR EQUIV. __ _--- 32 \ \k \ (16-0" SPAN x 5'-8" RISE) -- - 40 830 828 \\ \\ \\ ! VERTICAL SCALE IS 82O - 82O EXISTING GRADES SHOWN B y y - _ _ ;`\�\ \\ \\ �• EXAGGERATED 5:1 IN PROFILE ARE BASED ON _ \ \ LIDAR INFORMATION. FINAL I 822 X \ \ y \\\ 820 \\\ \ \\ \ \ �• \ \ I PLACEMENT WILL BE 'NO I • •x•X•x•X•X• y y X \V \ X\•X•x■x•X�•X■X•X■x y� � 818 � DOWNSTREAVAV AA ix■x■x■� \ / - IMPACT' TO DELINEATED I♦ 'X•x.X■;X��X•x� 816 A MODULAR v\ \\\ 4411% X \ EXISTING GROUND 00 STREAM x■X BLOCK WALL \ \\ 0 810 810 x 1 ` ■x•x•x'x•x■x•x■ �� , ` \ \ \ \ V a2 ,/ PROPOSED GRADE FOR \ x X•X X•X■x• x• y \�' \\VA \ \ STRUCTURE INSTALLATION \ 1 x x•x•x•x 15' BANK STABILIZATION \ TEMPORARY DIVERSION (TYP) •X•x•x•x, y\ y �• ' ! _ _ \\ \ 1 1111 \� \ ' '\" (SEE TYPICAL DETAIL THIS SHEET) - \ l X•x•x•x.x•x• 800 800 \ . AT TOP OF SLOPES 10-FT TALL- ` ` x•x��. .• \ : !, II I I I / ' I I \\ \\ ♦s.�\ o OR GUARDRAIL FOR SAFETY ��• I �• \ �• ! \I I I I I I I 1 \ \\\ \ •+•••• tk co o LO o co o 6 o o co 0 \ \ + . ■ III I I 1 \ \ �•��♦x•x X�x■x■x■x■x■x � N N . \ ■ x I I I I 1 \ \\ ` x•x\■x■x■x■x•X� x■x■x■x■x�x• OQ00 00 00 00 00 00 00 00 00 00 00 -�� •�.� I I I \ \ 36+50 37+00 37+50 38+00 38+50 39+00 SILT FENCE (TYP) TEMPORARY SEDIMENT \ \ RIPRAP INFLOW +� ; ;� III I \ \ \ TRAP ST-227 LEAD TRACK PROFILE STATION 36+50 - 39+00 �I PROTECTION (TYP) / �.f• �i \ I I I I \ \ STREAM CROSSING NO. 4 x X I \ I I I •�•�•k X� v _ JI j I I I A\ \ ' NOTES: SCALE: 1" = 40 A / I •x.x• x,�•� - \ �� \ / 1 . STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM. SEE "TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", SHEET OOG-010. VA �k•x•x■x■x■x■x■x■X�X�x• TEMPORARY SEDIMENT 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 TRAP ST-225 I I I \\�\ \ 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 \ \ \ \ V I I \ V\\\ VA \ ALIGN WITH THE CENTERLINE INDICATED BY THE GPS DATA OBTAINED IN THE FIELD. FOR STREAM CROSSING LOCATIONS, THE STREAM WILL BE GROUND-SURVEYED AND I \ \ 1 \ I I \ \ \ \\\ DELINEATED STREAM TOPS OF BANK FINAL CONSTRUCTION WILL BE BASED UPON ACTUAL GROUND-SURVEYED TOPS OF BANKS.\ \ - I A V� � A \ 4. SEE SHEET OOG-002 FOR LEGEND. PROJECT MANAGER V. HAYNESPE PIEDMONT LITHIUM CAROLINAS INC. .•�� CA/� I", , STREAM CROSSING NO. 4 o�Ss �.'�' CAROLINA LITHIUM PROJECT ' PHASE 2 Q. S AL r ? 5 /13/202 REVISED PER DEMLR COMMENTS 1 4 /23/2023 REVISED PER DEMLR COMMENTS 3 LITHIUM HYDROXIDE CONVERSION PLANT RAIL TO PLANT AREA PIEDPAONT 3 5/31/2022 REVISED PER DEMLR COMMENTS %�� .�� N•�:•'l�`�; GASTON COUNTY, NORTH CAROLINA FILENAME - 01CP-0009 SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�,,;��E•K. NP�.�`�3/i3/�oz4 440 S.Church Street,Suite 1200 ��1 j SCALE - 1" - 20' 01 C P-001 0 �i H I U Charlotte, NC 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 a \ \VA \V 120 0 20 40 SCALE IN FEET D zn 30 FT DELINEATED STREAM BUFFER 2: 1 SIDE SLOPE A a A \ \ \ \\ r / / / /I I I I I I 1 1 I I 1 I DITCH WIDTH VARIES 5' SEE NOTE 3 THIS SHEET PLAN VIEW UPSTREAM MODULAR / / ' / I I a BLOCK WALL / I I / DITCH OUTLET PLUNGE POOL, I SEE DETAIL THIS SHEET \ I I I I DIVERSION DITCH 820 VVA � A I I I \ / O 2 2 � O 6122 \\ 1 1 � / � � � I \ o —� \ \ /� � � �1 12" \ 12" 0 0 s24 \ F �� 18 IN 826 � \ \ I � I\/ / I I � \ \ 828 830 NONWOVEN GEOTEXTILE - _ � I \ \ / / � \ / / -832 i 836 \ �� \ \ SECTION A-A CONTECH METAL ARCH SPAN OR EQUIVALENT CONSTRUCTION SPECIFICATIONS: / 15-0" SPAN x 5-8" RISE, SEE NOTE 1 1. USE SPECIFIED CLASS OF RIPRAP. 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 SMALL HOLE BY PLACING ANOTHER PIECE OF GEOTEXTILE OVER THE V � ��VA \ / DAMAGED PART OR BY COMPLETELY REPLACING THE GEOTEXTILE. PROVIDE A MINIMUM OF ONE FOOT OVERLAP FOR ALL REPAIRS AND FOR JOINING TWO PIECES OF GEOTEXTILE. 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. EMBED THE GEOTEXTILE A MINIMUM OF 4 INCHES AND EXTEND THE GEOTEXTILE A MINIMUM 832 ` \ \\ \\ \ OF 6 INCHES BEYOND THE EDGE OF THE SCOUR HOLE. 830 \ \\ \\ 5. STONE FOR THE PLUNGE POOL MAY BE PLACED BY EQUIPMENT. CONSTRUCT TO THE FULL COURSE \ 828 \\\ \ \ \\ \` \ THICKNESS IN ONE OPERATION AND IN SUCH A MANNER AS TO AVOID DISPLACEMENT OF UNDERLYING \y 826 \\\ \ \ \\ \ \ MATERIALS. DELIVER AND PLACE THE STONE FOR THE PLUNGE POOL IN A MANNER THAT WILL ENSURE B y y 824 \ \\\ \\ \\ \ �� / THAT IT IS REASONABLY HOMOGENEOUS WITH THE SMALLER STONES AND SPALLS FILLING THE VOIDS I \ 822 \ \\\ \ \ \` \ \ o —F F —E TO THE GEOTEXTILE.BETWEEN THE E R STONES. PLACE STONE O PLUNGER THE POOL IN A MANNER TO PREVENT DAMAGE HAND PLACE TO THE EXTENT NECESSARY. I y - - - 820 \\\ \VA \`` V V A \ I 6.AT THE PLUNGE POOL OUTLET, PLACE THE STONE SO THAT IT MEETS THE EXISTING GRADE. —818 816 \ DOWNSTREAM \\ \` \\ \ ` 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 MODULAR \1 a 4� 4— 4_ ,� BLOCK WALL REPAIRS IMMEDIATELY. \\ AT TOP OF SLOPES 10-FT TALL 1 \ \ OR GREATER, INSTALL FENCE \\ \ \\\ \ \ DITCH OUTLET PLUNGE POOL DETAIL \ \ OR GUARDRAIL FOR SAFETY \ \ R NOT TO SCALE V A / DITCH OUTLET PLUNGE POOL, \ V AI I I I I \ \\\\ \ \ A I SEE DETAIL THIS SHEET \ V I I I I \ \\ \ — \\ DIVERSION DITCH \ \ I V I I I \\\\V A NOTES:1STREAM CROSSINGS ARE TO BE INSTALLED WITH NO IMPACT TO THE DELINEATED STREAM. \ \ I I I \ \ \\ SEE "TEMPORARY STREAM CROSSING CONSTRUCTION DETAIL", SHEET OOG-010. 2. STREAM CROSSINGS AS SHOWN ARE DESIGNED PER THE GASTON COUNTY UDO FOR THE SOUTH FORK RIVER WS-IV-PA. BUFFER DISTURBANCES HAVE BEEN MINIMIZED, AND NO I \ \ I \ \ I I I I \ \ \ \ \ / IMPACTS WILL BE ALLOWED WITHIN THE DELINEATED STREAM "HIGH WATER MARK." 3. STREAM CENTERLINES SHOWN ON THE PLANS WERE OBTAINED FROM SUB-METER ACCURATE A GPS INVESTIGATIONS AND ARE OVERLAID WITH LIDAR TOPOGRAPHY. STREAM TOP OF BANK LINES WERE CREATED BY USING FIELD-COLLECTED BANK WIDTHS AT EACH GPS POINT (I.E. AT \ � \ \ � % /j \ \\`\ / 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 1 1 \ PROJECT MANAGER V. HAYNES, PE " PIEDMONT LITHIUM CAROLINAS INC. N •�....0 ''''- STREAM CROSSING NO. 4 �:•'''• SS '•• ' CAROLINA LITHIUM PROJECT ' � RECLAMATION 5 3/13/2024 REVISED PER DEMLR COMMENTS = S AL 4 1/23/2023 REVISED PER DEMLR COMMENTS 3 LITHIUM HYDROXIDE CONVERSION PLANT RAIL TO PLANT AREA PIE NT3 5/31/2022 REVISED PER DEMLR COMMENTS %�9� ti�I N•�:•' GASTON COUNTY NORTH CAROLINA FILENAME - 01CP-0009 SHEET HDR Engineering Inc.of the Carolinas 2 12/08/2021 REVISED PER DEMLR COMMENTS '�� R/ ••• P� �1` 440 S.Church Street,Suite 1200 ��;'1111\`��` 3/13/2024 L 13 H I (J Charlotte, INC 28202-2075 1 8/27/2021 MINING PERMIT SCALE - 01 C P-0011 704.338.6700 ISSUE DATE DESCRIPTION PROJECT NUMBER 10302238 - 1 - 20 N.C.B.E.L.S. License Number: F-0116